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Home My WebLink About17309 40th Ave NE_BLD2018_2025 (7) CITY OF ARLINGTON 238 N. OLYMPIC AVE - ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address: 17309 40th Avenue NE Permit#: 2018 Parcel#: 31052100306300 Valuation: 23,554,479.67 OWNER APPLICANT CONTRACTOR Name: Name: Charles Morgan and Associates Name: AMCAL General Contractors Address: Address:7301 Beverly Lane Address: 30110 Agoura Road City, State Zip: , City, State Zip: Everett, WA 98203 City, State Zip:Agoura Hills, CA 91301 Phone: Phone: 425-353-2888 Phone: 818-706-0694 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City, State, Zip: City, State, Zip: Phone: Phone: LIC #: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Commercial New CODE YEAR: 2015 STORIES: 4 CONST. TYPE: DWELLING UNITS: OCCGROUP: BUILDINGS: 1 OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY; NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. !BC! 10/IRC! 10. ur sales ;ï¿½7/J ;; Date Date CONDITIONS Adhere to approved plans. THIS PERMIT AUTHORIZS ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC) WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 11 /27/2018 Building Permit Fee $132,261.28 11/27/2018 Building Plan Review Fee $85,969.83 11 /27/2018 Park - Community MF $42,876.24 11/27/2018 Processing/Technology Fee $25.00 11/27/2018 State Building Code Surcharge Fee $535.00 11/27/2018 Tree Mitigation $6,922.50 Total Due: $268,589.85 Total Payment: $86,529.83 Balance Due: $182,060.02 CALL FOR INSPECTIONS BUILDING (360) 403-3417 When calling for an inspection please leave the following information: Permit Number, Type oflnspection being requested, and whether you prefer morning or afternoon Permit #: 2018 Permit Date: 06/20/18 Permit Type: MULTI-FAMILY Project Name: Cedar Pointe Apartments Applicant Name: Charles Morgan and Associates Applicant Address: 7301 Beverly Lane Applicant, City, State, Zip: Everett, WA 98203 Contact: Charles Morgan Jr Phone: 425-353-2888 Email: charliejr@cmaarch.com Scope of Work: New Multi-Family Valuation: 23554479.67 Square Feet: 0 Number of Stories: 4 Construction Type: Occupancy Group: ID Code: Permit Issued: 11/27/2018 Permit Expires: Form Permit Type: Status: COMPLETE Assigned To: Kristin Foster Property Parcel # Address Legal Description Owner Name Owner Phone Zoning AMWA CEDAR 31052100306900 17309 40TH AVENUE NE POINTE FUND LP Contractors Contractor Primary Contact Phone Address Contractor Type License License # AMWA Construction, 30141 Agoura CONSTRUCTION Labor & 818-706-0694 AMWACCI824QG Inc. Road, #100 CONTRACTOR Industries Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status FS07. FIRE 04/04/2019 UG Fireline approved 04/04/2019 BUILDING Approved SPRINKLER FINAL Elevator pit walls / 1 & 2 Additional rebar added due C20. BUILDING to over spanning of layout 02/25/2019 02/25/2019 BUILDING Approved FINAL South & West walls both pits. Approved for pour 02/25/2019 R02. FOOTING Bar placement approved 02/25/2019 BUILDING Approved Infiltration Trench - West 01/16/2019 Inspection 01/16/2019 BUILDING Approved side Fees Fee Description Notes Amount Building Plan Review Table 4-2 $85,969.83 Processing/Technology $25.00 $25 base fee + $2 each for State Surcharge - 1st DU Residential - 1st Unit $535.00 255 units Building Permit Table 4-1 $132,261.28 Tree Mitigation $6,922.50 Park - Community MF Multi-family $42,876.24 Total $268,589.85 Attached Letters Date Letter Description 11/27/2018 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 07/20/2018 Luxmi Vaz 70895984 cc $86,529.83 11/29/2018 Luxmi Vaz 72824112 cc $182,060.02 Outstanding Balance $0.00 Notes Date Note Created By: Do not issue the CO until the city receives notification that the building has been signed off by 10/06/2020 Kristin Foster Green agency for compliance. Do not issue C of O until School Impact Fees form is recorded and return to our office. School 09/11/2019 Kristin Foster Impact fees not required per land use permit. 07/31/2019 Received approved truss shop drawings back from SafeBuilt. Routed to contractor for pickup Raelynn Jones 07/09/2019 Received truss shop drawings. Raelynn Jones 02/11/2019 Contractor revised. Launa Black The traffic mitigation is credited to Parcel E in the amount of $221,430 per Developer's 11/08/2018 Kristin Foster Agreement 20181016081, section 1.5 11/07/2018 Received Contractor's L&I license number. Kristin Foster 08/13/2018 Safebuilt picked up the second set of plans for final approval. Kristin Foster SAFEbuild has calculated the fees. Fees have been provided per SAFEbuilt. See attached 07/16/2018 Kristin Foster spreadsheets. Valuation Calculation: Construction type per plans - VA Occupancy R-2 192,703 sf @ 113.02 = 21,779,293. A-2 2,012 sf @ 143.88 = 289,486.56. A-3 07/10/2018 Kristin Foster 2,212 sf @ 131.00 = 289,772. B 5,371 @ 137.00 = 735,827.00. S-1 3,927 sf @ 66.08 = 259,496.16. Total Valuation 23,353.874.00 Building permit fee based on a valuation of 23,353,874 = 125,931.34. Plan Review Fee = 07/10/2018 Kristin Foster 81,855.37 07/10/2018 Park fees? Kristin Foster 06/20/2018 Contractor is not licensed with L&I Kristin Foster 06/20/2018 Need to calculate the valuations. Kristin Foster Uploaded Files Date File Name 12/21/2020 7873316-Cedar Pointe Apartments CO.pdf 08/01/2019 5399494-Truss_cedar_pointe-submittal#41-rev-2-truss_shop_drawings-201906281808.pdf 08/01/2019 5399495-Truss_Cedar Pointe Commercial_Application_Packet_1KKowUa9yhbkUQ.pdf 02/01/2019 4468661-2018_1-16-19 Inspection card.pdf 11/28/2018 4230895-11-27-18 Cedar Pointe Issued Permit.pdf 11/09/2018 4180067-Developer's Agreement 2018101060181.pdf 07/16/2018 3714560-SMOKEY POINT SQ FT plan photo.jpg 07/16/2018 3714561-Smokey Point Valuation.xlsx 07/16/2018 3714562-Smokey Point apartments 7-16-18.xlsx 06/20/2018 3631121-Smokey Point Senior Apartments Application.pdf CITY OF ARLINGTON 238 N. OLYMPIC AVE - ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address: 17309 40th Avenue NE Permit #: 2018 Parcel #: 31052100306300 Valuation: 23554479.67 OWNER APPLICANT CONTRACTOR Name: Name: Charles Morgan and Associates Name: AMWA Construction, Inc. Address: Address:7301 Beverly Lane Address: 30141 Agoura Road, #100 City, State Zip: , City, State Zip: Everett, WA 98203 City, State Zip:Agoura Hills, WA 91301 Phone: Phone: 425-353-2888 Phone: 818-706-0694 LIC: AMWACCI824QG EXP: 011/7/2020 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City, State, Zip: City, State, Zip: Phone: Phone: LIC #: EXP: LIC #: EXP: JOB DESCRIPTION PERMIT TYPE: Commercial New CODE YEAR: 2015 STORIES: 4 CONST. TYPE: DWELLING UNITS: OCC GROUP: BUILDINGS: 1 OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY; NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110. SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlington #3101. Signature Print Name Date Released By Date CONDITIONS Contractor Revised. THIS PERMIT AUTHORIZS ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 2/11/2019 Building Permit Fee $132,261.28 2/11/2019 Building Plan Review Fee $85,969.83 2/11/2019 Park - Community MF $42,876.24 2/11/2019 Processing/Technology Fee $25.00 2/11/2019 State Building Code Surcharge Fee $535.00 2/11/2019 Tree Mitigation $6,922.50 Total Due: $268,589.85 Total Payment: $268,589.85 Balance Due: $0.00 CALL FOR INSPECTIONS BUILDING (360) 403-3417 When calling for an inspection please leave the following information: Permit Number, Type of Inspection being requested, and whether you prefer morning or afternoon City of Arlington APPLICATION STATUS â˜ Revisions Required â€“ Hold â˜’ Initial Review â˜ 2nd Review â˜ 3rd Review â˜ Approved With Conditions â˜ APPROVED APPLICANT: SMOKEY POINT SENIOR APTS PHONE # 206-503-5948 EMAIL: chevy@cgengineering.com DATE: 7/7/18 PHONE # 425-778-8500 PERMIT #: BID 2018 FROM: Lou Whitford PROJECT: Smokey Point Senior EMAIL: lwhitford@safebuilt.com Apts ADDRESS: 18506 Smokey Pt Blvd CODES REVIEWED: OCCUPANCY GROUP: R-2 â˜ 2015 IRC â˜’ 2015 IBC â˜’ 2015 IMC TYPE OF CONSTRUCTION: V-A â˜’ 2015 UPC â˜’ 2015 IFGC â˜’ 2015 WSEC NUMBER OF STORIES: 4 The design documents submitted for this project have been reviewed for compliance with the locally adopted codes and amendments. The following comments must be addressed before a building permit is issued. For processing: . Please submit revised construction documents containing the requested information or plan revisions with all revisions clouded or otherwise identified. . Please respond in writing to each comment by marking the attached list or creating a response letter. Indicate which plan sheet, detail, specification, or calculation shows the requested information. Please send revisions to the attention of the plans examiner with the building permit application number noted. 1 | P a g e Revised drawings must clearly show code compliance. A RESPONSE LETTER MUST BE INCLUDED WITH THE REVISED PLAN SUBMITTAL. . Please be sure to include on the resubmittal the engineerâ€™s or architectâ€™s â€œwetâ€ stamp, signature, registration number and date on the cover page of any structural calculations, all structural details and structural sheets of the plans. Please submit the requested information via email or hard copy to: 1621 114th Ave SE, Suite 219, Bellevue WA 98004 In order to keep your permit in an â€œActiveâ€ status, please respond within 60 days. For questions about the required information please contact the reviewer listed below at the SAFEbuilt office: Lou Whitford at (206) 503-5948 or by email to both: Safebuiltbellevue@safebuilt.com; and lwhitford@safebuilt.com Please understand that other review agencies/divisions may have revision comments, which are not contained within this Revision Letter. Please contact the local jurisdiction for a list of these agencies. PLEASE NOTE: I will be out of the office July 16-20th with limited to no cell service due to being off the grid. I will try to respond to messages when Iâ€™m back on the grid. Sincerely, Lou Whitford Senior Plans Examiner SAFEbuilt 1621 114th Ave SE, Ste 219 2 | P a g e CITY OF ARLINGTON ADMINISTRATION: 1. Special Inspections are to be provided and approved by the City of Arlington prior to issuance of the plans. Please submit the SAFEbuilt Form 001 showing who the service provider will be and the credentials of those who will be performing those inspectons. 2. A request for Defferred Submittals is to be provided and approved by the City of Arlington per the Project Information on Sheet A0.1. This form is to be provided and approved prior to the issuance of the plans. Please submit the SAFEbuilt Form 002. ARCHITECTURAL SHEETS A3.1, A3.2, A3.3, A3.4 FLOOR PLANS: 1. Please address the Areas of Refuge per IBC Section 1009.2 item 9 and compliance with 1009.6 for the location, distance, size, and comunication to those areas of refuge. 2. Please address Section 714.3.2 for membrane penetrations through the fire partitions. There are several locations in the units where kitchen sinks are back-to-back and the high possibility of electrical outlets having the same effect when the kitchens are laid out. There are also plumbing fixtures from the public restroom in the rated corridor wall. How is the fire barrier and rated corridor maintained with plumbing and electrical penetrations? SHEET A0.6: 3. Below is Table 716.5 regarding OPENING FIRE PROTECTION ASSEMBLIES, RATINGS AND MARKINGS. It is not shown on the door schedule a listed 3 hr firewall assembly rating. The doors themselves can be 90 minute in the configuration shown per the footnotes since itâ€™s fully sprinklered but the assembly is to reflect the 3-hr rating. 3 | P a g e 4 | P a g e PLAN REVIEW COMMENTS DATE: 8/13/2018 TO: Smokey Point Senior Apartments FROM: Lou Whitford PHONE: 949-863-9408 PHONE: 206-503-5948 EMAIL: chevy@cgengineering.com EMAIL: lwhitford@safebuilt.com PERMITS #: BID 2018 OCCUPANCY GROUP: R-2, A-2, A-3, B & S-1, PROJECT: Apartments TYPE OF CONSTRUCTION: V-A ADDRESS: 3905 172nd NE NUMBER OF STORIES: 4 SAFEbuilt Inc. has reviewed the project documents listed above for conformance to the provisions of the 2015 International Building Code, Uniform Plumbing Code, International Fuel Gas Code, International Mechanical Code and International Energy Conservation Code as adopted and amended by the State of Washington and the City of Arlington. The permit referenced above will be recommended for release of the reviewed construction documents for this project. The items remaining are listed in the SAFEbuilt Form 002 Deferred Agreements. The Fire Review has yet to be submitted for approval and may cause delays if not submitted soon. All other outstanding comments have been addressed in an adequate fashion with no comments remain for the Structural, Mechanical, Plumbing, Architectural, or Energy Compliance review. Plans are being stamped approved and shall be returned to the City of Arlington this week. Please do not hesitate to contact me if any assistance is needed with this process. Sincerely, Lou Whitford Senior Plans Examiner 1621 114th Ave SE, Ste 219 Bellevue, WA 98004 206-503-5948 lwhitford@safebuilt.com INSPECTION CARD City of Arlington 18204 59th Avenue NE, Arlington, WA 98223 POST THIS CARD IN A SAFE CONSPICUOUS LOCATION. PLEASE DO NOT REMOVE THIS NOTICE UNTIL ALL REQUIRED INSPECTIONS ARE MADE AND SIGNED OFF BY THE APPROPRIATE AUTHORITY AND THE BUILDING IS APPROVED FOR OCCUPANCY. STAMPED APPROVED PLANS MUST BE AVAILABLE ON THE JOBSITE. PERMIT NO.: BLD-2018 PERMIT TYPE: New Commercial ISSUED DATE: 01/09/2019 EXPIRATION DATE: 10/25/2022 PROJECT ADDRESS: 17309 40th Ave NE, Arlington, WA 98223 PARCEL NO.: OWNER: OWNER PHONE: CONTRACTOR: CONTRACTOR PHONE: Cedar Point SR Apts (Elev #'s 3214- APPLICANT: 3216) APPLICANT PHONE: DESCRIPTION OF WORK: Multi-Family Aparments CONSTRUCTION TYPE: OCCUPANT LOAD: DATE DATE INSPECTION INSP PASSED COMMENTS INSPECTION INSP PASSED COMMENTS Final Building SD 11/4/2020 Consultation (Fire CH 2/19/2019 partitions) Footings FK 5/1/2019 See Notes Foundation Reinforcing CH 10/7/2020 See Notes Underground Plumbing FK 3/13/2019 Slab CH 10/7/2020 See Notes Gas Test SD 11/7/2019 Rough Plumbing CH 10/7/2020 See Notes Rough Frame CH 10/7/2020 See Notes (Consultation) Final Electrical L&I CH 10/7/2020 See Notes Drywall SD 7/18/2019 Approval Final Mechanical CH 10/7/2020 See Notes Final Plumbing CH 8/19/2020 Foundation Reinforcing CH 10/7/2020 See Notes Slab (cont. of partial CH 10/7/2020 See Notes (CMU wall rebar) inspections) Underground Plumbing SD 7/5/2019 See Notes 1st Floor Shear Wall SD 7/11/2019 See Notes (Cont. of partial (Exterior Shear walls) inspections) 2nd Floor Shear Wall SD 1/24/2020 1st Floor Shear Wall SD 3/20/2020 (Interior Shear) (Interior Shear) Underground Gas CH 10/7/2020 See Notes 3rd Floor Shear Wall SD 7/17/2019 See Notes Piping (Interior Shear) 3rd Floor Shear Wall CH 10/7/2020 See Notes 3rd Floor Shear Wall SD 7/17/2019 See Notes (Cont. interior shear) 4th Floor Drywall CH 10/7/2020 See Notes 4th Floor Fire Stopping SD 1/7/2020 4th Floor Insulation SD 12/18/2019 See Notes 4th Floor Rough Frame CH 10/7/2020 See Notes 4th Floor Rough CH 10/7/2020 See Notes 4th Floor Rough SD 11/13/2019 See Notes Mechanical Plumbing 4th Floor Shear Wall SD 9/19/2019 See Notes 3rd Floor Shear Wall SD 9/4/2019 4th Floor Shear Wall CH 8/21/2019 See Notes To request an inspection: Page 1 of 2 DATE DATE INSPECTION INSP PASSED COMMENTS INSPECTION INSP PASSED COMMENTS Drywall (Cont partial SD 10/2/2019 See Notes 4th Floor Shear Wall CH 8/21/2019 See Notes inspections) 3rd Floor Rough Frame SD 2/13/2020 1st Floor Rough Frame SD 2/24/2020 2nd Floor Shear Wall SD 1/24/2020 1st Floor Shear Wall SD 2/24/2020 1st Floor Rough SD 4/15/2020 1st Floor Footings SD 9/4/2019 See Notes Mechanical 1st Floor Rough SD 9/23/2019 See Notes 2nd Floor Rough SD 3/6/2020 Plumbing Mechanical 2nd Floor Rough SD 9/23/2019 See Notes 3rd Floor Rough CH 10/7/2020 See Notes Plumbing Mechanical 3rd Floor Rough SD 11/13/2019 See Notes Consultation (Fire SD 9/16/2019 Plumbing stopping) 1st Floor Shear Wall SD 9/16/2019 See Notes 2nd Floor Shear Wall SD 9/16/2019 3rd Floor Shear Wall SD 9/16/2019 See Notes 4th Floor Shear Wall SD 9/16/2019 Consultation (Egress) CH 9/30/2019 See Notes Rough Frame (Patio CH 10/7/2020 See Notes Deck Framing) 4th Floor Insulation SD 2/21/2020 See Notes 3rd Floor Insulation CH 10/7/2020 See Notes 2nd Floor Shear Wall SD 10/16/2019 See Notes 3rd Floor Shear Wall SD 10/16/2019 See Notes 4th Floor Shear Wall SD 10/16/2019 See Notes 4th Floor Pre-Rock CH 10/7/2020 See Notes 1st Floor Rough SD 4/15/2020 Plumbing (Cont. Partial Gas Test (cont.) CH 10/7/2020 See Notes Inspections) Rough Frame (Elevator CH 10/7/2020 See Notes 4th Floor Rough Frame CH 10/7/2020 Framing) Rough Frame (HVAC CH 10/7/2020 See Notes 2nd Floor Insulation CH 10/7/2020 See Notes Shafts) 1st Floor Drywall CH 10/7/2020 See Notes 3rd Floor Drywall CH 10/7/2020 See Notes (Partial cont) 1st Floor Fire Stopping CH 10/7/2020 See Notes 2nd Floor Rough CH 10/7/2020 See Notes (at Structural steel Frame wrap) 2nd Floor Drywall SD 3/3/2020 Consultation (Smoke CH 2/10/2020 See Notes (Partial Inspections) Doors) 1st Floor Insulation SD 3/6/2020 3rd Floor Insulation CH 10/7/2020 See Notes Consultation (Egress CH 10/7/2020 See Notes (Cont. Partial Signage) Inspections) 1st Floor Rough Frame SD 3/20/2020 1st Floor Fire Stopping SD 3/2/2020 (Cont. Partial (Cont. Partial Inspections) Inspections) 1st Floor Drywall SD 6/16/2020 See Notes 1st Floor Rough CH 10/7/2020 See Notes Mechanical (Commons Consultation (Phase CH 7/1/2020 See Notes High Ceiling) Finals) 1st Floor Insulation SD 4/15/2020 See Notes (Cont. Partial Inspections) 1st Floor Rough CH 10/7/2020 See Notes Mechanical Rebar SD 10/26/2020 Engineering Fire Approval: Date: Date: Approval: PW Approval: Date: Other ( ): Date: To request an inspection: Page 2 of 2 AMCAL Housing - Smokey Point Senior Apartments ALLOWABLE BUILDING AREA CALCULATIONS Frontage ALLOWABLE BUILDING AREA CALCULATIONS Bldg "B" Type Occupancy Sq. Ft. Allowed Ratio Increase Ratio Perimeter 1276 Frontage 1st Flr. VA R-2 23379 36000 0.649417 38,276 0.61 Bldg "A" Type Occupancy Sq. Ft. Allowed Ratio Increase Ratio Perimeter 1018 VA S-1 864 42000 0.020571 44,655 0.02 Frontage 202 157 202 Total frontage 561 Total 30 F/P - .25 0.189655 1st Flr. VA R-2 20030 36000 0.556389 40,568 0.49 30 30 30 VA A-2 & A-3 3529 34500 0.10229 38,877 0.09 Frontage 233 173 236 Total frontage 642 Total 30 F/P - .25 0.380648 2nd Flr. VA R-2 23152 36000 0.643111 38,276 0.60 VA B 4901 54000 0.090759 60,852 0.08 30 30 30 VA S-1 77 42000 0.001833 44,655 0.00 VA S-1 864 42000 0.020571 47,329 0.02 2nd Flr. VA R-2 24649 36000 0.684694 40,568 0.61 3rd Flr. VA R-2 23152 36000 0.643111 38,276 0.60 VA S-1 515 42000 0.012262 47,329 0.01 VA S-1 77 42000 0.001833 44,655 0.00 3rd Flr. VA R-2 28847 36000 0.801306 40,568 0.71 4th Flr. VA R-2 23152 36000 0.643111 38,276 0.60 VA S-1 301 42000 0.007167 47,329 0.01 VA S-1 77 42000 0.001833 44,655 0.00 4th Flr. VA R-2 28039 36000 0.778861 40,568 0.69 Total 1.955405 Total 2.45 VA S1 73 42000 0.001738 47,329 0.00 VA B (Accessory to R-2) 1036 36000 0.028778 40,568 0.03 At If R-2 Total 2.528426 Total 2.74 36,000 0.19 12,000 At If A-2, A-3 Aa = (At + (NS x If)) 38,276 34,500 0.38 11,500 At If S-1 Aa = (At + (NS x If)) 38,877 42,000 0.19 14,000 At If R-2 Aa = (At + (NS x If)) 44,655 36,000 0.38 12,000 Aa = (At + (NS x If)) 40,568 At If S-1 42,000 0.38 14,000 Aa = (At + (NS x If)) 47,329 At If B 54,000 0.38 18,000 Aa = (At + (NS x If)) 60,852 Attic Venting for: Smokey Point Senior Area A Ventilation Area = sq/ft / 150 (1/2 Eave & 1/2 Ridge) Ridge vents (18 sq/in per linear ft) Eave vents (3-2" rough holes per linear ft (3.768 sq/in per linear ft)) Can vents (AF92) - Opening size is 92 sq/in Roof (sq/ft) Req. Vent. Area (sq/ft) 1/2 Req. Vent. Area (sq/ft) 30,917.000 103.057 51.528 Ridge Eave linear ft sq/ft linear ft sq/ft 567.250 70.906 510.917 13.369 Cans req. sq/ft Cans req. sq/ft 61 38.972 Total Vent.: 70.906 sq/ft Total Vent.: 52.341 sq/ft Total Area Vent.: 123.247 sq/ft Ridge Eave ft in 567.250 ft in 510.917 17 17.000 49 11.000 49.917 22 10.000 22.833 17 17.000 13 13.000 10 10.000 10.833 13 13.000 21 9.000 21.750 18 4.000 18.333 10 4.000 10.333 24.000 2.333 10 10.000 10.833 73 7.000 73.583 20 7.000 20.583 46 9.000 46.750 21 9.000 21.750 96.000 9.500 84.000 8.333 55 11.000 55.917 10 9.000 10.750 59 3.000 59.250 61 9.000 61.750 19 1.000 19.083 18 7.000 18.583 43 43.000 11 1.000 11.083 49 3.000 49.250 10 10.000 10.833 17 4.000 17.333 4 10.000 4.833 107 1.000 107.083 26 11.000 26.917 14 14.000 4 11.000 4.917 10 10.000 16 16.000 10 6.000 10.500 10 6.000 10.500 11 1.000 11.083 22 22.000 11 1.000 11.083 10 10.000 22 22.000 88.000 8.667 11 1.000 11.083 10 10.000 10.833 11 1.000 11.083 11 1.000 11.083 Attic Venting for: Smokey Point Senior Area B Ventilation Area = sq/ft / 150 (1/2 Eave & 1/2 Ridge) Ridge vents (18 sq/in per linear ft) Eave vents (3-2" rough holes per linear ft (3.768 sq/in per linear ft)) Can vents (AF92) - Opening size is 92 sq/in Roof (sq/ft) Req. Vent. Area (sq/ft) 1/2 Req. Vent. Area (sq/ft) 24,805.000 82.683 41.342 Ridge Eave linear ft sq/ft linear ft sq/ft 386.583 48.323 340.167 8.901 Cans req. sq/ft Cans req. sq/ft 51 32.583 Total Vent.: 48.323 sq/ft Total Vent.: 41.484 sq/ft Total Area Vent.: 89.807 sq/ft Data Ridge Eave ft in 386.583 ft in 340.167 15 3.000 15.250 61.000 6.083 23 6.000 23.500 10 10.000 10.833 19 6.000 19.500 11.000 1.083 26 2.000 26.167 17 11.000 17.917 56 10.000 56.833 21 9.000 21.750 45 5.000 45.417 11 6.000 11.500 11 7.000 11.583 8 10.000 8.833 40 2.000 40.167 11 11.000 80 8.000 80.667 11 11.000 63 1.000 63.083 10 10.000 10.833 45.000 4.417 10 10.000 10.833 11 11.000 17 2.000 17.167 10 3.000 10.250 10 10.000 10.833 59.000 5.750 22 22.000 22 22.000 11 1.000 11.083 8 10.000 8.833 20 7.000 20.583 8 10.000 8.833 11 1.000 11.083 11 11.000 22 22.000 10 10.000 10.833 58.000 5.667 97.000 9.583 BUILDING ENVELOPE MATERIAL MATRIX PRODUCTS ACCEPTABLE PRODUCTS FOR BASIS OF DESIGN ACCEPTABLE ALTERNATES IF APPROVED NOTES LOCATIONS Under slab vapor barriers (VABâ€1) 15 mil Stego Wrap & Stego Tape OR Vapor Block VB15 YellowGuard Required at conditioned spaces Detail with PrePrufe Tape, Bithuthene Liquid Membrane, Belowâ€Slab Sheet Membrane (MEMBâ€1) GRACE PrePrufe 300R Elevator PitÂ â€Â Below Slab Footing (horizontal) ETC. Liquidâ€Applied Belowâ€Grade Membrane (MEMBâ€2) GRACE Bithuthene 4000 Polycoat Aquaseal 5000 Miradrain 6000 drainboard or equal as protection layer Elevator PitÂ â€Â Walls (vertical) Pacific Polymers Elastoâ€Deck 5001ING / Elastoâ€ Pedestrian Traffic Coat (MEMBâ€3) TREMCO Vulkem 350NF / 351 (System) Woodâ€framed Balconies, P/T Concrete Deck Glaze 6001ALHT (System) Behind exterior cladding, at window and door preâ€wraps and Weather Resistive Barrier (WRBâ€1) Tyvek Commercial Wrap DVaproShield WrapShield exterior wall penetrations Patio floorâ€toâ€wall junctions, Lâ€angle back dams under doors at Liquidâ€applied Weather Resistive Barrier (WRBâ€2) Prosoco FastFlash and Joint & Seam Filler Tremco 100, XLâ€Flash concrete, storefront Lâ€angle back dams Weather Resistive Barrier (WRBâ€3) Protecto Wrap Jiffy Seal Ice & Water Guard HTâ€25 SAM membrane used to bridge gap in wall WRBâ€Â under shed roofs Selfâ€adhered Membrane (SAMâ€1) DuPont StraightFlash DuPont Flashing Tape Keep tape from being exposed to final finishes For use over window and door nail flanges and penetrations Selfâ€adhered Membrane (SAMâ€2) DuPont StraightFlash VF Doors with brick molding and Timely Frames Keep tape from being exposed to final finishes. Asphalt For use to create window and door sill pans, penetrations and at Selfâ€adhered Membrane (SAMâ€3) DuPont FlexWrap DuPont StraightFlash based SAM not permitted with WrapShield storefront rough openings. Tyvek Seam Tape if Tyvek WRB is used, Vapro Tape if Basis of design is 3" Tyvek Seam Tape. Keep tape from Selfâ€adhered Membrane (SAMâ€4) For use to seal all horizontal and vertical seams in the wall WrapShield is used being exposed to the final finishes. For base of wall framing to concrete transitions under metal Selfâ€adhered Membrane (SAMâ€5) ProtectoWrap BTâ€25 Vycor Plus Protecto Tac spray adhesive used as needed for proper flashing and over for air barrier Highâ€temp self adhered membranes (SAMâ€6) Grace Ultra (hiâ€temp) Protecto Wrap Jiffy Seal Ice & Water Guard HT For use under metal roofing and coping Singleâ€Ply Roofing Membrane (MEMBâ€4) Carlisle Sureâ€Weld TPO TREMCO TPO Single Ply; Johns Manville JM TPOâ€60 Lowâ€Slope Roof, Below pavers on pedestal All exterior wall penetrations, window/door junctions, where Exterior paintable sealants (Sealantâ€1) BASF Master Seal NP100 Bostik Chemâ€Caulk 2000 siding or trim is painted Storefront sealant joints, joints at preâ€finished concrete or Exterior nonâ€paintable sealants (Sealantâ€2) Dow Corning 795 or 790 masonry surfaces. For use to back caulk the wall WRB against framing, liquid applied Exterior Air Barrier sealant (Sealantâ€3) Tremco 830 Dow Corning 758 waterproofing and roofing Interior Air Barrier sealant (Sealantâ€4) Tremco 830 or Pecora AVB Dow Corning 758 ILLMODâ€600 Used under door thresholds Around interior perimeter of windows and doors Sidewalk sealant (Sealantâ€5) Sikaflex Selfâ€leveling Or equal Install where concrete abuts exterior concrete walls at street level Coordinate back damn height with threshold and door sill profile. Maintain ADA compatibility at egress points. Lâ€angle for door sill back dam 20 gauge galvanized steel equal gauge aluminum All ground level exterior doors Install temporary protection (plywood or 2x material) to prevent back dams from folding over during construction. Blockâ€Guard & Graffiti Control II by Prosoco or Monochem Permashield Premium Graffiti Control Antiâ€graffiti coating Install first 12 feet from walking surfaces Exposed concrete or masonry walls Protectosil Antigraffiti System âœ” âœ” Cedar Pointe Apartments $30M 17309 40th Ave NE 3105210306900 w/building permit AMWA Cedar Pointe Fund, LP 818-706-0694 30141 Agoura Rd., Suite 100 Agoura Hills CA 91301-4332 Joe Galusha 425-778-8500 jbalusha@cgengineering.com 250 4th Ave. S #200 Edmonds WA 98020 AMWA Construction, Inc. 206-713-9612 206-713-9612 jblegen@amwahousing.com 30141 Agoura RD., Suite 100 Agoura Hills CA 91301 AMWACC1824QG 11/7/2020 Jill Blegen 206-713-9612 206-713-9612 jblegen@amwahousing.com 30141 Agoura RD., Suite 100 Agoura Hills CA 91301 Deferred Submittal as Requested: Truss Shop Drawings Cedar Pointe Apartments 17309 40th Ave NE VA R-2, A-2, A-3, B & S-1 Senior affordable apartments 218,593 4 1st-55,398 SF, 2nd-51,713 SF, 3rd-55,741 SF, 4th-55,741 SF Cedar Pointe Apartments 17309 40th Ave NE Geotest 20611 67th Ave. NE, Arlington, WA 98223 David Rauch 360-733-7318 davidr@geotest-inc.com Geotest âœ” âœ” âœ” June 28, 2019 Jill Blegen Submittal #41.2 AMWAÂ Construction,Â Inc. Project: SPCNÂ - CEDARÂ POINTE 30141Â AgouraÂ Rd.Â Suite.Â 100 17309Â 40thÂ AvenueÂ NE AgouraÂ Hills, California 91301 Arlington, Washington 98223 Phone:Â (818)Â 706-0694 Fax:Â (818)Â 706-3050 Truss Shop Drawings SPEC SECTION: SUBMITTAL MANAGER: Jill Blegen (AMCAL General Contractors, Inc.) STATUS: Open DATE CREATED: 06/27/2019 ISSUE DATE: 06/27/2019 REVISION: 2 RESPONSIBLE WBÂ Construction,Â Inc. RECEIVED FROM: Wade Brown CONTRACTOR: RECEIVED DATE: 06/27/2019 SUBMIT BY: FINAL DUE DATE: 06/3/2019 LOCATION: SUB JOB: COST CODE: APPROVERS: Joe Galusha (CG ENGINEERING, PLLC) BALL IN COURT: Jill Blegen (AMCAL General Contractors, Inc.) DISTRIBUTION: Charlie Morgan (Charles Morgan & Associates) ,Â Misty Klink (Charles Morgan & Associates) ,Â Derrick Gregory (AMCAL General Contractors, Inc.) ,Â Chevy Chase (CG ENGINEERING, PLLC) ,Â Maureen Burford (AMCAL General Contractors, Inc.) ,Â Jill Blegen (AMCAL General Contractors, Inc.) ,Â Randy Bergquist (AMCAL General Contractors, Inc.) DESCRIPTION: RevisedÂ trussÂ shopÂ drawings.Â Â ATTACHMENTS: TrussÂ Shops.pdf SUBMITTAL WORKFLOW SUBMITTER/ RETURNED NAME SENT DATE DUE DATE RESPONSE ATTACHMENTS COMMENTS APPROVER DATE PleaseÂ seeÂ attached. JoeÂ Galusha Approver 6/27/2019 6/3/2019 6/28/2019 Approved JoeÂ Galusha,Â PE,Â SE, CGÂ Engineering 06.28.2019 BY DATE COPIES TO AMWAÂ Construction,Â Inc. PageÂ 1Â ofÂ 1 PrintedÂ On:Â 06/28/2019Â Â 11:08Â AM 890 Riverside Road, Abbotsford, B.C. V2S 7P6 - Bus: (604) 850-3522 - Fax: (604) 850-3533 - craig@alliancetruss.com LETTER OF TRANSMITTAL TO: IDA-PAC DATE: June 27, 2019 1770 SPANISH SUN WAY FILE NO: Alliance #25191 MERIDIAN, ID 83642 PROJECT: Cedar Pointe Apartments 3905 172nd Street NE ATTN: TATE KOENIG Ph: (800) 231-2310 Arlington, WA We are sending you via: Courier E-Mail Fax Hand Copies Date No. Description 1-Set June-27-2019 Roof Truss Shop Drawings and Layout (Submittal #3) These are transmitted: For approval As requested For your use For review and comment Approved Returned with corrections Remarks: Please forward to the Architect and Engineer as required for approval, and send back a copy of their review. Thank you. Copy to: Signed: Craig Westerberg 1 9 18 12' 2 3/8" R CP1 CP1 1 P1 RP RP CP1 CP1 VP1 1 J RP1 J J VP1 RP CP1 CP1 VP2 1 RP1 JP1 JP1 VP2 VP6 VP3 JP1 JP1 VP3 VP7 JP2 JP1 JP1 JP2 12' 2 3/8" JP2 VP3 JP2 VP5 VP5 12' 2 3/8" JP2 VP4 VP5 VP5 VP4 VP3 JP1 VP2 JP1 12' 2 3/8" JP2 VP4 VP4 JP1 VP7 VP7 JP1 VP2 VP1 VP6 VP6 VP1 JP1 VP7 JP1 P2 RP 1 P1 P1 1 RP CP1 CP1 RP1 VP6 P1 P1 P2 P1 R CP1 CP1 18' 0" 1 R CP1 P3 P4 P3 CP1 P1 RP 18' 0" 1 3 4 5 7 8 9 10 11 12 13 14 16 18 "B1" "E1" "B1" "C1" "B4" "B1" "C1" "C2" "E1" "C1" "C2" - - "C2" "B1" - - "C4" - - - - - - - - - - STAIR #3 X5 X5 X1 X6 X1 X6 X1 X5 PARAPET PARAPET A SP37SP2 SP2 SP2 SP2 SP2 SP25 SP2 SP2 SP2 SP2 SP2 SP9 SP9 SP2 SP2 SP2 SP2 SP2 SP27 SP2 SP2 SP2 SP2 SP2 SP41 SP14 SP2 SP2 SP2 SP2SP13SP1 SP1 SP6SP23 SP1 JD1 SP31 PARAPET SP2 SP2 SP2 SP2 SP2 SP2 SP20 SP2 SP2 SP2 SP2 SP2 SP43 X6 X1 JD1 SP1SP23 SP6SP1 SP1 SP2 SP2 SP2 SP2 SP2 SP23 SP43 SP2 SP2 SP2 SP2 SP2 SP9 SP2 SP2 SP2 SP2 SP2 X5 S9 S8 S7 S6 A SP1 SP2SP2 SP2 SP2 SP2 SP22 SP34 SP2 SP2 SP2 SP2 SP2 SP30 SP2 SP2 SP2 SP2 SP2 SP13 A1 C12 C9 C8 PARAPET E4 E3 A13 A14 A15 A16 C29 C11 C10 A SP2 SP2 SP2 SP2 SP2 SP20 SP2 SP2 SP2 SP2 SP2 SP9 C26 C27 C27A C28 A2 A3 A2 A35A A35 A C8 C9 C10 C11 C12 C13 E4 C28A A36 A2 A2A A1A A1 A4 A1 A1A A2 A3 JD2 A2A SP1 SP1 A A1 A2 A1A A1 A1 A1A A2 E3 B3 B2 B2A B6 B7 B6 B6A B2A B2 B2 B9 A A12 A11 A10 A3 A2A A4 A1A C20 C20A C21 C22 JD2 SP1 A B10 B11 B11A B12A B12 A2 A3 A2 A1A A1 A A35 A35A A2 A2 A1A A1 A A3A A2A A3 A2A A "C2" 5' 4 1/4" 19' 0 1/2" B B B B B B B B D B B A B B B B B BB B B B B B G C30 - SP5 SP1 SP1 SP1 SP1B B D B B B B B B B B Z3 Z4 Z3 SP51 SP51 SP51 SP51 SP51 C1 G HOLD DOWN STRAP B B B B B C31 C SP51SP51SP51SP51 SP51 B B B B B B HOLD DOWN STRAP E ELEV. #2 C2 C B B B B B B SP50 SP50 C C32 SP50 SP50 C25 25' 2 3/4" C3 C ELEV. #3 B B B B B B B C23 C24 SP49 SP49 C C33 SP1 SP1 SP6 SP49 SP49 Z1 Z2 Z1 C23A SP1 SP1 SP1 SP6 SP5 SP1 SP1 C4 C SP48 EV2 SP48 EV1 EV1 C SP48 SP48 C34 SP1 EV2 C EV1 EV1 B B B B B BB SP47 SP47 SP47 SP47 SP47 C C35 SP1 SP1 C5 B B B B B PARAPET SP47 SP47SP47 SP47 SP47 C C B B B B B B B B B B B B SP19 SP27 B C C6 C C36 G1 5' 6" C 5' 0 1/2" 5' 6" G3 C37 C 5' 6" A5 SP1 SP1 SP1 C7 E2 E1 C E1 E2 A2 A5 A21 B5A 5' 6" SP1 SP1 SP1 SP1 C15 B5 SP57 SP46 SP46 SP46 VA47 C38 PARAPET A21 7' 1 1/2" 5' 6" SP45 SP46 SP46 SP46 SP46 A22 B B B VA46 A1 C14 VA11 B4 B4A G2 VA24 A6 C SP52SP53 SP53 SP53 SP54 SP55SP55 SP55 SP55 VA45 VA10 SP56 VA23 VA36 VA35 A1 VA9 A6 VA44 A6 VA22 VA34 VA43 A1A VA8 A6 VA21 VA33 VA42 A2A VA7 VA20 VA32 "C3" A6A VA41 VA6 8' 10 1/2" A6A VA19 VA31 A2 VA40 "C1" VA5 - VA18 VA30 A2 X1 VA4 A6A 9"2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" A2 A1A A1 A1 B20A B23 B21 C16A C16 A2A A1A A1 A4 VA39 - VA17 VA29 A6A A2A A4 A32 B20 VA3 VA38 A1 A2 C16 A4 C17 VA16 VA28 A6 SP2 SP2 SP2 SP2 SP2 A2A VA2 A2 A1A A1 A1 B16A B17 B18 VA37 SP2 SP2 SP2 SP2 SP2 SP24 A3 VA15 9' 11 3/4" A2A A4 B16 B19 A3 A2A VA27 A6 VA1 C18 C19A C19 A1 A1A A2 A2 A1A A1 B2 SP19SP2 SP2 SP2 SP2 SP2 SP2 SP2 SP2 SP2 SP2 SP18 SP8 SP2 SP2 SP2 SP2 SP2 X1 SP35 C17A C18A A19 A1 A4 A2A B1 A6 B14 B11A B12 VA14 VA26 B13 B11 B12A B15 A2 SP42 SP38 SP43SP2 SP2 SP2 SP2 SP2SP26 A6 X1 SP2 X1 VA12 VA13 VA25 X1 SP7 SP2 SP2 SP2 SP2 SP2 SP2 SP2 SP2 SP2 SP2 SP2 "G1" A2 "A" SP2 SP2 SP2 SP2 SP2 SP20SP2 SP2 SP2 SP2 SP2 SP37 SP2 SP2 SP2 SP2 SP2 SP25 SP2 SP2 SP2 SP2 SP2 SP2 A1 A1 X1 X1 X1 X1 - X1 "C1" "B1" "C2" A1 - SP2 SP2 SP2 A1 A1 "C2" "F1" "F4" A4 A2A - SP2 A4 - - D A4 A4 - - - SP21 "B5" A4 "C6" "B1" "B2" "B1" "B1" A1A "B3" A1 A1 A1 A1 - - - A1 - - - - A1 A1A A4 "C5" A2A A2A "A2" "F2" S4 A1A "C3" - 5' 6" A1A - - X1 "G2" - A7 S5 X1 A2 STAIR #2 A2 A1 - A1 A8 S4 SP2 SP2 SP2 SP2 SP2 SP36 A3 SP36 SP2 SP2 SP2 SP2 SP2 A4 E S4 SP32 A9 STAIR #4 A1 A1 5' 6" S5 A8 "B2" "A1" "A2" "B1" "C1" "C2" A4 A1A A7 "B1" "C7" "B5" "F1" A4 - - - S4 A4 A3 X1 "F3" - - - "F1" A2A "B3" - - - A1 A1 A1A - 5' 6" X3 - A1 - X1 X1 X1 - A2 X1 X1 A2 A2 SP3 SP3 SP3 SP3 SP3 SP3 SP16 SP3 SP3 SP3 SP3 SP3 SP2 SP2 SP2 SP2 SP2 SP2 SP2 SP2 SP2 SP2 SP2 SP11 SP39 SP2 SP2 SP2 SP2 SP2 SP29 A2 A2 SP43SP2 SP2 SP2 SP2 SP2SP20 SP2 SP2 SP2 SP2 SP2 SP22 SP2 SP2 SP2 SP2 SP2 A1 A1A SP25 SP2 SP2 SP2 SP2 SP2 "B3" VA1 A6 A28 A28A SP12 A30 A29 A27 A25 A27A A27 A27 A27A A25 A25 A33 B20A B21 A2 A1A A1 A2 A1A A1 VA2 A20 A20 A25A A26 B23 B22 A32 A20 A2A A4 A27A X1 - A1 A3 A4 "C2" "B6" B34 B14 B14A B24A B24 B33 B21 B25 B21 B23 A31 A1A A1 A34 SP15 SP2 SP2 SP2 SP2 SP2 SP20 SP2 SP2 SP2 SP2 SP2 VA3 A6A "G3" VA4 9' 11 3/4" - - VA5 A2 A1 - A1A VA6 A2 X1 A1A A1 A6 VA7 SP2 SP2 SP2 SP2 SP2 SP9 SP15 SP2 SP2 SP2 SP2 SP2 SP32 SP2 SP2 SP2 SP2 SP2 SP44 VA8 F X1 A3 A1 SP2 SP2 SP2 SP2 SP2 SP2 SP12SP2 SP2 SP2 SP2 SP2 B31 B30 B29 A1 SP58SP59 SP59 SP59 A2A B32 VA9 A6 VA1 H1 SP60 "C1" VA10 VA11 A1A VA2 A4 A1 A1A A2 A3 A2 H8 H7 A2 A2A A2 5' 6" - "C1" A2 VA3 23' 6" A5 A3 A1 VA4 B BG4B H6 H5 H4 H3 H2 6 1/4" A3 - 5' 6" 4' 9" VB1 A17 SP2 SP2 SP2 SP2 SP2 SP25 A2A VA5 A6A 5' 6" D35 VA6 VB2 VB2 C SP37 5' 6" VA7 B VB3 VB3 3' 3 1/2" C SP1 A1A PARAPET B SP1 G VA8 VB4 VB4 B B B B B C 5' 4 1/2" SP51 SP51 SP51 SP65 SP51 B VA9 A6 VB5 VB5 C D34 B SP50 9' 11 3/4" SP50 "D3" A1 5' 6" Z5 C VA10 ELEV. #1 B SP49 SP49 SP63 SP53SP53 PB3 PB2 PB3 PB2 PB1 D45 C SP1 SP1 SP1 D11 VA11 - A5 SP61SP63 SP62 B SP48 SP48 D33 D55 D53 D52 B B B B B B B B B E SP1 D10 EV4 G B VK6 EV3 EV3 B B B B B B B B B D32 B B B B B B B B D46 D9 5' 6" B G SP47SP47SP47SP64SP47 C B D54 B B B B B B B VK5 D31 B B B B A D8 C A VK4 D30 D57 D57A A1 A1A A1A A1 D26 D25A D24 D23 D22 D21 D20 D19 D18 D7 VK3 D36 D56 A2A A2 A3 A2 A2A C PARAPET A D29 M9 M8 M7 M5 M6 M5 M4 M3 M2 D42 D43A D43 D42 D42A D40A D40 D38 X4 X6 D6 M1 D44 D41 D39 D37 C X4 A VK2 D28 D5 D51 D50 D48 D47 D47A C D27 SP2 SP2 SP2 SP2 SP13 A D49 41' 3 1/4" VK1 S3 S2 S1 SP40SP2 SP2 SP2 SP2 SP2 SP23SP2 SP2 SP2 SP2 SP2 SP2 A A A A A A A A SP36 JD2 JD4 D4 A SP20 SP2 SP2 SP2 SP2 SP2 SP33 SP17 SP17 SP17 SP17 SP17 SP1 SP1 SP1 SP1 SP1 SP1 SP1 SP1 SP2 SP2 SP2 SP2 SP2 SP17SP17SP17SP17SP17SP17SP17SP17SP17SP17 SP1 SP1 SP1 SP1 SP1 SP1 SP1 SP1 SP1 SP1 SP1 SP1 SP1 SP1 SP1 H SP17 SP66SP42 PARAPET X1 SP28SP15 D3 ASP11SP1 SP1 SP1 SP1 SP1 SP1 SP1 SP1 SP17SP17SP17SP17SP17SP17 SP67 JK2 PARAPET 1 JK 3' 11" X1 X6 PARAPET 1 D2 PARAPET PRIVATE JK JK1A JK1A D1 "D5" "D4" DINE #2 JK1B PRIVATE JK1B "D2" 32' 2 1/8" 23' 4 1/2" 23' 4 1/2" 33' 9 3/4" B B B B B B B B D B B B - DINE #1 STAIR #1 "B1" - A "J" - A1 A2 A2A A1 B26 A1 A2A A2 A3 A2 A1A A1 C39 "D1" "B1" "C1" A B26 B27 A2A - JD2 - A A18 A23 A24 J8 J7 J6 J5 J4 J2 J3 J2 J1 - - - A SP1 SP1 SP1 SP1 SP5 SP1 SP1 SP1 SP1 SP1 SP1 SP1 SP1 SP1 SP4 SP9 SP2 SP2 SP2 SP2 SP11 SP9 SP2 SP2 SP2 SP2 SP2 SP20 SP2 SP2 SP2 SP2 SP2 SP40 A D12 D13 D14 D15 D16 D17 D16A JD3 SP1 X1 X1 J JD4 SP2 SP2 SP2 SP2 SP32 SP1 SP1 SP10SP1 SP1 SP1 SP1 SP2 SP2 SP2 SP2 SP2 SP9 X2 PARAPET PARAPET X5 18' 0" 18' 0" "B2" "B1" "C1" R CP1 CP1 1 RP1 CP1 CP1 1 P1 RP RP - - RP CP1 CP1 VP1 VP1 1 - RP1 VP1 VP2 VP2 1 2 JP1 JP1 JP1 JP1 VP2 VP3 VP3 JP1 JP1 VP3 GRAPHIC REPRESENTS 460 -- BB1 BEVELED 2X6, JP2 JP2 12' 2 3/8" JP2 12' 2 3/8" JP2 JP2 SOLAR PANELS 12' 2 3/8" JP2 VENTED (2X4) BIRD BLOCKS. VP3 VP3 3 15/16" 4 7/16" JP1 VP4 VP5 VP5 VP4 JP1 VP4 VP5 VP5 VP4 18' 0" VP3 J VP2 J JP1 VP2 JP1 J VP4 VP5 VP5 VP4 JP1 VP2 JP1 VP1 VP1 CP1 CP1 RP RP VP1 RP1 P2 R 1 P2 1 1 P1 P1 P P P1 P1 216 -- BB2 BEVELED 2X8, 1 CP1 CP1 R CP1 CP1 VP1 P2 R RP1 P1 P1 P1 RP1 CP1 CP1 5 7/8" 6 3/8" JP1 VP2 VENTED (2X6) BIRD BLOCKS. JP1 18' 0" VP3 JP2 JP2 12' 2 3/8" VP3 VP4 VP5 VP5 VP4 JP1 7 13 18 JP1 VP2 J VP1 P2 P1 P1 R 1 P1 RP CP1 CP1 1 Design Loads: GENERAL NOTES Job Number: 25191 HANGER SCHEDULE TIEDOWNS & STRAPS 1. THIS DRAWING PROVIDES TRUSS DIMENSIONS AND LOCATION ONLY, AND SHALL ALWAYS BE USED IN CONJUNCTION WITH APPROVED ARCHITECTURAL AND STRUCTURAL DRAWINGS. Quote Number: 2. THE GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN WRITING, AND BE RESPONSIBLE FOR REPORTING ANY DISCREPANCIES TO THE MANUFACTURER PRIOR TO Customer: IDA-PAC Lumber TC LL: 25 psf TYPE SYMBOL QTY TYPE SYMBOL QTY TYPE QTY DESCRIPTION FABRICATION. Job Name: Cedar Pointe Apts. TC DL: 13 psf (incl. 5psf solar) 3. TRUSSES ARE EXTREMELY FLEXIBLE UNTIL ALL FORMS OF BRACING ARE IN PLACE AND FASTENED. FOR ERECTION AND BRACING RECOMMENDATIONS, SEE THE ENCLOSED WTCA ST24 A 30 Q 0 RT7A 3300 ROOF TRUSSES BRACING POSTER. Address: 3905 172nd Street NE BC LL: 10 psf JUS26 B 148 S 0 MP34 72 GABLE BLOCKS 4. BEFORE INSTALLING TRUSSES, REFER TO INDIVIDUAL ENGINEERED TRUSS DRAWINGS, LOCATE THE TOP AND BOTTOM CHORDS, AND PLACE TRUSSES ACCORDINGLY. BRACING City: Arlington, WA BC DL: 10 psf INDICATED ON THE ENGINEERED TRUSS DRAWINGS IS MANDITORY AND PERMANENT. HUS26 C 27 5. FOLLOW PROJECT ENGINEERS / DESIGNERS INSTRUCTIONS ON TIE DOWNS, NAILING AND OVERALL SWAY BRACING. Salesman: CW General: THDH26 D 3 6. Drawn By: MR THDH HANGERS REQUIRE 7. DO NOT CUT, DRILL, OR ALTER TRUSSES IN ANY WAY. ANY ALTERATION OF A TRUSS IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. Date: 05/17/2019 Spacing: 24"o/c U.N.O THDH28 E 2 3.5" NAILS INTO GIRDERS 8. SUPERIMPOSED LOADS: Rev 1: 06/14/2019 O/H Length: Varies THDH210 G 4 A. NO MATERIALS SHALL BE STORED ON A TRUSS SYSTEM UNTIL ALL PERMANENT BRACING HAS BEEN COMPLETELY INSTALLED. Rev 2: 06/18/2019 O/A Heel: Varies B. CONCENTRATED & UNIFORM LOADS DUE TO CONSTRUCTION AND/OR OCCUPANCY SHALL NOT EXCEED THOSE SPECIFIED BY THE TRUSS DESIGNER AS TO WEIGHT AND LOCATION. H 0 C. LOADS SHALL NOT BE SUSPENDED FROM BOTTOM CHORDS OF TRUSSES UNLESS THE TRUSSES HAVE BEEN DESIGNED TO SAFELY CARRY THE APPLIED LOAD. Rev 3: 06/27/2019 Slope: 4.12/12, .25/12 IMPORTANT: APPROVAL OF SHOP DRAWINGS MEANS THE CONFIGURATION, BEARING LOCATIONS AND DESIGN Architectural plan date: 16/Nov. 2018 Roof Material: Duroid K 0 SEE HANGER INSTALLATION DOCUMENT IMPORTANT: 1. SEE ENGINEERED TRUSS DRAWINGS FOR PERMANENT BRACING REQUIREMENTS. CRITERIA HAVE BEEN REVIEWED AND APPROVED. CONTRACTOR MUST VERIFY AND APPROVE ALL Structural plan date: 11/16/18 Scale: NTS M 0 FOR SHEAR NAIL AND GENERAL 2. SEE WTCA BRACING POSTER FOR TEMPORARY BRACING REQUIREMENTS. DIMENSIONS AND TRUSS COUNTS ON THE LAYOUT. TRUSSES WILL BE MANUFACTURED AS APPROVED. NAILING INFORMATION. P 0 MiTek Canada, Inc. 100 Industrial Road Bradford, ON, Canada L3Z 3G7 Phone (905) 952-2900 Toll Free (800) 268-3434 Re: 25191 IDA-PAC-3905 172nd St NE-Arlington-WA The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Alliance Truss (CA). Pages or sheets covered by this seal: U1351092 thru U1351494 My license renewal date for the state of Washington is February 17, 2020. June 14,2019 Garcia, Juan IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351092 25191 A1 Monopitch 184 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:56:24 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-ShkDd9vA5ykB8C22LcltpBfJsIzTKwe9lbe3n?z7Ksb -1-10-8 6-5-0 12-0-8 17-8-0 23-6-0 26-3-0 1-10-8 6-5-0 5-7-8 5-7-8 5-10-0 2-9-0 H 4.12 12 2x4 Scale = 1:48.6 G 4x4 4x6 F E 3x4 D 9-4-2 8-4-12 1.5x4 C B A 0-3-15 L K J P Q I 3x4 3x5 4x4 3x6 3x6 8-3-8 15-9-8 23-6-0 8-3-8 7-6-0 7-8-8 Plate Offsets (X,Y)-- [B:0-0-8,0-0-0], [E:0-3-0,Edge], [F:0-1-12,0-2-0], [G:0-2-0,0-0-8], [J:0-2-0,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.20 I-J >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.96 Vert(CT) -0.34 L-O >814 180 TCDL 13.0 Rep Stress Incr YES WB 0.63 Horz(CT) 0.06 I n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 101 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-11-5 oc purlins, A-E: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt G-I, F-I G-I,F-I: 2x4 SPF No.2 REACTIONS. (lb/size) I=1349/0-5-8, B=1256/0-5-8 Max Horz B=281(LC 10) Max Uplift I=-223(LC 14), B=-134(LC 10) Max Grav I=1666(LC 21), B=1294(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-2667/219, C-D=-2396/171, D-F=-1288/62, G-I=-713/243 BOT CHORD B-L=-444/2493, J-L=-294/1677, I-J=-147/886 WEBS C-L=-487/162, D-L=-63/792, D-J=-796/191, F-J=-63/956, F-I=-1275/217 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) I=223, B=134. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351093 25191 A1A Monopitch 71 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:56:42 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-w9p1PJ7TsU?dIzQVPO45Y_PNoY6oY2_puO?0Qzz7KsJ -1-10-8 6-5-0 12-0-8 17-8-0 23-6-0 26-3-0 1-10-8 6-5-0 5-7-8 5-7-8 5-10-0 2-9-0 H 4.12 12 6x8 Scale = 1:48.9 G 4x4 4x6 F E 3x4 D 9-4-2 4x6 9-4-2 8-4-12 1.5x4 C B M Q A 4x8 0-7-4 0-3-15 L K J R S I 3x4 3x4 4x4 4x4 3x6 8-3-8 15-9-8 23-6-0 8-3-8 7-6-0 7-8-8 Plate Offsets (X,Y)-- [B:0-0-8,0-0-0], [E:0-3-0,Edge], [F:0-1-12,0-2-0], [G:0-3-4,0-4-0], [I:0-1-8,0-1-8], [J:0-2-0,0-1-12], [M:0-3-0,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0.18 L-P >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.95 Vert(CT) -0.34 L-P >815 180 TCDL 13.0 Rep Stress Incr YES WB 0.64 Horz(CT) 0.05 Q n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 113 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins, A-E: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt F-I, G-Q G-I,F-I: 2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) B=1255/0-5-8, Q=1340/0-3-8 Max Horz B=280(LC 10) Max Uplift B=-134(LC 10), Q=-226(LC 14) Max Grav B=1293(LC 3), Q=1657(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-2665/219, C-D=-2396/171, D-F=-1279/63, I-M=-125/1027, G-M=-125/1027 BOT CHORD B-L=-444/2491, J-L=-295/1674, I-J=-146/878 WEBS C-L=-483/161, D-L=-61/797, D-J=-804/192, F-J=-68/941, F-I=-1189/205, G-Q=-1659/366 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Bearing at joint(s) Q considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) B=134, Q=226. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351094 25191 A2 Monopitch 181 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:56:46 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-pw3YEhAzwjV3nbjGeD81iqZ3M9WCUsvPp0zDZkz7KsF 6-5-0 12-0-8 17-8-0 23-6-0 26-3-0 6-5-0 5-7-8 5-7-8 5-10-0 2-9-0 G 4.12 12 2x4 Scale: 1/4"=1' F 4x4 4x6 O E D 3x4 C 9-4-2 8-4-12 1.5x4 B A 0-3-15 K J I P Q H 3x6 3x4 3x5 4x4 3x6 8-3-8 15-9-8 23-6-0 8-3-8 7-6-0 7-8-8 Plate Offsets (X,Y)-- [C:0-1-12,0-1-8], [D:0-3-0,Edge], [E:0-1-12,0-2-0], [F:0-2-0,0-0-8], [I:0-2-0,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.59 Vert(LL) -0.20 H-I >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.33 K-N >845 180 TCDL 13.0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.05 H n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 98 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-9-8 oc purlins, A-D: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. A-J: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt F-H, E-H WEBS 2x3 SPF No.2 *Except* F-H,E-H: 2x4 SPF No.2 REACTIONS. (lb/size) H=1355/0-5-8, A=1107/0-5-8 Max Horz A=256(LC 10) Max Uplift H=-225(LC 10), A=-74(LC 10) Max Grav H=1642(LC 21), A=1166(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-2692/234, B-C=-2418/183, C-E=-1281/64, F-H=-701/243 BOT CHORD A-K=-460/2520, I-K=-298/1678, H-I=-149/877 WEBS B-K=-500/167, C-K=-73/820, C-I=-809/199, E-I=-68/961, E-H=-1262/220 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A except (jt=lb) H=225. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351095 25191 A2A Monopitch 33 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:57:32 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-TnrxuQjq4rIXIfE6KuzpZXTwBiEqFfBAOA6fA3z7KrX 6-5-0 12-0-8 17-8-0 23-6-0 26-3-0 6-5-0 5-7-8 5-7-8 5-10-0 2-9-0 G 4.12 12 6x8 Scale: 1/4"=1' F 4x4 4x6 Q E D 3x4 C 9-4-2 4x6 9-4-2 8-4-12 1.5x4 B A L P 4x8 0-7-4 0-3-15 K J I R S H 3x6 3x4 3x4 4x4 4x4 8-3-8 15-9-8 23-6-0 8-3-8 7-6-0 7-8-8 Plate Offsets (X,Y)-- [C:0-1-12,0-1-8], [D:0-3-0,Edge], [E:0-1-12,0-2-0], [F:0-3-4,0-4-0], [H:0-1-8,0-1-8], [I:0-2-0,0-1-12], [L:0-2-12,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0.17 K-O >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.74 Vert(CT) -0.33 K-O >845 180 TCDL 13.0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.04 P n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 111 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-9-7 oc purlins, A-D: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. A-J: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt E-H, F-P WEBS 2x3 SPF No.2 *Except* F-H,E-H: 2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) A=1107/0-5-8, P=1346/0-3-8 Max Horz A=255(LC 10) Max Uplift A=-74(LC 10), P=-227(LC 10) Max Grav A=1165(LC 3), P=1633(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-2691/234, B-C=-2418/184, C-E=-1271/66, H-L=-127/1019, F-L=-127/1019 BOT CHORD A-K=-459/2518, I-K=-299/1675, H-I=-148/869 WEBS B-K=-497/167, C-K=-71/826, C-I=-818/200, E-I=-72/946, E-H=-1177/208, F-P=-1636/369 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Bearing at joint(s) P considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A except (jt=lb) P=227. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351096 25191 A3 Monopitch Supported Gable 16 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:57:33 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-xzOJ6lkSr9QOwppJubU26k04L6bl_E2JdqsDiVz7KrW 23-6-0 26-3-0 23-6-0 2-9-0 M 4.12 12 2x4 Scale = 1:50.2 L 2x4 K 2x4 2x4 4x6 J Y I H G F E 9-4-2 D 8-4-12 C B A 0-3-15 5x16 X W V U T S R Q P O N 4x4 23-6-0 23-6-0 Plate Offsets (X,Y)-- [A:0-3-8,Edge], [H:0-3-0,Edge], [L:0-2-0,0-0-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.67 Vert(LL) -0.02 A-X >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.63 Vert(CT) -0.05 A-X >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.17 Horz(CT) 0.11 N n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 120 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-6-4 oc purlins, A-H: 2x4 SPF 2100F 1.8E except end verticals. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-8-15 oc bracing. A-S: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt L-N WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. All bearings 23-6-0. (lb) - Max Horz A=257(LC 10) Max Uplift All uplift 100 lb or less at joint(s) P, Q, R, T, U, V, W except N=-172(LC 40), A=-2471(LC 47), O=-182(LC 20), X=-113(LC 38) Max Grav All reactions 250 lb or less at joint(s) O, Q, R, T, U, V except N=685(LC 21), N=463(LC 1), A=2637(LC 42), P=279(LC 30), X=603(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-7937/7555, B-C=-6058/5892, C-D=-5327/5187, D-E=-4711/4582, E-F=-4032/3919, F-G=-3357/3259, G-I=-2657/2574, I-J=-1982/1913, J-K=-1312/1223, K-L=-665/613, L-N=-674/274 BOT CHORD A-X=-7231/7232, W-X=-5527/5527, V-W=-4845/4845, U-V=-4287/4287, T-U=-3667/3667, R-T=-3047/3047, Q-R=-2427/2427, P-Q=-1807/1807, O-P=-1187/1187, N-O=-567/567 WEBS B-X=-426/177 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. June 14,2019 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351096 25191 A3 Monopitch Supported Gable 16 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:57:34 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-P9yhJ5l4cTYFYzOVSJ0HfyZF4Wx_jhITrUbmFyz7KrV NOTES- 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) P, Q, R, T, U, V, W except (jt=lb) N=172, A=2471, O=182, X=113. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-6-0 for 310.0 plf. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351097 25191 A3A GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:57:51 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-PRU6tvylchhr4aBmxNpGrXmAuMmTCEMzldD9LTz7KrE 23-6-0 26-3-0 23-6-0 2-9-0 O 4.12 12 2x4 AE Scale = 1:52.1 2x4 N 2x4 M 2x4 4x6 L K J I H G 9-4-2 F 8-4-12 AD E 8x12 D B A 2x4 3x5 1-6-0 1-6-0 0-0-4 C AA Z Y X W V U T S R Q P 5x7 5x6 6x8 4x4 3x5 2x4 2x4 23-6-0 23-6-0 Plate Offsets (X,Y)-- [A:0-2-4,0-1-8], [B:0-7-8,0-3-4], [J:0-3-0,Edge], [R:0-1-12,0-1-8], [Z:0-2-0,Edge], [AC:0-1-11,0-1-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.60 Vert(LL) 0.01 O n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.53 Vert(CT) -0.02 N-O n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.75 Horz(CT) -0.08 P n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 138 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-10-5 oc purlins, C-J: 2x4 SPF 2100F 1.8E, A-B: 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (5-11-13 max.): B-C, A-B. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 3-3-5 oc bracing. C-U: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt N-P WEBS 2x6 SPF No.2 *Except* N-P: 2x4 SPF No.2, B-Z: 2x4 SPF 2100F 1.8E OTHERS 2x4 SPF No.2 REACTIONS. All bearings 23-6-0. (lb) - Max Horz C=243(LC 38) Max Uplift All uplift 100 lb or less at joint(s) R, S, T, V, W, X, Y except P=-163(LC 40), C=-995(LC 47), Q=-182(LC 20), Z=-2519(LC 38), AA=-3521(LC 37) Max Grav All reactions 250 lb or less at joint(s) Q, R except P=679(LC 20), C=1111(LC 42), S=285(LC 70), T=264(LC 70), V=270(LC 70), W=268(LC 70), X=269(LC 70), Y=267(LC 70), Z=2539(LC 57), AA=3674(LC 58) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-3022/2892, B-D=-6791/6614, D-E=-6010/5853, E-F=-5392/5248, F-G=-4714/4585, G-H=-4034/3921, H-I=-3360/3261, I-K=-2659/2576, K-L=-1984/1915, L-M=-1314/1225, M-N=-649/613, N-P=-668/274, A-B=-969/971 BOT CHORD C-AA=-2697/2560, Z-AA=-1749/1707, Y-Z=-5529/5529, X-Y=-4909/4909, W-X=-4289/4289, V-W=-3669/3669, T-V=-3049/3049, S-T=-2429/2429, R-S=-1809/1809, Q-R=-1189/1189, P-Q=-569/569 WEBS B-AA=-3606/3535, B-Z=-5199/5247 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 2-0-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. June 14,2019 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351097 25191 A3A GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:57:52 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-td2V5FzNN?piikmyV5KVNlILem5hxhc6_Hyjtvz7KrD NOTES- 11) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 12) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) R, S, T, V, W, X, Y except (jt=lb) P=163, C=995, Q=182 , Z=2519, AA=3521. 14) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-6-0 for 310.0 plf. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351098 25191 A4 Monopitch Supported Gable 20 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:57:54 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-p0AFWx_dvc4Px1wLdVNzSAOgVamiPk9PSbRqyoz7KrB -1-10-8 23-6-0 26-3-0 1-10-8 23-6-0 2-9-0 4.12 12 2x4 NScale = 1:49.6 M 2x4 L 2x4 2x4 4x6 K J Z I H G F 9-4-2 E 8-4-12 D C B A 0-3-15 5x16 Y X W V U T S R Q P O 4x4 23-6-0 23-6-0 Plate Offsets (X,Y)-- [B:0-6-5,Edge], [B:1-8-6,0-1-0], [B:0-4-14,0-1-2], [I:0-3-0,Edge], [M:0-2-0,0-0-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL) 0.01 N n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.63 Vert(CT) -0.00 M-N n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.17 Horz(CT) 0.11 O n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 123 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-6-9 oc purlins, A-I: 2x4 SPF 2100F 1.8E except end verticals. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-9-0 oc bracing. B-T: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt M-O WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 WEDGE Left: 2x6 SPF No.2 REACTIONS. All bearings 23-6-0. (lb) - Max Horz B=281(LC 37) Max Uplift All uplift 100 lb or less at joint(s) Q, R, S, U, V, W, X, Y except O=-172(LC 40), B=-2535(LC 37), P=-182(LC 20) Max Grav All reactions 250 lb or less at joint(s) P, R, S, U, V, W, X except O=695(LC 21), B=2683(LC 58), Q=285(LC 30), Y=549(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-7934/7727, C-D=-6060/5895, D-E=-5327/5186, E-F=-4711/4582, F-G=-4032/3919, G-H=-3357/3259, H-J=-2657/2575, J-K=-1982/1912, K-L=-1312/1223, L-M=-665/613, M-O=-683/274 BOT CHORD B-Y=-7231/7232, X-Y=-5527/5527, W-X=-4845/4845, V-W=-4287/4287, U-V=-3667/3667, S-U=-3047/3047, R-S=-2427/2427, Q-R=-1807/1807, P-Q=-1187/1187, O-P=-567/567 WEBS C-Y=-377/160 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. June 14,2019 Continued on page 211) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351098 25191 A4 Monopitch Supported Gable 20 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:57:54 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-p0AFWx_dvc4Px1wLdVNzSAOgVamiPk9PSbRqyoz7KrB NOTES- 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) Q, R, S, U, V, W, X, Y except (jt=lb) O=172, B=2535, P=182. 13) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-6-0 for 310.0 plf. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351099 25191 A5 GABLE 4 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:57:56 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-mOH?xd0tRDK7BL4kkwPRYbT0KNR9tekivvww0gz7Kr9 23-4-0 26-1-0 23-4-0 2-9-0 M 4.12 12 2x4 Scale = 1:48.8 L 2x4 K 2x4 2x4 4x6 J Y HI G F E 9-4-2 D 8-4-12 C B 6x10 MT18HS A 0-4-10 3x4 3x4 X W V U T S R Q P O N 4x5 4x4 23-4-0 23-4-0 Plate Offsets (X,Y)-- [A:0-2-0,0-3-0], [H:0-2-11,Edge], [X:0-2-4,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.68 Vert(LL) 0.01 M n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.69 Vert(CT) -0.00 L-M n/r 120 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.17 Horz(CT) 0.09 N n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 123 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-6-7 oc purlins, A-H: 2x4 SPF 2100F 1.8E except end verticals. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 3-2-14 oc bracing. A-S: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt L-N WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 -H 4-6-13 REACTIONS. All bearings 23-4-0. (lb) - Max Horz A=257(LC 37) Max Uplift All uplift 100 lb or less at joint(s) P, Q, R, T, U, V except N=-168(LC 40), A=-2528(LC 47), O=-182(LC 20), X=-177(LC 38) Max Grav All reactions 250 lb or less at joint(s) O, Q, R, T, U, V, W except N=684(LC 21), A=2702(LC 42), P=284(LC 30), X=587(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-7909/7701, B-C=-6060/5896, C-D=-5328/5187, D-E=-4712/4583, E-F=-4033/3920, F-G=-3358/3260, G-I=-2661/2578, I-J=-1981/1911, J-K=-1313/1224, K-L=-665/613, L-N=-673/274 BOT CHORD A-X=-7181/7181, W-X=-5528/5528, V-W=-4907/4908, U-V=-4288/4288, T-U=-3668/3668, R-T=-3048/3048, Q-R=-2428/2428, P-Q=-1808/1808, O-P=-1188/1188, N-O=-568/568 WEBS B-X=-394/230 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 2-0-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. June 14,2019 Continued on page 212) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351099 25191 A5 GABLE 4 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:57:56 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-mOH?xd0tRDK7BL4kkwPRYbT0KNR9tekivvww0gz7Kr9 NOTES- 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) P, Q, R, T, U, V except (jt=lb) N=168, A=2528, O=182, X=177. 14) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-4-0 for 310.0 plf. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351100 25191 A6 Monopitch 49 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:57:57 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-EarO8z1WCXS_oVfwIewg4o0EEnjycxUr8ZgUZ6z7Kr8 6-3-0 11-10-8 17-7-1 23-4-0 26-1-0 6-3-0 5-7-8 5-8-10 5-8-15 2-9-0 G 4.12 12 2x4 Scale: 1/4"=1' F 4x4 4x6 O E D 3x4 C 9-4-2 8-4-12 1.5x4 B A 0-4-10 K J I P Q H 3x5 3x4 3x4 4x4 4x4 8-1-8 16-3-0 23-4-0 8-1-8 8-1-8 7-1-0 Plate Offsets (X,Y)-- [A:0-2-8,0-0-5], [D:0-3-0,Edge], [E:0-1-8,0-2-0], [F:0-2-0,0-0-8], [H:0-1-12,0-2-0], [I:0-1-8,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.48 Vert(LL) -0.15 K-N >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.91 Vert(CT) -0.29 K-N >951 180 TCDL 13.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.06 H n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 98 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc purlins, A-D: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 8-8-9 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt F-H, E-H F-H,E-H: 2x4 SPF No.2 REACTIONS. (lb/size) H=1347/0-5-8, A=1099/0-3-8 Max Horz A=254(LC 10) Max Uplift H=-224(LC 10), A=-73(LC 10) Max Grav H=1632(LC 21), A=1155(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-2623/225, B-C=-2359/176, C-E=-1178/53, F-H=-695/241 BOT CHORD A-K=-451/2448, I-K=-299/1641, H-I=-143/864 WEBS B-K=-475/165, C-K=-62/795, C-I=-833/202, E-I=-58/918, E-H=-1262/213 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A except (jt=lb) H=224. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351101 25191 A6A Monopitch 20 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:57:58 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-inPmLJ18yrarQfD6sLRvd0YNdB38LOg?MDP15Zz7Kr7 6-3-0 11-10-8 17-7-2 23-4-0 26-1-0 6-3-0 5-7-8 5-8-10 5-8-14 2-9-0 G 4.12 12 6x8 Scale: 1/4"=1' F 4x4 Q 4x6 E D 3x4 C 9-4-2 4x6 9-4-2 8-4-12 1.5x4 B A L P 4x8 0-7-4 0-4-10 K J I R S H 3x5 3x4 3x5 4x4 4x4 8-1-8 16-3-0 23-4-0 8-1-8 8-1-8 7-1-0 Plate Offsets (X,Y)-- [A:0-2-8,0-0-5], [D:0-3-0,Edge], [E:0-1-12,0-2-0], [F:0-3-4,0-4-0], [H:0-1-8,0-1-12], [I:0-1-12,0-1-12], [L:0-2-12,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0.15 K-O >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.91 Vert(CT) -0.29 K-O >951 180 TCDL 13.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.05 P n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 112 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc purlins, A-D: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt E-H, F-P F-H,E-H: 2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) A=1099/0-3-8, P=1338/0-3-8 Max Horz A=254(LC 10) Max Uplift A=-73(LC 10), P=-227(LC 10) Max Grav A=1154(LC 3), P=1623(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-2622/226, B-C=-2358/176, C-E=-1170/46, H-L=-127/1014, F-L=-127/1014 BOT CHORD A-K=-451/2447, I-K=-299/1638, H-I=-142/859 WEBS B-K=-474/165, C-K=-61/800, C-I=-837/206, E-I=-63/901, E-H=-1185/200, F-P=-1625/369 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Bearing at joint(s) P considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A except (jt=lb) P=227. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351102 25191 A7 Monopitch 4 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:57:59 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-Azz8Ze2mj8ii2poIP3y89D5Z8bOC4u68bt9bd?z7Kr6 -1-10-8 6-5-0 12-0-8 17-8-0 23-6-0 28-2-8 1-10-8 6-5-0 5-7-8 5-7-8 5-10-0 4-8-8 H 4.12 12 Scale = 1:52.3 0-6-5 6x8 G 4x4 4x6 Q F E 3x4 D 10-0-3 10-0-3 4x6 9-5-13 1.5x4 C 4x8 B A M 0-3-15 L K J R S I 3x4 3x4 4x4 4x5 3x6 8-3-8 15-9-8 23-6-0 28-1-0 8-3-8 7-6-0 7-8-8 4-7-0 Plate Offsets (X,Y)-- [B:0-0-8,0-0-0], [D:0-1-12,0-1-8], [E:0-3-0,Edge], [F:0-1-12,0-2-0], [G:0-3-4,0-4-0], [I:Edge,0-2-0], [J:0-2-0,0-1-12], [M:0-3-0,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.52 Vert(LL) -0.17 L-P >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.92 Vert(CT) -0.33 L-P >829 180 TCDL 13.0 Rep Stress Incr YES WB 0.64 Horz(CT) -0.06 H n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 116 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-0-7 oc purlins, A-E: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt F-I G-I,F-I: 2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) H=132/Mechanical, B=1232/0-5-8, M=1376/0-3-8 Max Horz B=304(LC 10) Max Uplift H=-46(LC 10), B=-122(LC 10), M=-245(LC 14) Max Grav H=212(LC 21), B=1255(LC 3), M=1647(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-2553/179, C-D=-2283/131, D-F=-1164/24, I-M=-132/1024, G-M=-730/164 BOT CHORD B-L=-432/2385, J-L=-282/1564, I-J=-134/772 WEBS C-L=-486/162, D-L=-62/801, D-J=-799/191, F-J=-67/935, F-I=-1182/216 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Bearing at joint(s) M considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) H except (jt=lb) B=122, M=245. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351103 25191 A8 Monopitch 5 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:00 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-e9XWm_3OUSqZfyNVzmTNiRejh_k?pLPIqXu89Rz7Kr5 -1-10-8 6-5-0 12-0-8 17-8-0 23-6-0 28-2-8 1-10-8 6-5-0 5-7-8 5-7-8 5-10-0 4-8-8 H 4.12 12 Scale = 1:52.3 0-6-5 2x4 G 4x4 4x6 P F E 3x4 D 10-0-3 10-0-3 9-5-13 1.5x4 C B A 0-3-15 L K J Q R I 3x4 3x5 4x4 3x6 3x6 8-3-8 15-9-8 23-6-0 28-1-0 8-3-8 7-6-0 7-8-8 4-7-0 Plate Offsets (X,Y)-- [B:0-0-8,0-0-0], [E:0-3-0,Edge], [F:0-1-12,0-2-0], [J:0-2-0,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.20 I-J >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.95 Vert(CT) -0.34 L-O >817 180 TCDL 13.0 Rep Stress Incr YES WB 0.63 Horz(CT) 0.06 I n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 104 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc purlins, A-E: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt G-I, F-I G-I,F-I: 2x4 SPF No.2 REACTIONS. (lb/size) H=122/Mechanical, I=1369/0-5-8, B=1257/0-5-8 Max Horz B=304(LC 10) Max Uplift H=-43(LC 10), I=-240(LC 14), B=-126(LC 10) Max Grav H=196(LC 21), I=1643(LC 21), B=1285(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-2642/195, C-D=-2371/146, D-F=-1263/38, G-I=-722/162 BOT CHORD B-L=-447/2469, J-L=-296/1653, I-J=-149/861 WEBS C-L=-487/162, D-L=-63/792, D-J=-795/191, F-J=-62/955, F-I=-1238/220 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) H except (jt=lb) I=240, B=126. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351104 25191 A9 Monopitch Supported Gable 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:03 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-2kCfP05GnNC8WQ64eu15K3FCDCrp0ppkWU7ommz7Kr2 -1-10-8 23-6-0 28-2-8 1-10-8 23-6-0 4-8-8 N 4.12 12 Scale = 1:54.3 0-6-5 2x4 2x4 M 2x4 L 2x4 4x6 K J I H G 10-0-3 F 10-0-3 9-5-14 E D C B A 0-3-15 5x16 Y X W V U T S R Q P O 4x4 23-6-0 28-1-0 23-6-0 4-7-0 Plate Offsets (X,Y)-- [B:0-3-8,Edge], [I:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL) -0.02 B-Y >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.63 Vert(CT) -0.04 B-Y >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.14 Horz(CT) -0.13 N n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 126 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-6-8 oc purlins, A-I: 2x4 SPF 2100F 1.8E except end verticals. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-9-0 oc bracing. B-T: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt M-O WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. All bearings 23-6-0 except (jt=length) N=Mechanical. (lb) - Max Horz B=304(LC 37) Max Uplift All uplift 100 lb or less at joint(s) N, P, Q, R, S, U, V, W, X, Y except O=-135(LC 46), B=-2527(LC 37) Max Grav All reactions 250 lb or less at joint(s) N, P, R, S, U, V, W, X except O=545(LC 21), O=359(LC 1), B=2683(LC 58), Q=255(LC 30), Y=549(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-7960/7739, C-D=-6087/5907, D-E=-5353/5198, E-F=-4738/4594, F-G=-4059/3930, G-H=-3384/3271, H-J=-2683/2586, J-K=-2008/1924, K-L=-1322/1215, L-M=-654/576, M-O=-531/136 BOT CHORD B-Y=-7231/7232, X-Y=-5527/5527, W-X=-4845/4845, V-W=-4287/4287, U-V=-3667/3667, S-U=-3047/3047, R-S=-2427/2427, Q-R=-1807/1807, P-Q=-1187/1187, O-P=-566/567 WEBS C-Y=-377/160 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. June 14,2019 Continued on page 211) Refer to girder(s) for truss to truss connections. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351104 25191 A9 Monopitch Supported Gable 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:03 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-2kCfP05GnNC8WQ64eu15K3FCDCrp0ppkWU7ommz7Kr2 NOTES- 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) N, P, Q, R, S, U, V, W, X, Y except (jt=lb) O=135, B=2527. 13) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-6-0 for 310.0 plf. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351105 25191 A10 Monopitch 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:56:26 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-O4r_2rwQda_vOWBQT1nLuckfM5eooqBSDv7Asuz7KsZ -1-10-8 6-5-0 12-0-8 17-8-0 23-6-0 25-2-12 1-10-8 6-5-0 5-7-8 5-7-8 5-10-0 1-8-12 4.12 12 Scale = 1:47.4H G 2x4 4x4 4x6 F E 3x4 D 8-11-14 8-4-12 1.5x4 C B A 0-3-15 L K J P Q I 3x4 3x5 4x4 3x5 3x6 8-3-8 15-9-8 23-6-0 8-3-8 7-6-0 7-8-8 Plate Offsets (X,Y)-- [B:0-0-8,0-0-0], [E:0-3-0,Edge], [F:0-1-12,0-2-0], [J:0-2-0,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.20 I-J >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.97 Vert(CT) -0.35 L-O >809 180 TCDL 13.0 Rep Stress Incr YES WB 0.63 Horz(CT) 0.06 I n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 99 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-11-0 oc purlins, A-E: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt G-I, F-I G-I,F-I: 2x4 SPF No.2 REACTIONS. (lb/size) I=1264/0-5-8, B=1264/0-5-8 Max Horz B=272(LC 10) Max Uplift I=-202(LC 14), B=-139(LC 10) Max Grav I=1549(LC 21), B=1308(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-2711/236, C-D=-2440/188, D-F=-1333/80, G-I=-538/171 BOT CHORD B-L=-451/2535, J-L=-300/1716, I-J=-155/931 WEBS C-L=-488/162, D-L=-63/794, D-J=-790/189, F-J=-61/951, F-I=-1337/228 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) I=202, B=139. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351106 25191 A11 Monopitch 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:56:27 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-sGPMFBx3Ot6l?gmd0kJaRqHp2V__XE?cRZtjOKz7KsY -1-10-8 6-5-0 12-0-8 17-9-1 23-3-10 23-6-0 1-10-8 6-5-0 5-7-8 5-8-10 5-6-9 0-2-6 4.12 12 3x4 Scale = 1:47.2 G 4x4 3x5 F E O 3x4 D 8-3-15 8-1-1 1.5x4 C B A 0-3-15 K J I P Q H 4x5 3x4 3x5 3x4 3x5 8-3-8 16-6-4 23-6-0 8-3-8 8-2-12 6-11-12 Plate Offsets (X,Y)-- [D:0-1-12,0-1-8], [F:0-1-12,0-2-0], [I:0-1-4,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.60 Vert(LL) -0.17 K-N >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.97 Vert(CT) -0.33 K-N >840 180 TCDL 13.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.07 H n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 92 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-9 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. G-H,F-H: 2x4 SPF No.2 WEBS 1 Row at midpt G-H, F-H REACTIONS. (lb/size) H=1115/0-5-8, B=1269/0-5-8 Max Horz B=259(LC 10) Max Uplift H=-164(LC 14), B=-145(LC 10) Max Grav H=1383(LC 3), B=1325(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-2768/255, C-D=-2500/207, D-F=-1285/82, G-H=-261/63 BOT CHORD B-K=-453/2588, I-K=-308/1761, H-I=-153/970 WEBS C-K=-481/162, D-K=-55/816, D-I=-847/197, F-I=-52/925, F-H=-1423/226 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) H=164, B=145. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351107 25191 A12 Monopitch 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:56:28 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-KTzkSXyh9BEcdqLpaSqpz1quhvNfGgOlgDcGwnz7KsX -1-10-8 7-7-4 14-5-0 21-2-12 23-6-0 1-10-8 7-7-4 6-9-12 6-9-12 2-3-4 5x7 1.5x4 Scale = 1:45.3 4.12 12 F G 4x4 E 3x7 D 1.5x4 7-5-13 C O B A 0-3-15 K J I P Q 4x5 H 4x4 3x5 4x6 4x5 8-3-8 15-9-8 23-6-0 8-3-8 7-6-0 7-8-8 Plate Offsets (X,Y)-- [E:0-1-4,0-2-0], [F:0-3-0,0-1-12], [H:0-2-4,0-2-0], [I:0-2-0,0-1-8], [K:0-1-8,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.99 Vert(LL) -0.25 H-I >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.81 Vert(CT) -0.41 K-N >684 180 TCDL 13.0 Rep Stress Incr YES WB 0.84 Horz(CT) 0.05 H n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 93 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals, and BOT CHORD 2x4 SPF No.2 *Except* 2-0-0 oc purlins (6-0-0 max.): F-G. B-J: 2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt F-H G-H,F-H: 2x4 SPF No.2 REACTIONS. (lb/size) H=1115/0-5-8, B=1269/0-5-8 Max Horz B=234(LC 10) Max Uplift H=-155(LC 10), B=-153(LC 10) Max Grav H=1445(LC 32), B=1544(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-3306/259, C-E=-3148/289, E-F=-1657/164 BOT CHORD B-K=-422/3055, I-K=-245/1779, H-I=-63/406 WEBS C-K=-723/180, E-K=-167/1395, E-I=-1268/247, F-I=-193/1743, F-H=-1425/231 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) H=155, B=153. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351108 25191 A13 Monopitch 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:56:30 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-Hr5VtDzxhoUKs7VCissH3SvLLj?kkeC27W5N?fz7KsV -1-10-8 6-5-0 12-0-8 17-8-0 23-6-0 25-0-8 1-10-8 6-5-0 5-7-8 5-7-8 5-10-0 1-6-8 4.12 12 HScale = 1:47.3 G 2x4 4x4 4x6 F E 3x4 D 8-11-2 8-4-12 1.5x4 C B A 0-3-15 L K J P Q I 3x4 3x5 4x4 3x5 3x6 8-3-8 15-9-8 23-6-0 8-3-8 7-6-0 7-8-8 Plate Offsets (X,Y)-- [B:0-0-8,0-0-0], [E:0-3-0,Edge], [F:0-1-12,0-2-0], [J:0-2-0,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.20 I-J >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.97 Vert(CT) -0.35 L-O >809 180 TCDL 13.0 Rep Stress Incr YES WB 0.63 Horz(CT) 0.06 I n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 98 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-11-0 oc purlins, A-E: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt G-I, F-I G-I,F-I: 2x4 SPF No.2 REACTIONS. (lb/size) I=1248/0-5-8, B=1265/0-5-8 Max Horz B=271(LC 10) Max Uplift I=-198(LC 14), B=-140(LC 10) Max Grav I=1525(LC 21), B=1309(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-2714/239, C-D=-2443/191, D-F=-1337/83, G-I=-509/159 BOT CHORD B-L=-452/2538, J-L=-301/1719, I-J=-156/936 WEBS C-L=-489/162, D-L=-63/794, D-J=-789/189, F-J=-61/951, F-I=-1342/229 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) I=198, B=140. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351109 25191 A14 Half Hip 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:56:30 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-Hr5VtDzxhoUKs7VCissH3SvF7j0fkdf27W5N?fz7KsV -1-10-8 8-2-8 15-9-3 23-0-8 23-6-0 1-10-8 8-2-8 7-6-12 7-3-5 0-5-8 4x4 Scale = 1:47.1 4.12 12 F 3x4 3x4 E D 3x4 8-2-14 8-1-1 C B A 0-3-15 I N J H G 4x5 3x6 1.5x4 3x4 4x4 8-2-8 15-9-3 23-6-0 8-2-8 7-6-12 7-8-13 Plate Offsets (X,Y)-- [B:0-3-0,Edge], [E:0-1-12,0-1-8], [G:0-1-12,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.93 Vert(LL) -0.20 J-M >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.91 Vert(CT) -0.38 J-M >747 180 TCDL 13.0 Rep Stress Incr YES WB 0.66 Horz(CT) 0.07 G n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 92 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF 2100F 1.8E *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. A-D: 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 9-1-10 oc bracing. BOT CHORD 2x4 SPF 2100F 1.8E *Except* WEBS 1 Row at midpt F-G, C-H, E-G G-I: 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* C-J,E-H: 2x3 SPF No.2 REACTIONS. (lb/size) G=1115/0-5-8, B=1269/0-5-8 Max Horz B=259(LC 10) Max Uplift G=-164(LC 14), B=-145(LC 10) Max Grav G=1369(LC 3), B=1327(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-2661/221, C-E=-1495/98, F-G=-365/86 BOT CHORD B-J=-409/2454, H-J=-409/2454, G-H=-210/1346 WEBS C-J=0/335, C-H=-1210/214, E-H=0/766, E-G=-1627/255 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) G=164, B=145. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351110 25191 A15 Half Hip 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:56:32 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-DEDFIv?BDQk26RfapHul8t_awWj4CUULbqaU3Yz7KsT -1-10-8 7-6-8 14-3-8 21-0-8 23-6-0 1-10-8 7-6-8 6-9-0 6-9-0 2-5-8 5x7 1.5x4 Scale = 1:45.1 4.12 12 F G 4x4 E 3x7 D 1.5x4 7-5-1 C O B A 0-3-15 K J I P Q 4x5 H 4x4 3x5 4x6 3x5 8-3-8 15-9-8 23-6-0 8-3-8 7-6-0 7-8-8 Plate Offsets (X,Y)-- [E:0-1-4,0-2-0], [F:0-3-4,0-1-12], [I:0-2-0,0-1-8], [K:0-1-8,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.98 Vert(LL) -0.28 H-I >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.85 Vert(CT) -0.41 K-N >686 180 TCDL 13.0 Rep Stress Incr YES WB 0.83 Horz(CT) 0.05 H n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 90 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals, and BOT CHORD 2x4 SPF No.2 *Except* 2-0-0 oc purlins (6-0-0 max.): F-G. B-J: 2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt F-H F-H: 2x4 SPF No.2 REACTIONS. (lb/size) H=1117/0-5-8, B=1271/0-5-8 Max Horz B=232(LC 10) Max Uplift H=-155(LC 10), B=-154(LC 10) Max Grav H=1437(LC 32), B=1550(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-3326/263, C-E=-3150/288, E-F=-1656/163 BOT CHORD B-K=-424/3074, I-K=-248/1806, H-I=-69/443 WEBS C-K=-719/178, E-K=-161/1369, E-I=-1258/244, F-I=-184/1721, F-H=-1415/226 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) H=155, B=154. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351111 25191 A16 Half Hip 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:56:33 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-hQmdWE0p_jsvjbEnN?Q_g5Xnzw3ixw7UqUK1c_z7KsS -1-10-8 6-10-8 12-8-0 19-0-8 23-6-0 1-10-8 6-10-8 5-9-8 6-4-8 4-5-8 5x6 Scale = 1:42.5 1.5x4 4.12 12 F G P 3x5 3x4 E D 1.5x4 6-8-13 C O B A 0-3-15 K J I Q R 3x7 H 3x5 3x5 4x5 3x5 8-3-8 15-11-11 23-6-0 8-3-8 7-8-3 7-6-5 Plate Offsets (X,Y)-- [B:0-0-12,0-0-0], [E:0-2-4,0-1-8], [F:0-2-8,0-1-12], [I:0-1-12,0-1-8], [K:0-1-12,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.89 Vert(LL) -0.23 H-I >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.89 Vert(CT) -0.38 K-N >741 180 TCDL 13.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.06 H n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 88 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-9 oc purlins, BOT CHORD 2x4 SPF No.2 *Except* except end verticals, and 2-0-0 oc purlins (6-0-0 max.): F-G. B-J: 2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt F-H F-H: 2x4 SPF No.2 REACTIONS. (lb/size) H=1117/0-5-8, B=1271/0-5-8 Max Horz B=212(LC 10) Max Uplift H=-149(LC 10), B=-160(LC 10) Max Grav H=1334(LC 32), B=1594(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-3433/291, C-E=-3076/270, E-F=-1519/142 BOT CHORD B-K=-432/3172, I-K=-288/2057, H-I=-114/775 WEBS C-K=-673/156, E-K=-84/1077, E-I=-1231/218, F-I=-100/1344, F-H=-1385/206 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) H=149, B=160. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351112 25191 A17 Monopitch 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:56:35 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-dpuOxw14VL7dzuN9UQSSmWcC2kjrPuSnHop8gtz7KsQ -1-10-8 6-5-0 12-0-8 17-8-0 23-6-0 24-7-8 1-10-8 6-5-0 5-7-8 5-7-8 5-10-0 1-1-8 4.12 12 2x4 HScale = 1:47.2 G 4x4 4x6 F E P 3x4 D 8-9-6 8-4-12 1.5x4 C B A 0-3-15 L K J Q R I 4x5 3x4 3x5 4x4 3x5 8-3-8 15-9-8 23-6-0 8-3-8 7-6-0 7-8-8 Plate Offsets (X,Y)-- [E:0-3-0,Edge], [F:0-1-12,0-2-0], [J:0-2-0,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.20 I-J >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.97 Vert(CT) -0.35 L-O >807 180 TCDL 13.0 Rep Stress Incr YES WB 0.63 Horz(CT) 0.07 I n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 98 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-10-14 oc purlins, A-E: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt G-I, F-I G-I,F-I: 2x4 SPF No.2 REACTIONS. (lb/size) I=1214/0-5-8, B=1267/0-5-8 Max Horz B=267(LC 10) Max Uplift I=-189(LC 14), B=-141(LC 10) Max Grav I=1489(LC 3), B=1315(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-2732/245, C-D=-2460/197, D-F=-1354/89, G-I=-446/133 BOT CHORD B-L=-454/2555, J-L=-302/1736, I-J=-158/953 WEBS C-L=-489/162, D-L=-63/794, D-J=-788/189, F-J=-60/950, F-I=-1366/232 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) I=189, B=141. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351113 25191 A18 Half Hip Supported 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:56:38 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-2OaWZy4yoGVCqM6kAY?9N8Ei9xsIcEiDzm1oHBz7KsN 4-4-2 10-2-8 16-0-14 21-11-4 23-6-0 4-4-2 5-10-6 5-10-6 5-10-6 1-6-12 5x6 3x4 Scale = 1:46.9 K L J 4.12 12 I H G F 0.25 12 E 7-10-5 D 6x10 MT18HS 6x10 MT18HS C Z A B 1-9-141-8-12 Y X W V U T S R Q P O N M 4x10 MT18HS 5x16 4x7 3x5 5x7 4-4-2 13-9-13 23-6-0 4-4-2 9-5-11 9-8-3 Plate Offsets (X,Y)-- [A:0-3-4,0-2-8], [B:0-4-8,Edge], [K:0-3-0,0-2-4], [M:Edge,0-3-0], [N:0-3-0,0-1-8], [R:0-3-8,0-1-4], [R:0-0-0,0-1-12], [S:0-1-12,0-0-0], [X:0-5-0,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.61 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.47 Vert(CT) n/a - n/a 999 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.66 Horz(CT) -0.07 N n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 125 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF 2100F 1.8E *Except* TOP CHORD Structural wood sheathing directly applied or 2-9-9 oc purlins, K-L: 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): K-L. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 3-2-5 oc bracing. R-Y: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt L-M, A-X, K-M, K-N WEBS 2x4 SPF No.2 *Except* A-X: 2x4 SPF 2100F 1.8E OTHERS 2x4 SPF No.2 REACTIONS. All bearings 23-6-0. (lb) - Max Horz Y=235(LC 43) Max Uplift All uplift 100 lb or less at joint(s) O, P, Q, S, T, U, V, W except Y=-2490(LC 37), M=-1811(LC 40), X=-656(LC 46), N=-1669(LC 37) Max Grav All reactions 250 lb or less at joint(s) W except Y=2628(LC 44), M=1795(LC 57), X=830(LC 29), N=1766(LC 56), O=293(LC 74), P=265(LC 74), Q=269(LC 74), S=269(LC 74), T=270(LC 74), U=265(LC 74), V=285(LC 74) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-Y=-2570/2487, A-B=-6795/6656, B-C=-6076/5949, C-D=-5590/5475, D-E=-4912/4812, E-F=-4233/4148, F-G=-3554/3484, G-H=-2875/2820, H-I=-2198/2158, I-J=-1525/1486, J-K=-885/850, K-L=-510/495 BOT CHORD X-Y=-1481/1408, W-X=-5658/5649, V-W=-5102/5155, U-V=-4544/4535, T-U=-3924/3915, S-T=-3304/3295, Q-S=-2684/2675, P-Q=-2064/2055, O-P=-1444/1435, N-O=-824/815, M-N=-417/408 WEBS A-X=-7161/7257, B-X=-1869/1804, K-M=-1851/1858, K-N=-1704/1670, J-O=-253/125 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 2-0-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide June 14,2019 Continued on page 2will fit between the bottom chord and any other members, with BCDL = 10.0psf. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351113 25191 A18 Half Hip Supported 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:56:38 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-2OaWZy4yoGVCqM6kAY?9N8Ei9xsIcEiDzm1oHBz7KsN NOTES- 12) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) O, P, Q, S, T, U, V, W except (jt=lb) Y=2490, M=1811, X=656, N=1669. 14) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-6-0 for 310.0 plf. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351114 25191 A19 Monopitch Structural Gable 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:56:41 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-SzFfBz6r5BtmhprJrgZs?nsDe8nRpcvffkGSuWz7KsK -1-10-8 6-5-0 12-0-8 17-8-0 23-6-0 26-3-0 1-10-8 6-5-0 5-7-8 5-7-8 5-10-0 2-9-0 H 4.12 12 Scale = 1:48.6 G 8x10 4x6 F E 3x4 D 9-4-2 1.5x4 8-4-12 1.5x4 C B A 0-3-15 L K J W X I 3x4 3x5 4x4 3x6 3x6 8-3-8 15-9-8 23-6-0 8-3-8 7-6-0 7-8-8 Plate Offsets (X,Y)-- [B:0-0-8,0-0-0], [E:0-3-0,Edge], [F:0-0-6,0-1-3], [F:0-1-8,0-0-0], [F:0-5-0,0-2-12], [G:0-2-0,0-0-8], [J:0-2-0,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.20 I-J >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.96 Vert(CT) -0.34 L-V >816 180 TCDL 13.0 Rep Stress Incr YES WB 0.63 Horz(CT) 0.06 I n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 119 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-11-7 oc purlins, A-E: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt G-I, F-I G-I,F-I,F-N: 2x4 SPF No.2, F-M,N-O: 2x6 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. (lb/size) I=1349/0-5-8, B=1256/0-5-8 Max Horz B=281(LC 10) Max Uplift I=-223(LC 14), B=-134(LC 10) Max Grav I=1666(LC 21), B=1294(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-2667/219, C-D=-2396/171, D-F=-1290/56, G-I=-706/244 BOT CHORD B-L=-444/2494, J-L=-293/1675, I-J=-147/892 WEBS C-L=-488/162, D-L=-63/794, D-J=-790/192, F-J=-64/951, F-I=-1284/217 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) I=223, B=134. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351115 25191 A20 Monopitch Supported Gable 3 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:56:49 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-DVkgtjCsCetee2SrJMikKTBZSNaShKErV_CtA3z7KsC 23-6-0 23-6-0 L 4.12 12 Scale = 1:43.9 K 3x4 J I H X G F E 8-4-12 D C B A 0-3-15 4x12 MT18HS W V U T S R Q P O N M 4x4 23-6-0 23-6-0 Plate Offsets (X,Y)-- [A:0-0-2,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.67 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.63 Vert(CT) n/a - n/a 999 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.22 Horz(CT) 0.11 M n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 109 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-6-6 oc purlins, A-H: 2x4 SPF 2100F 1.8E except end verticals. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-8-15 oc bracing. A-R: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt L-M WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 23-6-0. (lb) - Max Horz A=235(LC 10) Max Uplift All uplift 100 lb or less at joint(s) M, N, O, P, Q, S, T, U, V except A=-2475(LC 46), W=-113(LC 37) Max Grav All reactions 250 lb or less at joint(s) M, Q, S, T, U except A=2630(LC 41), N=298(LC 29), O=262(LC 20), P=262(LC 20), W=603(LC 26) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-7910/7549, B-C=-6032/5885, C-D=-5301/5181, D-E=-4685/4576, E-F=-4007/3913, F-G=-3328/3249, G-I=-2649/2586, I-J=-1970/1922, J-K=-1290/1257, K-L=-621/601 BOT CHORD A-W=-7233/7232, V-W=-5528/5528, U-V=-4846/4846, T-U=-4288/4288, S-T=-3668/3668, Q-S=-3048/3048, P-Q=-2428/2428, O-P=-1808/1808, N-O=-1188/1188, M-N=-568/568 WEBS B-W=-426/177 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) All plates are MT20 plates unless otherwise indicated. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 11) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) M, N, O, P, Q, S, T, U, V except (jt=lb) A=2475, W=113. 13) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist June 14,2019 drag loads along bottom chord from 0-0-0 to 23-6-0 for 310.0 plf. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351116 25191 A21 GABLE 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:56:54 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-aTYZwQG_1AWwlpKp6vIv1WvQHOIiMaTafFverGz7Ks7 23-4-0 23-4-0 L 4.12 12 Scale = 1:43.9 K 3x4 J I H X G F E 8-4-12 D C B A 0-4-10 5x14 MT18HS W V U T S R Q P O N M 4x4 23-4-0 23-4-0 Plate Offsets (X,Y)-- [A:0-1-1,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.66 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.62 Vert(CT) n/a - n/a 999 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.22 Horz(CT) 0.11 M n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 109 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-6-7 oc purlins, A-H: 2x4 SPF 2100F 1.8E except end verticals. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-9-3 oc bracing. A-R: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt L-M WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 23-4-0. (lb) - Max Horz A=235(LC 36) Max Uplift All uplift 100 lb or less at joint(s) M, N, O, P, Q, S, T, U, V except A=-2534(LC 46), W=-173(LC 37) Max Grav All reactions 250 lb or less at joint(s) M, Q, S, T, U, V except A=2690(LC 41), N=297(LC 29), O=262(LC 20), P=262(LC 20), W=626(LC 26) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-7883/7525, B-C=-6033/5887, C-D=-5301/5180, D-E=-4685/4576, E-F=-4007/3913, F-G=-3328/3249, G-I=-2649/2586, I-J=-1970/1922, J-K=-1290/1257, K-L=-621/601 BOT CHORD A-W=-7181/7181, V-W=-5528/5528, U-V=-4846/4846, T-U=-4288/4288, S-T=-3668/3668, Q-S=-3048/3048, P-Q=-2428/2428, O-P=-1808/1808, N-O=-1188/1188, M-N=-568/568 WEBS B-W=-414/234 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) All plates are MT20 plates unless otherwise indicated. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 11) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) M, N, O, P, Q, S, T, U, V except (jt=lb) A=2534, W=173. 13) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) A. June 14,2019 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351116 25191 A21 GABLE 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:56:55 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-2f6x7mHdoUenMzv?fcp8ZkRb0ndx51jjtvfCNiz7Ks6 NOTES- 14) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-4-0 for 310.0 plf. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351117 25191 A22 MONOPITCH 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:56:58 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-SEn4loJV5P0MDReaLlMrBM36P?auIFqAZtts_1z7Ks3 6-3-0 11-10-8 17-7-1 23-4-0 6-3-0 5-7-8 5-8-10 5-8-15 4.12 12 Scale = 1:46.8 F 3x4 4x4 3x6 E D N 3x4 C 8-4-12 1.5x4 B A 0-4-10 J I H O P G 3x4 3x4 4x4 3x5 4x4 8-1-8 16-3-0 23-4-0 8-1-8 8-1-8 7-1-0 Plate Offsets (X,Y)-- [A:0-1-0,Edge], [E:0-1-4,0-2-0], [H:0-2-0,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.59 Vert(LL) -0.16 J-M >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.93 Vert(CT) -0.30 J-M >938 180 TCDL 13.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.07 G n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 89 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-3 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. F-G,E-G: 2x4 SPF No.2 WEBS 1 Row at midpt F-G, E-G REACTIONS. (lb/size) G=1113/0-5-8, A=1113/0-3-8 Max Horz A=232(LC 10) Max Uplift G=-165(LC 10), A=-84(LC 10) Max Grav G=1362(LC 3), A=1188(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-2718/263, B-C=-2455/213, C-E=-1275/84, F-G=-260/64 BOT CHORD A-J=-462/2538, H-J=-310/1734, G-H=-155/958 WEBS B-J=-473/165, C-J=-61/793, C-H=-835/198, E-H=-54/921, E-G=-1399/228 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A except (jt=lb) G=165. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351118 25191 A23 Half Hip 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:57:02 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-L?1bb9M08dWoi2xLabRnMCEkcc0kE2nlUVr47oz7Ks? -1-10-8 7-11-13 15-2-2 22-4-8 23-6-0 1-10-8 7-11-13 7-2-6 7-2-6 1-1-8 Scale = 1:50.8 6x10 MT18HS 1.5x4 4.12 12 F G 3x5 3x4 E D 3x4 7-10-9 C O B A 0-3-15 J P K I H 4x5 4x6 1.5x4 3x4 4x8 7-11-13 15-2-2 23-6-0 7-11-13 7-2-6 8-3-13 Plate Offsets (X,Y)-- [B:0-2-8,Edge], [E:0-2-4,0-1-8], [F:0-5-6,Edge], [I:0-1-12,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.89 Vert(LL) -0.20 K-N >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.61 Vert(CT) -0.37 K-N >763 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.84 Horz(CT) 0.07 H n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 94 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals, and D-F: 2x4 SPF 2100F 1.8E 2-0-0 oc purlins (6-0-0 max.): F-G. BOT CHORD 2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt C-I, E-H C-I,E-H: 2x4 SPF No.2 REACTIONS. (lb/size) H=1117/0-5-8, B=1271/0-5-8 Max Horz B=245(LC 10) Max Uplift H=-159(LC 10), B=-150(LC 10) Max Grav H=1464(LC 30), B=1518(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-3230/241, C-E=-1894/119 BOT CHORD B-K=-415/2981, I-K=-415/2981, H-I=-220/1671 WEBS C-K=0/311, C-I=-1404/209, E-I=0/848, E-H=-1892/240, F-H=-558/143 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) H=159, B=150. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351119 25191 A24 Monopitch 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:57:06 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-DnG6RXPWCs1DBfF6pQVjW2OVDDI3Aw8LP7pHFaz7Krx -1-10-8 6-5-0 12-0-8 17-8-0 23-6-0 24-4-8 1-10-8 6-5-0 5-7-8 5-7-8 5-10-0 0-10-8 4.12 12 Scale = 1:48.5 G H 2x4 4x4 4x6 F E P 3x4 D 8-8-6 8-4-12 1.5x4 C B A 0-3-15 L K J Q R I 4x5 3x4 3x5 4x4 3x5 8-3-8 15-9-8 23-6-0 8-3-8 7-6-0 7-8-8 Plate Offsets (X,Y)-- [E:0-3-0,Edge], [F:0-1-12,0-2-0], [G:0-2-0,0-0-12], [J:0-2-0,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.54 Vert(LL) -0.20 I-J >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.97 Vert(CT) -0.35 L-O >806 180 TCDL 13.0 Rep Stress Incr YES WB 0.63 Horz(CT) 0.07 I n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 97 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-10-13 oc purlins, A-E: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt G-I, F-I G-I,F-I: 2x4 SPF No.2 REACTIONS. (lb/size) I=1195/0-5-8, B=1268/0-5-8 Max Horz B=265(LC 10) Max Uplift I=-184(LC 14), B=-142(LC 10) Max Grav I=1467(LC 3), B=1318(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-2740/249, C-D=-2468/200, D-F=-1362/92, G-I=-409/118 BOT CHORD B-L=-454/2562, J-L=-303/1743, I-J=-159/960 WEBS C-L=-489/162, D-L=-63/794, D-J=-787/188, F-J=-60/949, F-I=-1376/233 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) I=184, B=142. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351120 25191 A25 Monopitch 12 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:57:11 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-ak3?UETf1OfWHR84b_5uD56I4E0dq9A4ZPX2wnz7Krs -1-10-8 6-5-0 12-0-8 17-8-0 23-6-0 27-0-12 1-10-8 6-5-0 5-7-8 5-7-8 5-10-0 3-6-12 H 4.12 12 3x4 Scale = 1:50.0 G 4x4 4x6 P F E 3x4 D 9-7-7 8-4-12 1.5x4 C B A 0-3-15 L K J Q R I 3x4 3x5 4x4 5x6 3x6 8-3-8 15-9-8 23-6-0 8-3-8 7-6-0 7-8-8 Plate Offsets (X,Y)-- [B:0-0-8,0-0-0], [E:0-3-0,Edge], [F:0-1-12,0-2-0], [G:0-2-0,0-1-4], [I:0-3-0,0-2-12], [J:0-2-0,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.78 Vert(LL) -0.20 I-J >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.95 Vert(CT) -0.34 L-O >819 180 TCDL 13.0 Rep Stress Incr YES WB 0.64 Horz(CT) 0.06 I n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 102 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-11-10 oc purlins, A-E: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt G-I, F-I G-I,F-I: 2x4 SPF No.2 REACTIONS. (lb/size) I=1419/0-5-8, B=1247/0-5-8 Max Horz B=288(LC 10) Max Uplift I=-242(LC 14), B=-129(LC 10) Max Grav I=1751(LC 21), B=1277(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-2616/203, C-D=-2347/155, D-F=-1237/46, G-I=-866/307 BOT CHORD B-L=-437/2445, J-L=-287/1632, I-J=-138/832 WEBS C-L=-484/161, D-L=-62/790, D-J=-802/195, F-J=-67/960, F-I=-1203/206 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) I=242, B=129. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351121 25191 A25A Monopitch 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:57:12 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-2wdNiaUHoinNvaiG9hc7mJeWYeM_ZcLDn3GbTDz7Krr -1-10-8 6-5-0 12-0-8 17-8-0 23-6-0 27-0-12 1-10-8 6-5-0 5-7-8 5-7-8 5-10-0 3-6-12 H 4.12 12 Scale = 1:50.3 4x12 G 4x4 4x6 R F E 3x4 D 9-7-7 4x6 9-7-7 8-4-12 1.5x4 C B M Q A 4x8 0-7-4 0-3-15 L K J S T I 3x4 3x4 4x4 4x4 3x6 8-3-8 15-9-8 23-6-0 8-3-8 7-6-0 7-8-8 Plate Offsets (X,Y)-- [B:0-0-8,0-0-0], [E:0-3-0,Edge], [F:0-1-12,0-2-0], [G:0-5-8,0-2-0], [I:0-1-8,0-1-8], [J:0-2-0,0-1-12], [M:0-2-12,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.17 L-P >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.94 Vert(CT) -0.34 L-P >821 180 TCDL 13.0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.05 Q n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 114 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF 2100F 1.8E *Except* TOP CHORD Structural wood sheathing directly applied or 2-11-10 oc purlins, A-E: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt F-I, G-Q G-I,F-I: 2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) B=1247/0-5-8, Q=1410/0-3-8 Max Horz B=287(LC 10) Max Uplift B=-129(LC 10), Q=-244(LC 14) Max Grav B=1276(LC 3), Q=1742(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-2615/203, C-D=-2346/155, D-F=-1228/47, I-M=-117/973, G-M=-117/973 BOT CHORD B-L=-436/2444, J-L=-287/1628, I-J=-138/826 WEBS C-L=-482/161, D-L=-61/797, D-J=-809/194, F-J=-70/944, F-I=-1118/194, G-Q=-1744/411 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Bearing at joint(s) Q considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) B=129, Q=244. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351122 25191 A26 Monopitch Supported Gable 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:57:16 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-xituXxXorxHpNC01OXh3w9p8pFopVYrpihEpc_z7Krn -1-10-8 23-6-0 27-0-12 1-10-8 23-6-0 3-6-12 N 4.12 12 3x4 Scale = 1:50.1 M 2x4 L 2x4 2x4 4x6 K Z J I H G 9-7-7 F E 8-4-12 D C B A 0-3-15 5x16 Y X W V U T S R Q P O 4x4 23-6-0 23-6-0 Plate Offsets (X,Y)-- [B:0-3-8,Edge], [I:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.78 Vert(LL) 0.03 M-N n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.63 Vert(CT) 0.00 M-N n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.16 Horz(CT) 0.11 O n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 123 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-6-9 oc purlins, A-I: 2x4 SPF 2100F 1.8E except end verticals. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-9-0 oc bracing. B-T: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt M-O WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. All bearings 23-6-0. (lb) - Max Horz B=288(LC 37) Max Uplift All uplift 100 lb or less at joint(s) Q, R, S, U, V, W, X, Y except O=-228(LC 40), B=-2533(LC 37), P=-371(LC 20) Max Grav All reactions 250 lb or less at joint(s) P, R, S, U, V, W, X except O=965(LC 20), B=2683(LC 58), Q=278(LC 30), Y=549(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-7942/7730, C-D=-6069/5898, D-E=-5335/5189, E-F=-4720/4585, F-G=-4041/3922, G-H=-3366/3262, H-J=-2666/2577, J-K=-1990/1915, K-L=-1319/1219, L-M=-686/620, M-O=-956/386 BOT CHORD B-Y=-7231/7233, X-Y=-5528/5528, W-X=-4846/4846, V-W=-4288/4288, U-V=-3668/3668, S-U=-3048/3048, R-S=-2428/2428, Q-R=-1808/1808, P-Q=-1188/1188, O-P=-567/568 WEBS L-P=-128/421, C-Y=-377/160 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. June 14,2019 Continued on page 211) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351122 25191 A26 Monopitch Supported Gable 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:57:17 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-PuRGlHYQcEPf?MbEyECISMMJZf82E?5zxK_M8Rz7Krm NOTES- 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) Q, R, S, U, V, W, X, Y except (jt=lb) O=228, B=2533, P=371. 13) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-6-0 for 310.0 plf. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351123 25191 A27 Monopitch 13 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:57:21 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-HfgnafbwgTv5Uzu?B4HEdCW?YGP5AhWYsyyaHCz7Kri 6-5-0 12-0-8 17-8-0 23-6-0 27-0-12 6-5-0 5-7-8 5-7-8 5-10-0 3-6-12 G 4.12 12 Scale = 1:49.0 3x4 F 4x4 4x6 O E D 3x4 C 9-7-7 8-4-12 1.5x4 B A 0-3-15 K J I P Q H 4x4 3x4 3x5 4x4 5x6 8-3-8 15-9-8 23-6-0 8-3-8 7-6-0 7-8-8 Plate Offsets (X,Y)-- [C:0-1-12,0-1-8], [D:0-3-0,Edge], [E:0-1-12,0-2-0], [F:0-2-0,0-1-4], [H:0-3-0,0-2-12], [I:0-2-0,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.78 Vert(LL) -0.20 H-I >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 1.00 Vert(CT) -0.37 K-N >750 180 TCDL 13.0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.06 H n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 100 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-7-9 oc purlins, A-D: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt F-H, E-H F-H,E-H: 2x4 SPF No.2 REACTIONS. (lb/size) H=1425/0-5-8, A=1099/0-5-8 Max Horz A=263(LC 10) Max Uplift H=-243(LC 10), A=-69(LC 10) Max Grav H=1733(LC 21), A=1151(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-2652/218, B-C=-2376/167, C-E=-1236/48, F-H=-851/306 BOT CHORD A-K=-452/2483, I-K=-291/1638, H-I=-140/830 WEBS B-K=-504/167, C-K=-73/820, C-I=-815/203, E-I=-71/966, E-H=-1199/208 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A except (jt=lb) H=243. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351124 25191 A27A Monopitch 6 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:57:23 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-D2oX?LcBC4ApjH2OIVJiidbN045hebvrJGRhM5z7Krg 6-5-0 12-0-8 17-8-0 23-6-0 27-0-12 6-5-0 5-7-8 5-7-8 5-10-0 3-6-12 G 4.12 12 Scale = 1:49.8 4x12 F 4x4 4x6 Q E D 3x4 C 9-7-7 4x6 9-7-7 8-4-12 1.5x4 B A L P 4x8 0-7-4 0-3-15 K J I R S H 3x4 3x4 4x4 4x4 3x5 8-3-8 15-9-8 23-6-0 8-3-8 7-6-0 7-8-8 Plate Offsets (X,Y)-- [A:0-1-0,Edge], [C:0-1-12,0-1-8], [D:0-3-0,Edge], [E:0-1-12,0-2-0], [F:0-5-8,0-2-0], [H:0-1-8,0-1-8], [I:0-2-0,0-1-12], [L:0-3-0,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.66 Vert(LL) -0.19 K-O >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.99 Vert(CT) -0.37 K-O >750 180 TCDL 13.0 Rep Stress Incr YES WB 0.66 Horz(CT) 0.05 P n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 112 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF 2100F 1.8E *Except* TOP CHORD Structural wood sheathing directly applied or 2-7-11 oc purlins, A-D: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt E-H, F-P F-H,E-H: 2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) A=1093/0-5-8, P=1421/0-5-8 Max Horz A=262(LC 10) Max Uplift A=-69(LC 10), P=-246(LC 10) Max Grav A=1144(LC 3), P=1731(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-2633/215, B-C=-2357/165, C-E=-1209/46, H-L=-119/972, F-L=-119/972 BOT CHORD A-K=-449/2465, I-K=-289/1617, H-I=-136/807 WEBS B-K=-503/167, C-K=-72/826, C-I=-821/202, E-I=-74/950, E-H=-1116/197, F-P=-1732/416 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Bearing at joint(s) P considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A except (jt=lb) P=246. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351125 25191 A28 Common 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:57:26 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-edTgeMf3V?YOakny_dsPKGDv2HAprxwH0EfLyPz7Krd -1-10-8 6-4-15 12-0-6 17-7-13 23-3-4 29-0-4 31-1-0 1-10-8 6-4-15 5-7-7 5-7-7 5-7-7 5-9-0 2-0-12 4x7 1.5x4 Scale = 1:61.0 4.12 12 H I 1.5x4 G 4x4 3x4 F E 3x4 D 10-3-8 9-7-0 1.5x4 C B A 0-3-15 N M R SL T U K J 3x4 4x4 3x4 3x8 5x6 4x4 8-3-6 15-9-5 23-3-4 31-1-0 8-3-6 7-5-15 7-5-15 7-9-12 Plate Offsets (X,Y)-- [B:0-2-0,Edge], [D:0-1-12,0-1-8], [H:0-3-0,0-1-12], [J:0-3-0,0-3-0], [M:0-2-0,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.61 Vert(LL) -0.25 J-K >368 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.78 Vert(CT) -0.34 J-K >273 180 TCDL 13.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.03 K n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 138 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-9 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. F-K,H-K,I-J: 2x4 SPF No.2 WEBS 1 Row at midpt F-K, H-K, I-J REACTIONS. (lb/size) B=1007/0-5-8, K=2520/0-5-8, J=-415/0-5-8 Max Horz B=302(LC 10) Max Uplift B=-105(LC 10), K=-311(LC 14), J=-472(LC 21) Max Grav B=1015(LC 3), K=2734(LC 2), J=48(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-1831/111, C-D=-1561/63, D-F=-419/0, F-G=-184/826, G-H=-113/817 BOT CHORD B-N=-359/1704, M-N=-210/871 WEBS C-N=-486/162, D-N=-60/817, D-M=-818/194, F-M=-75/917, F-K=-1172/222, G-K=-469/170, H-K=-1245/174, H-J=-19/607 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) B=105, K=311, J=472. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351126 25191 A28A Common 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:57:28 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-a?bQ22gJ1do6q2xL52vtPhJGL5p2JtUaTY8S1Iz7Krb -1-10-8 6-4-15 12-0-6 17-7-13 23-3-4 29-0-4 31-1-0 1-10-8 6-4-15 5-7-7 5-7-7 5-7-7 5-9-0 2-0-12 5x6 1.5x4 Scale: 3/16"=1' 4.12 12 H I 5x10 GW V 4x4 4x6 F E 5x10 3x4 D 10-3-8 5x10 9-7-0 1.5x4 C 5x10 B T A UP 0-3-15 O N M X Y Z AA L K J 3x4 3x4 4x4 3x6 3x5 3x6 3x4 8-3-6 15-9-5 23-3-4 23-4-4 31-1-0 8-3-6 7-5-15 7-5-15 0-1-0 7-8-12 Plate Offsets (X,Y)-- [B:0-0-0,0-3-2], [B:0-0-8,0-0-0], [E:0-3-0,Edge], [F:0-1-12,0-2-0], [G:0-2-5,0-2-8], [H:0-2-12,0-1-0], [J:0-2-12,0-1-8], [L:0-2-4,0-1-8], [M:0-2-0,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.49 Vert(LL) -0.36 J-K >257 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.92 Vert(CT) -0.50 J-K >183 180 TCDL 13.0 Rep Stress Incr YES WB 0.63 Horz(CT) -0.02 J n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 172 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-2-11 oc purlins, E-H: 2x6 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SPF No.2 *Except* WEBS 1 Row at midpt F-L, I-J, H-K C-O,D-O,D-M,F-M: 2x3 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) B=1162/0-5-8, J=54/0-5-8, P=1882/0-3-8 Max Horz B=302(LC 10) Max Uplift B=-118(LC 10), J=-18(LC 15), P=-265(LC 14) Max Grav B=1179(LC 3), J=212(LC 4), P=2025(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-2321/168, C-D=-2050/119, D-F=-935/11, F-V=-119/310, G-V=-117/517, H-W=-60/363 BOT CHORD B-O=-412/2166, M-O=-261/1346, L-M=-115/550 WEBS C-O=-487/162, D-O=-63/797, D-M=-796/191, F-M=-63/953, F-L=-1208/220, H-K=-555/93, G-P=-1358/219, L-T=-138/1026, T-V=-138/1026, K-U=-48/653, U-W=-48/653 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Bearing at joint(s) P considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) J except (jt=lb) B=118, P=265. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351127 25191 A29 Monopitch 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:57:31 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-_aHYh4jCJYAghVfwmASa1JxlrIqzWAx09WN6edz7KrY -1-10-8 6-5-0 12-0-8 17-9-1 23-6-0 1-10-8 6-5-0 5-7-8 5-8-10 5-8-15 4.12 12 3x4 Scale: 1/4"=1' G 4x4 3x5 F E O 3x4 D 8-4-12 1.5x4 C B A 0-3-15 K J I P Q H 4x5 3x4 3x5 4x4 3x5 8-3-8 16-5-0 23-6-0 8-3-8 8-1-8 7-1-0 Plate Offsets (X,Y)-- [D:0-1-12,0-1-8], [F:0-1-4,0-2-0], [I:0-2-0,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.60 Vert(LL) -0.17 K-N >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.97 Vert(CT) -0.33 K-N >837 180 TCDL 13.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.07 H n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 92 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-9 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. G-H,F-H: 2x4 SPF No.2 WEBS 1 Row at midpt G-H, F-H REACTIONS. (lb/size) H=1115/0-5-8, B=1269/0-5-8 Max Horz B=259(LC 10) Max Uplift H=-164(LC 14), B=-145(LC 10) Max Grav H=1382(LC 3), B=1325(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-2767/255, C-D=-2499/207, D-F=-1295/83, G-H=-264/64 BOT CHORD B-K=-454/2587, I-K=-307/1761, H-I=-154/974 WEBS C-K=-482/162, D-K=-56/814, D-I=-841/196, F-I=-53/925, F-H=-1422/227 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) H=164, B=145. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351128 25191 A30 Monopitch Supported Gable 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:57:36 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-LY4RknmL84oznGYtZk2lkNeb2JdVBaomJo4tJqz7KrT -1-10-8 23-6-0 1-10-8 23-6-0 M 4.12 12 Scale = 1:44.5 L 3x4 K J I H G F 8-4-12 E D C B A 0-3-15 4x12 MT18HS X W V U T S R Q P O N 4x4 23-6-0 23-6-0 Plate Offsets (X,Y)-- [B:0-0-2,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL) -0.00 A n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.63 Vert(CT) 0.01 A n/r 120 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.23 Horz(CT) 0.11 N n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 112 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-6-10 oc purlins, A-I: 2x4 SPF 2100F 1.8E except end verticals. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-9-0 oc bracing. B-S: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt M-N WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 23-6-0. (lb) - Max Horz B=258(LC 37) Max Uplift All uplift 100 lb or less at joint(s) N, O, P, Q, R, T, U, V, W, X except B=-2544(LC 37) Max Grav All reactions 250 lb or less at joint(s) N, R, T, U, V, W except B=2684(LC 58), O=300(LC 30), P=265(LC 21), Q=268(LC 21), X=549(LC 27) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-7908/7721, C-D=-6034/5889, D-E=-5301/5180, E-F=-4685/4576, F-G=-4007/3913, G-H=-3328/3249, H-J=-2649/2586, J-K=-1970/1922, K-L=-1290/1257, L-M=-621/601 BOT CHORD B-X=-7233/7233, W-X=-5528/5528, V-W=-4846/4846, U-V=-4288/4288, T-U=-3668/3668, R-T=-3048/3048, Q-R=-2428/2428, P-Q=-1808/1808, O-P=-1188/1188, N-O=-568/568 WEBS C-X=-377/160 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 2-0-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 12) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) N, O, P, Q, R, T, June 14,2019 Continued on page 2U, V, W, X except (jt=lb) B=2544. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351128 25191 A30 Monopitch Supported Gable 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:57:36 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-LY4RknmL84oznGYtZk2lkNeb2JdVBaomJo4tJqz7KrT NOTES- 14) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) B. 15) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-6-0 for 310.0 plf. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351129 25191 A31 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:57:37 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-pkeqx7nzvOwqPQ747RZ_GaBnwjuswwbvXSqQrHz7KrS -1-10-8 6-5-0 12-0-8 17-8-0 23-6-0 26-3-0 1-10-8 6-5-0 5-7-8 5-7-8 5-10-0 2-9-0 H 4.12 12 6x8 Scale = 1:48.9 2x4 G 4x4 2x4 4x6 F E 2x4 3x4 D 9-4-2 4x6 9-4-2 8-4-12 1.5x4 4x7 C 8x14 3x6 3x6 B T X A 4x6 0-7-4 0-3-15 L K J I 3x4 3x4 4x4 4x4 3x6 8-3-8 15-9-8 23-6-0 8-3-8 7-6-0 7-8-8 Plate Offsets (X,Y)-- [B:0-0-8,0-0-0], [D:0-1-12,0-1-8], [E:0-3-0,Edge], [G:0-3-4,0-4-0], [I:0-1-8,0-1-12], [J:0-2-0,0-1-12], [O:0-6-4,0-2-8], [Q:0-3-0,0-0-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0.17 L-W >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.94 Vert(CT) -0.33 L-W >838 180 TCDL 13.0 Rep Stress Incr YES WB 0.64 Horz(CT) 0.05 X n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 142 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, A-E: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt F-I, G-X G-I,F-I: 2x4 SPF No.2, M-N,N-O,O-P: 2x8 SPF 1950F 1.7E OTHERS 2x4 SPF No.2 *Except* G-T: 2x6 SPF No.2 REACTIONS. (lb/size) B=1255/0-5-8, X=1340/0-3-8 Max Horz B=273(LC 10) Max Uplift B=-134(LC 10), X=-226(LC 14) Max Grav B=1278(LC 3), X=1657(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-2622/219, C-D=-2353/171, D-F=-1224/63, I-T=-125/973, G-T=-125/973 BOT CHORD B-L=-450/2451, J-L=-301/1626, I-J=-152/842 WEBS C-L=-483/161, D-L=-61/808, D-J=-804/192, F-J=-68/887, F-I=-1144/205, G-X=-1659/366 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Bearing at joint(s) X considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) B=134, X=226. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351130 25191 A32 GABLE 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:57:38 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-HxCC9Tobgh3h0aiGh84DpojzV7E6fLn2m6ZzOjz7KrR -1-10-8 6-5-0 12-0-8 17-8-0 23-6-0 26-3-0 1-10-8 6-5-0 5-7-8 5-7-8 5-10-0 2-9-0 H 4.12 12 3x4 Scale = 1:48.6 G 2x4 2x4 4x4 F 2x4 4x6 3x4 E D 9-4-2 8-4-12 1.5x4 4x7 C 1.5x4 3x6 4x7 3x6 B A 0-3-15 L K J I 3x4 3x4 4x4 4x4 3x6 8-3-8 15-9-8 23-6-0 8-3-8 7-6-0 7-8-8 Plate Offsets (X,Y)-- [B:0-0-8,0-0-0], [D:0-1-12,0-1-8], [E:0-3-0,Edge], [I:0-1-12,0-2-0], [J:0-2-0,0-1-12], [Q:0-2-8,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.51 Vert(LL) -0.17 L-W >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.94 Vert(CT) -0.33 L-W >840 180 TCDL 13.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.06 I n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 131 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-0-1 oc purlins, A-E: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt G-I, F-I G-I: 2x4 SPF No.2, M-N,N-O,O-P: 2x8 SPF 1950F 1.7E OTHERS 2x4 SPF No.2 REACTIONS. (lb/size) I=1349/0-5-8, B=1256/0-5-8 Max Horz B=293(LC 11) Max Uplift I=-204(LC 14), B=-155(LC 10) Max Grav I=1666(LC 21), B=1278(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-2624/264, C-D=-2352/219, D-F=-1230/115, G-I=-709/231 BOT CHORD B-L=-502/2452, J-L=-347/1623, I-J=-203/851 WEBS C-L=-491/164, D-L=-67/809, D-J=-792/195, F-J=-77/892, F-I=-1229/222 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) I=204, B=155. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351131 25191 A33 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:57:41 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-iVtKnVqTzcRFt2QrMHewRQLUDKFyskXVS3oe_2z7KrO -1-10-8 6-5-0 12-0-8 17-8-0 23-6-0 27-0-12 1-10-8 6-5-0 5-7-8 5-7-8 5-10-0 3-6-12 H 4.12 12 Scale = 1:50.3 4x12 2x4 G 4x4 2x4 4x6 Y F E 2x4 3x4 D 9-7-7 4x6 9-7-7 8-4-12 1.5x4 4x7 C 8x14 3x6 3x6 B T X A 4x8 0-7-4 0-3-15 L K J I 3x4 3x4 4x4 4x4 3x6 8-3-8 15-9-8 23-6-0 8-3-8 7-6-0 7-8-8 Plate Offsets (X,Y)-- [B:0-0-8,0-0-0], [D:0-1-12,0-1-8], [E:0-3-0,Edge], [G:0-5-8,0-2-0], [I:0-1-8,0-1-12], [J:0-2-0,0-1-12], [O:0-6-4,0-2-8], [P:0-0-8,1-5-6], [Q:0-3-0,0-0-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.17 L-W >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.93 Vert(CT) -0.33 L-W >844 180 TCDL 13.0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.05 X n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 143 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF 2100F 1.8E *Except* TOP CHORD Structural wood sheathing directly applied or 3-0-3 oc purlins, A-E: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt F-I, G-X G-I,F-I: 2x4 SPF No.2, M-N,N-O,O-P: 2x8 SPF 1950F 1.7E OTHERS 2x4 SPF No.2 *Except* G-T: 2x6 SPF No.2 REACTIONS. (lb/size) B=1247/0-5-8, X=1410/0-3-8 Max Horz B=280(LC 10) Max Uplift B=-129(LC 10), X=-244(LC 14) Max Grav B=1261(LC 3), X=1742(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-2572/203, C-D=-2304/155, D-F=-1173/47, I-T=-117/919, G-T=-117/919 BOT CHORD B-L=-443/2403, J-L=-294/1580, I-J=-144/791 WEBS C-L=-482/161, D-L=-61/808, D-J=-809/194, F-J=-70/891, F-I=-1074/194, G-X=-1744/411 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Bearing at joint(s) X considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) B=129, X=244. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351132 25191 A34 Monopitch Supported Gable 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:57:43 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-eu?5CAskVEhz7LaETigOWrQoH808KmQowNHk3wz7KrM -1-10-8 23-6-0 26-3-0 1-10-8 23-6-0 2-9-0 N 4.12 12 Scale = 1:52.4 2x4 M 2x4 L 2x4 2x4 4x6 K J AC I H G F 9-4-2 E 8-4-12 D C 3x6 B 4x7 A 0-3-15 5x16 Z Y X W V U T S R Q P O 4x4 4x12 2x4 23-6-0 23-6-0 Plate Offsets (X,Y)-- [B:0-3-8,Edge], [I:0-3-0,Edge], [M:0-2-0,0-0-12], [Q:0-3-8,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL) 0.01 N n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.63 Vert(CT) -0.00 M-N n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.17 Horz(CT) 0.11 O n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 132 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-6-9 oc purlins, A-I: 2x4 SPF 2100F 1.8E except end verticals. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-9-0 oc bracing. B-U: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt M-O WEBS 2x4 SPF No.2 *Except* AA-AB,Q-AB: 2x8 SPF 1950F 1.7E OTHERS 2x4 SPF No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. All bearings 23-6-0. (lb) - Max Horz B=281(LC 10) Max Uplift All uplift 100 lb or less at joint(s) Q, S, T, V, W, X, Y, Z except O=-172(LC 40), B=-2535(LC 37), P=-181(LC 20) Max Grav All reactions 250 lb or less at joint(s) P, S, T, V, W, X, Y, R except O=695(LC 21), B=2683(LC 58), Q=268(LC 30), Z=549(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-7934/7727, C-D=-6060/5895, D-E=-5327/5186, E-F=-4711/4582, F-G=-4032/3919, G-H=-3357/3259, H-J=-2657/2575, J-K=-1982/1912, K-L=-1312/1223, L-M=-665/613, M-O=-683/274 BOT CHORD B-Z=-7231/7232, Y-Z=-5527/5527, X-Y=-4845/4845, W-X=-4287/4287, V-W=-3667/3667, T-V=-3047/3047, S-T=-2427/2427, R-S=-1807/1807, Q-R=-1427/1427, P-Q=-1187/1186, O-P=-567/567 WEBS C-Z=-377/160 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. June 14,2019 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351132 25191 A34 Monopitch Supported Gable 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:57:44 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-64ZTPWtMFXpqkV9Q1PBd33zy1YMN3Dgx810IbNz7KrL NOTES- 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 11) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) Q, S, T, V, W, X, Y, Z except (jt=lb) O=172, B=2535, P=181. 13) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-6-0 for 310.0 plf. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351133 25191 A35 Monopitch 6 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:57:45 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-aH7rdst_0rxhMfkcb7isbGW43xeZoVz4Nhmr7pz7KrK 6-5-0 12-0-8 17-8-0 23-6-0 26-3-0 6-5-0 5-7-8 5-7-8 5-10-0 2-9-0 I 4.12 12 2x4 P Scale: 1/4"=1' H 4x4 4x6 O G F 3x4 E 9-4-2 8-4-12 N 1.5x4 D 4x4 B A 3x5 1-6-0 1-6-0 0-0-4 M L K Q R C 5x7 J 3x4 3x5 4x4 3x6 8-3-8 15-9-8 23-6-0 8-3-8 7-6-0 7-8-8 Plate Offsets (X,Y)-- [A:0-2-4,0-1-8], [C:0-2-12,0-1-14], [E:0-1-12,0-1-8], [F:0-3-0,Edge], [G:0-1-12,0-1-12], [H:0-2-0,0-0-8], [K:0-1-12,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.88 Vert(LL) -0.20 J-K >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.88 Vert(CT) -0.31 J-K >886 180 TCDL 13.0 Rep Stress Incr YES WB 0.87 Horz(CT) 0.07 J n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 108 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-8-3 oc purlins, F-I: 2x6 SPF No.2 except end verticals, and 2-0-0 oc purlins (10-0-0 max.): B-C, A-B. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. C-L: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt H-J, G-J WEBS 2x3 SPF No.2 *Except* H-J,G-J: 2x4 SPF No.2, C-N: 2x6 SPF No.2 REACTIONS. (lb/size) J=1341/0-5-8, C=1098/0-5-8 Max Horz C=222(LC 10) Max Uplift J=-223(LC 10), C=-74(LC 10) Max Grav J=1642(LC 29), C=1313(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-3240/218, B-D=-3202/211, D-E=-2878/163, E-G=-1542/61, H-J=-526/243 BOT CHORD C-M=-436/3015, K-M=-291/2094, J-K=-147/1057 WEBS D-M=-580/160, E-M=-57/831, E-K=-1094/192, G-K=-65/1130, G-J=-1531/216 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) C except (jt=lb) J=223. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351134 25191 A35A Monopitch 5 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:57:46 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-2ThDqCucn93Y_pJo9qD58U2FvL_fXy5EcLVPgFz7KrJ 6-5-0 12-0-8 17-8-0 23-6-0 26-3-0 6-5-0 5-7-8 5-7-8 5-10-0 2-9-0 I 4.12 12 6x8 Scale: 1/4"=1' R H 4x4 4x6 Q G F 3x4 E 9-4-2 4x6 9-4-2 8-4-12 N 1.5x4 D 4x4 B A 3x5 1-6-0 O P 1-6-0 4x8 0-7-4 0-0-4 M L K S T C 5x7 J 3x4 3x5 4x4 4x5 8-3-8 15-9-8 23-6-0 8-3-8 7-6-0 7-8-8 Plate Offsets (X,Y)-- [A:0-2-4,0-1-8], [C:0-2-12,0-1-14], [E:0-1-12,0-1-8], [F:0-3-0,Edge], [G:0-1-12,0-1-12], [H:0-3-4,0-4-0], [J:0-2-0,0-1-12], [K:0-1-12,0-1-8], [O:0-2-8,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.87 Vert(LL) -0.17 J-K >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.83 Vert(CT) -0.29 C-M >953 180 TCDL 13.0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.06 P n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 120 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-8-8 oc purlins, F-I: 2x6 SPF No.2 except end verticals, and 2-0-0 oc purlins (10-0-0 max.): B-C, A-B. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. C-L: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt G-J, H-P WEBS 2x3 SPF No.2 *Except* H-J,G-J: 2x4 SPF No.2, C-N: 2x6 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) C=1098/0-5-8, P=1332/0-3-8 Max Horz C=221(LC 10) Max Uplift C=-74(LC 10), P=-226(LC 10) Max Grav C=1313(LC 29), P=1633(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-3240/218, B-D=-3202/211, D-E=-2879/164, E-G=-1538/62, J-O=-124/1205, H-O=-124/1205 BOT CHORD C-M=-436/3015, K-M=-292/2095, J-K=-145/1052 WEBS D-M=-578/160, E-M=-55/838, E-K=-1103/193, G-K=-70/1115, G-J=-1460/204, H-P=-1636/367 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Bearing at joint(s) P considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) C except (jt=lb) P=226. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351135 25191 A36 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:57:49 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-T2MMTExU44R7rG1Nqynol6gqOZ4?kKsgIJk3Gaz7KrG 23-6-0 26-3-0 23-6-0 2-9-0 4.12 12 O Scale = 1:50.9 2x4 AC 2x4 N M 2x4 2x4 4x6 L K J I H G 9-4-2 F 8-4-12 AB E 8x12 D B A 3x5 1-6-0 1-6-0 0-0-4 C AA Z Y X W V U T S R Q P 5x7 5x6 6x8 4x4 23-6-0 23-6-0 Plate Offsets (X,Y)-- [A:0-2-4,0-1-8], [B:0-7-8,0-3-4], [J:0-3-0,Edge], [Z:0-2-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.60 Vert(LL) 0.01 O n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.53 Vert(CT) -0.02 N-O n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.75 Horz(CT) -0.08 P n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 132 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-10-5 oc purlins, C-J: 2x4 SPF 2100F 1.8E, A-B: 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (5-11-13 max.): B-C, A-B. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 3-3-5 oc bracing. C-U: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt N-P WEBS 2x6 SPF No.2 *Except* N-P: 2x4 SPF No.2, B-Z: 2x4 SPF 2100F 1.8E OTHERS 2x4 SPF No.2 REACTIONS. All bearings 23-6-0. (lb) - Max Horz C=243(LC 38) Max Uplift All uplift 100 lb or less at joint(s) R, S, T, V, W, X, Y except P=-163(LC 40), C=-995(LC 47), Q=-182(LC 20), Z=-2519(LC 38), AA=-3521(LC 37) Max Grav All reactions 250 lb or less at joint(s) Q, R except P=679(LC 20), C=1111(LC 42), S=285(LC 70), T=264(LC 70), V=270(LC 70), W=268(LC 70), X=269(LC 70), Y=267(LC 70), Z=2539(LC 57), AA=3674(LC 58) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-3022/2892, B-D=-6791/6614, D-E=-6010/5853, E-F=-5392/5248, F-G=-4714/4585, G-H=-4034/3921, H-I=-3360/3261, I-K=-2659/2576, K-L=-1984/1915, L-M=-1314/1225, M-N=-649/613, N-P=-668/274, A-B=-969/971 BOT CHORD C-AA=-2697/2560, Z-AA=-1749/1707, Y-Z=-5529/5529, X-Y=-4909/4909, W-X=-4289/4289, V-W=-3669/3669, T-V=-3049/3049, S-T=-2429/2429, R-S=-1809/1809, Q-R=-1189/1189, P-Q=-569/569 WEBS B-AA=-3606/3535, B-Z=-5199/5247 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 2-0-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. June 14,2019 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351135 25191 A36 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:57:49 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-T2MMTExU44R7rG1Nqynol6gqOZ4?kKsgIJk3Gaz7KrG NOTES- 11) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 12) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) R, S, T, V, W, X, Y except (jt=lb) P=163, C=995, Q=182 , Z=2519, AA=3521. 14) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-6-0 for 310.0 plf. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351136 25191 B1 Monopitch Supported Gable 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:06 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-TJun12894IaiNurfK1aoyith7PrgD8fACSLSN5z7Kr? -1-10-8 23-6-0 28-3-0 1-10-8 23-6-0 4-9-0 N Scale = 1:54.4 2x4 0-6-5 2x4 5x6 2x4 M L K J I 4x8 H 10-0-5 G 10-0-5 9-6-0 4.12 12 F E D 3x4 8x12 MT18HS C B A 0-3-15 3x4 Y X W V U T S R Q P O 4x4 23-6-0 28-1-8 23-6-0 4-7-8 Plate Offsets (X,Y)-- [B:0-2-5,Edge], [B:1-2-5,0-1-8], [B:0-0-1,0-0-0], [K:0-3-0,0-2-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL) -0.02 B-Y >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.68 Vert(CT) -0.04 B-Y >999 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr NO WB 0.20 Horz(CT) -0.13 N n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 144 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc purlins, B-K: 2x4 SPF 2100F 1.8E, K-N: 2x6 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-9-0 oc bracing. B-T: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt M-O WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. All bearings 23-6-0 except (jt=length) N=Mechanical. (lb) - Max Horz B=304(LC 38) Max Uplift All uplift 100 lb or less at joint(s) O, P, Q, S, U, V, W, X, N except B=-2077(LC 37), R=-116(LC 45), Y=-262(LC 45) Max Grav All reactions 250 lb or less at joint(s) P, X except O=724(LC 21), O=536(LC 1), B=2339(LC 58), Q=320(LC 29), R=353(LC 28), S=266(LC 28), U=270(LC 21), V=255(LC 1), W=317(LC 21), Y=887(LC 28), N=312(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-7851/7603, C-D=-6121/5911, D-E=-5382/5210, E-G=-4768/4605, G-H=-4091/3944, H-I=-3411/3281, I-J=-2691/2622, J-K=-2099/1997, K-L=-1347/1228, L-M=-682/572, M-O=-711/79 BOT CHORD B-Y=-7244/7245, X-Y=-5529/5534, W-X=-4847/4851, V-W=-4289/4291, U-V=-3668/3670, S-U=-3048/3049, R-S=-2428/2428, Q-R=-1807/1806, P-Q=-1187/1186, O-P=-567/566 WEBS K-Q=-267/71, J-R=-282/140, E-W=-263/35, C-Y=-678/329 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide June 14,2019 Continued on page 2will fit between the bottom chord and any other members, with BCDL = 10.0psf. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351136 25191 B1 Monopitch Supported Gable 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:06 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-TJun12894IaiNurfK1aoyith7PrgD8fACSLSN5z7Kr? NOTES- 11) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 12) Refer to girder(s) for truss to truss connections. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) O, P, Q, S, U, V, W, X, N except (jt=lb) B=2077, R=116, Y=262. 14) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-6-0 for 310.0 plf. 15) No notches allowed in overhang and 11008 from left end and 40900 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-M=-114, M-N=-114, B-O=-20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351137 25191 B2 Monopitch 8 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:28 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-qYD6eZPyu3Mb0GWtce_yrLoWcHIZN?KPGthd8pz7Kqf -1-10-8 6-5-0 12-0-8 17-8-0 23-6-0 28-3-0 1-10-8 6-5-0 5-7-8 5-7-8 5-10-0 4-9-0 H /\ 4.12 12 Scale = 1:52.4 0-6-5 2x4 G 4x4 4x6 Q F E 3x4 D 10-0-5 10-0-5 9-6-0 1.5x4 C B A 0-3-15 L K J R S I 3x4 3x5 4x4 3x6 3x6 8-3-8 15-9-8 23-6-0 28-1-8 8-3-8 7-6-0 7-8-8 4-7-8 Plate Offsets (X,Y)-- [B:0-0-8,0-0-0], [E:0-3-0,Edge], [F:0-1-12,0-2-0], [J:0-2-0,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.20 I-J >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.95 Vert(CT) -0.34 L-O >817 180 TCDL 13.0 Rep Stress Incr YES WB 0.63 Horz(CT) -0.07 H n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 105 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc purlins, A-E: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt G-I, F-I G-I,F-I: 2x4 SPF No.2 REACTIONS. (lb/size) H=124/Mechanical, I=1371/0-5-8, B=1257/0-5-8 Max Horz B=305(LC 10) Max Uplift H=REL, I=-292(LC 14), B=-117(LC 10) Max Grav H=198(LC 21), I=1644(LC 21), B=1285(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-2641/163, C-D=-2370/115, D-F=-1262/5, G-I=-725/256 BOT CHORD B-L=-417/2469, J-L=-268/1652, I-J=-114/860 WEBS C-L=-487/160, D-L=-61/792, D-J=-795/199, F-J=-69/955, F-I=-1237/174 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) I=292, B=117. 10) "/\" indicates Released bearing: allow for upward movement at joint(s) H. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351138 25191 B2A Monopitch 5 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:42 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-PF3OaLakbM7ciQbZRbEEPINvHw4GfKlTU34Md?z7KqR -1-10-8 6-5-0 12-0-8 17-8-0 23-6-0 28-3-0 1-10-8 6-5-0 5-7-8 5-7-8 5-10-0 4-9-0 H /\ 4.12 12 Scale = 1:52.4 0-6-5 7x8 G 4x4 4x6 R F E 3x4 D 10-0-5 10-0-5 4x6 9-6-0 1.5x4 C 4x8 B A M 0-3-15 L K J S T I 3x4 3x4 4x4 4x5 3x6 8-3-8 15-9-8 23-6-0 28-1-9 8-3-8 7-6-0 7-8-8 4-7-9 Plate Offsets (X,Y)-- [B:0-0-8,0-0-0], [D:0-1-12,0-1-8], [E:0-3-0,Edge], [F:0-1-12,0-2-0], [G:0-3-12,0-4-0], [I:Edge,0-2-0], [J:0-2-0,0-1-12], [M:0-3-0,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.52 Vert(LL) -0.17 L-P >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.92 Vert(CT) -0.33 L-P >829 180 TCDL 13.0 Rep Stress Incr YES WB 0.64 Horz(CT) -0.07 H n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 117 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-0-7 oc purlins, A-E: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt F-I G-I,F-I: 2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) H=134/Mechanical, B=1232/0-5-8, M=1377/0-3-8 Max Horz B=305(LC 10) Max Uplift H=REL, B=-111(LC 10), M=-303(LC 14) Max Grav H=214(LC 21), B=1255(LC 3), M=1648(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-2552/141, C-D=-2282/93, D-F=-1163/0, I-M=-110/1024, G-M=-733/253 BOT CHORD B-L=-396/2385, J-L=-248/1563, I-J=-95/771 WEBS C-L=-486/161, D-L=-61/801, D-J=-799/196, F-J=-72/935, F-I=-1181/187 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Bearing at joint(s) M considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) B=111, M=303. 11) "/\" indicates Released bearing: allow for upward movement at joint(s) H. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351139 25191 B3 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:45 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-qplXDNcduHVAZtJ86jnx1w?KG774slEwA1I0EKz7KqO -1-10-8 27-6-0 28-3-0 1-10-8 27-6-0 0-9-0 4x8 Scale = 1:62.0 4.12 12 Q P O 3x6 N M L K 4x7 4x10 MT18HS I J 4x7 H 4x7 G 4x7 F 9-4-6 E 4x7 D 4x7 C 4x7 3x4 4x7 4x7 B 4x7 A 0-3-15 7x16 AE AD AC AB AA Z Y X WV U T S R 3x4 3x4 4x7 3x4 27-6-0 27-6-0 Plate Offsets (X,Y)-- [B:1-4-3,0-1-8], [B:0-0-5,Edge], [B:0-3-15,Edge], [J:0-2-0,0-0-12], [K:0-2-0,0-0-8], [P:0-2-0,0-1-3], [P:0-3-0,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.92 Vert(LL) 0.00 Q n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) 0.00 Q n/r 120 MT18HS 197/144 TCDL 13.0 Rep Stress Incr NO WB 0.33 Horz(CT) 0.15 R n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 226 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-3-3 oc purlins, F-P,B-F: 2x4 SPF 2100F 1.8E except end verticals. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-5-7 oc bracing. B-V: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt P-R, O-S WEBS 2x8 SPF 1950F 1.7E *Except* P-R: 2x4 SPF No.2, AE-AQ: 2x6 SPF No.2 OTHERS 2x4 SPF No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. All bearings 27-6-0. (lb) - Max Horz B=306(LC 10) Max Uplift All uplift 100 lb or less at joint(s) R, T, U, W, X, Y, Z, AA, AB except B=-2445(LC 37), S=-131(LC 37), AD=-382(LC 45) Max Grav All reactions 250 lb or less at joint(s) AC, AE except R=308(LC 21), B=2694(LC 58), S=411(LC 30), T=351(LC 21), U=353(LC 21), W=309(LC 21), X=267(LC 1), Y=268(LC 21), Z=269(LC 1), AA=260(LC 21), AB=300(LC 1), AD=673(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-9148/8895, C-D=-7435/7221, D-E=-6696/6519, E-G=-6083/5915, G-H=-5405/5254, H-J=-4726/4591, J-K=-4047/3928, K-L=-3369/3266, L-M=-2690/2603, M-N=-2011/1939, N-O=-1323/1278, O-P=-696/652, P-R=-294/58 BOT CHORD B-AE=-8488/8485, AD-AE=-7099/7112, AC-AD=-6710/6716, AB-AC=-6151/6158, AA-AB=-5531/5536, Z-AA=-4911/4915, Y-Z=-4290/4293, X-Y=-3670/3672, W-X=-3050/3052, U-W=-2430/2431, T-U=-1809/1810, S-T=-1189/1190, R-S=-568/568 WEBS O-S=-316/134, N-T=-312/34, M-U=-313/32, L-W=-269/29, E-AB=-263/35, C-AD=-717/392 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 1.5x4 MT20 unless otherwise indicated. June 14,2019 Continued on page 28) Gable requires continuous bottom chord bearing. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351139 25191 B3 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:46 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-I0JvQjdFfbd1A1uLgQIAZ8XV0XTJbCT3Ph2amnz7KqN NOTES- 9) Gable studs spaced at 2-0-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 12) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) R, T, U, W, X, Y, Z, AA, AB except (jt=lb) B=2445, S=131, AD=382. 14) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 27-6-0 for 310.0 plf. 15) No notches allowed in overhang and 11008 from left end and 900 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-P=-114, P-Q=-114, B-R=-20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351140 25191 B4 Common 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:53 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-bMEYu6ie?kV2W6xhaPwpLcKojM_tkMS50GERWtz7KqG -1-10-8 5-2-8 10-5-0 1-10-8 5-2-8 5-2-8 4.12 12 4x4 Scale = 1:56.6 C H I 4x4 4x4 D B A 10-0-5 8-2-14 8-2-14 J K G F E 3x4 3x8 3x4 5-2-8 10-5-0 5-2-8 5-2-8 Plate Offsets (X,Y)-- [B:0-1-0,0-2-0], [C:0-2-0,0-2-8], [D:Edge,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL) -0.04 E-F >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.28 Vert(CT) -0.05 F-G >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.45 Horz(CT) -0.00 E n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 70 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. B-F,D-F: 2x3 SPF No.2 WEBS 1 Row at midpt C-F, B-G, D-E REACTIONS. (lb/size) G=655/0-5-8, E=471/0-5-8 Max Horz G=213(LC 11) Max Uplift G=-162(LC 10), E=-122(LC 11) Max Grav G=719(LC 2), E=565(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-G=-612/318, D-E=-439/260 BOT CHORD F-G=-281/264 WEBS C-F=-291/86, B-F=-152/324, D-F=-204/313 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) G=162, E=122. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351141 25191 B4A Common 3 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:54 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-3Yox6SjGm2dv8GVt76R2uqtzSmKOTrVEFw_?2Jz7KqF -1-10-8 5-2-8 10-5-0 1-10-8 5-2-8 5-2-8 4.12 12 4x4 Scale = 1:56.6 J C K 5x10 4x4 D B A 10-0-5 4x6 8-2-14 8-2-14 4x8 H I 0-7-4 L M G F E 3x4 3x8 1.5x4 5-2-8 10-5-0 5-2-8 5-2-8 Plate Offsets (X,Y)-- [B:0-1-0,0-2-0], [C:0-2-0,0-2-4], [D:0-2-0,0-2-12], [H:0-3-0,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL) -0.04 F-G >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.26 Vert(CT) -0.06 F-G >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.27 Horz(CT) -0.00 I n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 83 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. B-F,D-F: 2x3 SPF No.2 WEBS 1 Row at midpt C-F, B-G, D-I OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) G=654/0-5-8, I=428/0-3-8 Max Horz G=-130(LC 12) Max Uplift G=-111(LC 10), I=-83(LC 11) Max Grav G=720(LC 2), I=513(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-G=-610/223 WEBS C-F=-265/120, B-F=-61/278, D-I=-514/192 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Bearing at joint(s) I considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) I except (jt=lb) G=111. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351142 25191 B5 Common 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:55 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-XlMJJokuXMlmmP43hpzHR1P6F9gxCEoOTajYblz7KqE 3-7-0 8-9-8 3-7-0 5-2-8 4.12 12 4x4 Scale = 1:58.6 G B H 3x4 A 3x4 C 10-0-5 8-9-9 8-2-14 I F E D 1.5x4 1.5x4 3x8 3-7-0 8-9-8 3-7-0 5-2-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0.05 D-E >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.31 Vert(CT) -0.08 D-E >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.52 Horz(CT) 0.00 D n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MP Weight: 65 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. A-E,C-E: 2x3 SPF No.2 WEBS 1 Row at midpt B-E, A-F, C-D REACTIONS. (lb/size) F=408/Mechanical, D=408/0-5-8 Max Horz F=-225(LC 10) Max Uplift F=-140(LC 10), D=-123(LC 11) Max Grav F=446(LC 24), D=525(LC 23) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-F=-423/299, C-D=-399/273 BOT CHORD E-F=-299/321 WEBS B-E=-261/105, A-E=-250/360, C-E=-202/304 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) F=140, D=123. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351143 25191 B5A Common 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:55 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-XlMJJokuXMlmmP43hpzHR1P6O9hmCICOTajYblz7KqE 3-7-0 8-9-8 3-7-0 5-2-8 4.12 12 4x4 Scale = 1:58.6 I B J 3x4 5x10 A C 10-0-5 4x4 8-9-9 8-2-14 4x8 G H 0-7-4 K F E D 1.5x4 3x8 1.5x4 3-7-0 8-9-8 3-7-0 5-2-8 Plate Offsets (X,Y)-- [C:0-2-0,0-2-12], [G:0-2-12,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.04 D-E >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.26 Vert(CT) -0.06 D-E >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.30 Horz(CT) 0.01 H n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MP Weight: 78 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. A-E,C-E: 2x3 SPF No.2 WEBS 1 Row at midpt B-E, A-F, C-H OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) F=407/Mechanical, H=365/0-3-8 Max Horz F=-171(LC 12) Max Uplift F=-80(LC 10), H=-78(LC 11) Max Grav F=432(LC 2), H=456(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-F=-398/189 WEBS A-E=-145/274, C-H=-457/185 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) H considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) F, H. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351144 25191 B6 Monopitch 11 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:56 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-?xvhW8kWIftcNZfGFXUWzFyHaZtgxf6XiET67Cz7KqD 6-5-0 12-0-8 17-8-0 23-6-0 28-3-0 6-5-0 5-7-8 5-7-8 5-10-0 4-9-0 G /\ 4.12 12 Scale = 1:51.9 0-6-5 2x4 F 4x4 4x6 P E D 3x4 C 10-0-5 10-0-5 9-6-0 1.5x4 B A 0-3-15 K J I Q R H 3x6 3x4 3x5 4x4 3x5 8-3-8 15-9-8 23-6-0 28-3-0 8-3-8 7-6-0 7-8-8 4-9-0 Plate Offsets (X,Y)-- [C:0-1-12,0-1-8], [D:0-3-0,Edge], [E:0-1-12,0-2-0], [I:0-2-0,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.59 Vert(LL) -0.20 H-I >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.33 K-N >848 180 TCDL 13.0 Rep Stress Incr YES WB 0.64 Horz(CT) -0.07 G n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 102 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-9-12 oc purlins, A-D: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. A-J: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt F-H, E-H WEBS 2x3 SPF No.2 *Except* F-H,E-H: 2x4 SPF No.2 REACTIONS. (lb/size) G=125/Mechanical, H=1375/0-5-8, A=1109/0-5-8 Max Horz A=280(LC 10) Max Uplift G=REL, H=-294(LC 10), A=-57(LC 10) Max Grav G=198(LC 21), H=1626(LC 21), A=1160(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-2675/177, B-C=-2401/128, C-E=-1264/7, F-H=-707/256 BOT CHORD A-K=-432/2503, I-K=-273/1662, H-I=-116/860 WEBS B-K=-500/165, C-K=-72/820, C-I=-808/202, E-I=-71/961, E-H=-1237/177 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A except (jt=lb) H=294. 9) "/\" indicates Released bearing: allow for upward movement at joint(s) G. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351145 25191 B6A Monopitch 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:57 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-T7T3kUl83z0T?jESpE?lWSVRZzAug6JhxuCffez7KqC 6-5-0 12-0-8 17-8-0 23-6-0 28-3-0 6-5-0 5-7-8 5-7-8 5-10-0 4-9-0 G /\ 4.12 12 Scale = 1:51.9 0-6-5 7x8 F 4x4 4x6 Q E D 3x4 C 10-0-5 10-0-5 4x6 9-6-0 1.5x4 B A 4x8 L 0-3-15 K J I R S H 3x4 3x4 4x4 4x5 3x5 8-3-8 15-9-8 23-6-0 28-3-0 8-3-8 7-6-0 7-8-8 4-9-0 Plate Offsets (X,Y)-- [A:0-1-0,Edge], [C:0-1-12,0-1-8], [D:0-3-0,Edge], [E:0-1-12,0-2-0], [F:0-3-12,0-4-0], [H:Edge,0-2-0], [I:0-2-0,0-1-12], [L:0-2-12,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.19 K-O >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.98 Vert(CT) -0.36 K-O >756 180 TCDL 13.0 Rep Stress Incr YES WB 0.65 Horz(CT) -0.07 G n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 114 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-8-9 oc purlins, A-D: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt E-H F-H,E-H: 2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) G=134/Mechanical, A=1083/0-5-8, L=1383/0-3-8 Max Horz A=280(LC 10) Max Uplift G=REL, A=-51(LC 10), L=-304(LC 10) Max Grav G=212(LC 21), A=1130(LC 3), L=1632(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-2590/156, B-C=-2313/106, C-E=-1164/0, H-L=-112/1024, F-L=-717/252 BOT CHORD A-K=-412/2424, I-K=-252/1572, H-I=-97/771 WEBS B-K=-506/167, C-K=-71/830, C-I=-812/199, E-I=-73/940, E-H=-1181/190 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) L considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A except (jt=lb) L=304. 10) "/\" indicates Released bearing: allow for upward movement at joint(s) G. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351146 25191 B7 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:58 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-xK1RxqmmqG8KdtpeMyW_2g1bmNbfPhYq9YyCC4z7KqB 23-6-0 28-3-0 23-6-0 4-9-0 M 4.12 12 Scale = 1:53.7 0-6-5 2x4 2x4 L 2x4 2x4 K 4x6 J Y I H G F 10-0-5 E 10-0-5 9-6-0 D C B A 0-3-15 5x16 X W V U T S R Q P O N 4x4 23-6-0 23-6-0 Plate Offsets (X,Y)-- [A:0-3-8,Edge], [H:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.74 Vert(LL) -0.02 A-X >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.69 Vert(CT) -0.05 A-X >999 180 TCDL 13.0 Rep Stress Incr NO WB 0.14 Horz(CT) -0.13 M n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 123 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-6-3 oc purlins, A-H: 2x4 SPF 2100F 1.8E except end verticals. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-8-15 oc bracing. A-S: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt L-N WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. All bearings 23-6-0 except (jt=length) M=Mechanical. (lb) - Max Horz A=280(LC 37) Max Uplift All uplift 100 lb or less at joint(s) M, O, P, Q, R, T, U, V, W except N=-136(LC 38), A=-2466(LC 47), X=-113(LC 38) Max Grav All reactions 250 lb or less at joint(s) M, O, P, Q, R, T, U, V except N=544(LC 21), A=2641(LC 42), X=603(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-7963/7567, B-C=-6084/5903, C-D=-5354/5199, D-E=-4738/4594, E-F=-4059/3931, F-G=-3384/3271, G-I=-2683/2586, I-J=-2009/1925, J-K=-1322/1215, K-L=-655/576, L-N=-530/138 BOT CHORD A-X=-7231/7232, W-X=-5527/5527, V-W=-4845/4845, U-V=-4287/4287, T-U=-3667/3667, R-T=-3047/3047, Q-R=-2427/2427, P-Q=-1807/1807, O-P=-1187/1187, N-O=-566/567 WEBS B-X=-426/177 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) M, O, P, Q, R, T, June 14,2019 Continued on page 2U, V, W except (jt=lb) N=136, A=2466, X=113. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351146 25191 B7 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:59 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-QWbq99nPbaGBE1Oqwf1DbtamWnxu88nzOChmkWz7KqA NOTES- 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-6-0 for 310.0 plf. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351147 25191 B9 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:01 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-Mujaarof7BWvUKYD243hgIf4dabqc0vGsWAtoPz7Kq8 -1-10-8 26-0-0 28-3-0 1-10-8 26-0-0 2-3-0 O 4.12 12 Scale = 1:53.6 2x4 N M 2x4 2x4 2x4 2x4 L 3x6 4x6 K AM J 4x7 I H 4x7 G 4x7 10-0-5 F 4x7 9-3-1 E 4x7 D 4x7 C 4x7 4x7 4x7 B 4x7 A 0-3-15 5x16 AA Z Y X W V U T S R Q P 3x6 5x6 26-0-0 26-0-0 Plate Offsets (X,Y)-- [B:0-3-8,Edge], [I:0-3-0,Edge], [V:0-3-0,0-3-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.89 Vert(LL) 0.01 O n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.00 N n/r 120 TCDL 13.0 Rep Stress Incr NO WB 0.22 Horz(CT) 0.14 P n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 197 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-3-15 oc purlins, A-I: 2x4 SPF 2100F 1.8E except end verticals. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-6-9 oc bracing. B-V: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt N-P WEBS 2x8 SPF 1950F 1.7E *Except* N-P: 2x4 SPF No.2 OTHERS 2x4 SPF No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. All bearings 26-0-0. (lb) - Max Horz B=301(LC 37) Max Uplift All uplift 100 lb or less at joint(s) Q, R, S, T, V, W, X except P=-141(LC 40), B=-2808(LC 37), U=-140(LC 38), Z=-126(LC 46) Max Grav All reactions 250 lb or less at joint(s) Q, T, V, W, X, Y, AA except P=560(LC 21), B=2929(LC 58), R=270(LC 21), S=278(LC 30), U=276(LC 27), Z=449(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-8776/8551, C-D=-6732/6556, D-E=-6002/5849, E-F=-5386/5245, F-G=-4707/4582, G-H=-4032/3922, H-J=-3317/3223, J-K=-2660/2579, K-L=-1979/1870, L-M=-1316/1265, M-N=-644/586, N-P=-548/213 BOT CHORD B-AA=-8007/8007, Z-AA=-7116/7116, Y-Z=-6148/6147, X-Y=-5528/5527, W-X=-4908/4907, V-W=-4288/4287, U-V=-3668/3667, T-U=-3048/3047, S-T=-2428/2427, R-S=-1808/1807, Q-R=-1188/1187, P-Q=-567/567 WEBS C-Z=-407/176 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. June 14,2019 Continued on page 29) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351147 25191 B9 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:01 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-Mujaarof7BWvUKYD243hgIf4dabqc0vGsWAtoPz7Kq8 NOTES- 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 11) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) Q, R, S, T, V, W, X except (jt=lb) P=141, B=2808, U=140, Z=126. 13) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 26-0-0 for 310.0 plf. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351148 25191 B10 Monopitch Supported Gable 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:08 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-Pi0YSj9PcvqQdB_1RSdG17z?sDX0h3jTgmqZQ_z7Kqz -1-10-8 23-6-0 27-0-12 1-10-8 23-6-0 3-6-12 N 4.12 12 3x4 Scale = 1:50.1 M 2x4 L 2x4 2x4 4x6 K Z J I H G 9-7-7 F E 8-4-12 D C B A 0-3-15 5x16 Y X W V U T S R Q P O 4x4 23-6-0 23-6-0 Plate Offsets (X,Y)-- [B:0-3-8,Edge], [I:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.90 Vert(LL) 0.03 M-N n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.69 Vert(CT) -0.00 M-N n/r 120 TCDL 13.0 Rep Stress Incr NO WB 0.16 Horz(CT) 0.11 O n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 123 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-6-9 oc purlins, A-I: 2x4 SPF 2100F 1.8E except end verticals. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-9-0 oc bracing. B-T: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt M-O WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. All bearings 23-6-0. (lb) - Max Horz B=288(LC 37) Max Uplift All uplift 100 lb or less at joint(s) Q, R, S, U, V, W, X, Y except O=-228(LC 40), B=-2533(LC 37), P=-370(LC 20) Max Grav All reactions 250 lb or less at joint(s) P, R, S, U, V, W, X except O=965(LC 20), B=2683(LC 58), Q=278(LC 30), Y=549(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-7942/7730, C-D=-6069/5898, D-E=-5335/5189, E-F=-4720/4585, F-G=-4041/3922, G-H=-3366/3262, H-J=-2666/2577, J-K=-1990/1915, K-L=-1319/1219, L-M=-686/620, M-O=-956/386 BOT CHORD B-Y=-7231/7233, X-Y=-5528/5528, W-X=-4846/4846, V-W=-4288/4288, U-V=-3668/3668, S-U=-3048/3048, R-S=-2428/2428, Q-R=-1808/1808, P-Q=-1188/1188, O-P=-567/568 WEBS L-P=-128/421, C-Y=-377/160 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. June 14,2019 Continued on page 211) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351148 25191 B10 Monopitch Supported Gable 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:09 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-tuawf3A1NDzHELZD?98VZKVAcdtFQWzcuQa6zQz7Kqy NOTES- 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) Q, R, S, U, V, W, X, Y except (jt=lb) O=228, B=2533, P=370. 13) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-6-0 for 310.0 plf. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351149 25191 B11 Monopitch 4 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:09 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-tuawf3A1NDzHELZD?98VZKVCRdpBQOXcuQa6zQz7Kqy -1-10-8 6-5-0 12-0-8 17-8-0 23-6-0 27-0-12 1-10-8 6-5-0 5-7-8 5-7-8 5-10-0 3-6-12 H 4.12 12 3x4 Scale = 1:50.0 G 4x4 4x6 P F E 3x4 D 9-7-7 8-4-12 1.5x4 C B A 0-3-15 L K J Q R I 3x4 3x5 4x4 5x6 3x6 8-3-8 15-9-8 23-6-0 8-3-8 7-6-0 7-8-8 Plate Offsets (X,Y)-- [B:0-0-8,0-0-0], [E:0-3-0,Edge], [F:0-1-12,0-2-0], [G:0-2-0,0-1-4], [I:0-3-0,0-2-12], [J:0-2-0,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.78 Vert(LL) -0.20 I-J >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.95 Vert(CT) -0.34 L-O >819 180 TCDL 13.0 Rep Stress Incr YES WB 0.64 Horz(CT) 0.06 I n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 102 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-11-10 oc purlins, A-E: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt G-I, F-I G-I,F-I: 2x4 SPF No.2 REACTIONS. (lb/size) I=1419/0-5-8, B=1247/0-5-8 Max Horz B=288(LC 10) Max Uplift I=-242(LC 14), B=-129(LC 10) Max Grav I=1751(LC 21), B=1277(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-2616/203, C-D=-2347/155, D-F=-1237/46, G-I=-866/307 BOT CHORD B-L=-437/2445, J-L=-287/1632, I-J=-138/832 WEBS C-L=-484/161, D-L=-62/790, D-J=-802/195, F-J=-67/960, F-I=-1203/206 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) I=242, B=129. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351150 25191 B11A Monopitch 4 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:10 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-L58ItPBf8X58sV8QZtfk6Y2Rv09Y9rim74JgVsz7Kqx -1-10-8 6-5-0 12-0-8 17-8-0 23-6-0 27-0-12 1-10-8 6-5-0 5-7-8 5-7-8 5-10-0 3-6-12 H 4.12 12 Scale = 1:50.3 4x12 G 4x4 4x6 R F E 3x4 D 9-7-7 4x6 9-7-7 8-4-12 1.5x4 C 4x8 B M Q A 0-7-4 0-3-15 L K J S T I 3x4 3x4 4x4 4x4 3x6 8-3-8 15-9-8 23-6-0 8-3-8 7-6-0 7-8-8 Plate Offsets (X,Y)-- [B:0-0-8,0-0-0], [E:0-3-0,Edge], [F:0-1-12,0-2-0], [G:0-5-8,0-2-0], [I:0-1-8,0-1-8], [J:0-2-0,0-1-12], [M:0-2-12,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.17 L-P >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.94 Vert(CT) -0.34 L-P >821 180 TCDL 13.0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.05 Q n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 114 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF 2100F 1.8E *Except* TOP CHORD Structural wood sheathing directly applied or 2-11-10 oc purlins, A-E: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt F-I, G-Q G-I,F-I: 2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) B=1247/0-5-8, Q=1410/0-3-8 Max Horz B=287(LC 10) Max Uplift B=-129(LC 10), Q=-244(LC 14) Max Grav B=1276(LC 3), Q=1742(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-2615/203, C-D=-2346/155, D-F=-1228/47, I-M=-117/973, G-M=-117/973 BOT CHORD B-L=-437/2444, J-L=-287/1628, I-J=-138/826 WEBS C-L=-482/161, D-L=-61/797, D-J=-809/194, F-J=-70/944, F-I=-1118/194, G-Q=-1744/411 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Bearing at joint(s) Q considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) B=129, Q=244. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351151 25191 B12 Monopitch 8 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:11 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-pHhg4lCIuqD?Ufjc6aAzflbYxQTouIuvMk3D1Iz7Kqw 6-5-0 12-0-8 17-8-0 23-6-0 27-0-12 6-5-0 5-7-8 5-7-8 5-10-0 3-6-12 G 4.12 12 Scale = 1:49.0 3x4 F 4x4 4x6 O E D 3x4 C 9-7-7 8-4-12 1.5x4 B A 0-3-15 K J I P Q H 4x4 3x4 3x5 4x4 5x6 8-3-8 15-9-8 23-6-0 8-3-8 7-6-0 7-8-8 Plate Offsets (X,Y)-- [C:0-1-12,0-1-8], [D:0-3-0,Edge], [E:0-1-12,0-2-0], [F:0-2-0,0-1-4], [H:0-3-0,0-2-12], [I:0-2-0,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.78 Vert(LL) -0.20 H-I >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 1.00 Vert(CT) -0.37 K-N >750 180 TCDL 13.0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.06 H n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 100 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-7-9 oc purlins, A-D: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt F-H, E-H F-H,E-H: 2x4 SPF No.2 REACTIONS. (lb/size) H=1425/0-5-8, A=1099/0-5-8 Max Horz A=263(LC 10) Max Uplift H=-243(LC 10), A=-69(LC 10) Max Grav H=1733(LC 21), A=1151(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-2652/218, B-C=-2376/167, C-E=-1236/48, F-H=-851/306 BOT CHORD A-K=-452/2483, I-K=-291/1638, H-I=-140/830 WEBS B-K=-504/167, C-K=-73/820, C-I=-815/203, E-I=-71/966, E-H=-1199/208 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A except (jt=lb) H=243. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351152 25191 B12A Monopitch 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:12 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-ITF2H5Cwf8Ls5pIogHhCBz7ldqp5dl23bOonZlz7Kqv 6-5-0 12-0-8 17-8-0 23-6-0 27-0-12 6-5-0 5-7-8 5-7-8 5-10-0 3-6-12 G 4.12 12 Scale = 1:49.8 4x12 F 4x4 4x6 Q E D 3x4 C 9-7-7 4x6 9-7-7 8-4-12 1.5x4 B A L P 4x8 0-7-4 0-3-15 K J I R S H 4x4 3x4 3x4 4x4 4x4 8-3-8 15-9-8 23-6-0 8-3-8 7-6-0 7-8-8 Plate Offsets (X,Y)-- [C:0-1-12,0-1-8], [D:0-3-0,Edge], [E:0-1-12,0-2-0], [F:0-5-8,0-2-0], [H:0-1-8,0-1-8], [I:0-2-0,0-1-12], [L:0-2-12,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.66 Vert(LL) -0.19 K-O >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 1.00 Vert(CT) -0.37 K-O >751 180 TCDL 13.0 Rep Stress Incr YES WB 0.66 Horz(CT) 0.05 P n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 112 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF 2100F 1.8E *Except* TOP CHORD Structural wood sheathing directly applied or 2-7-9 oc purlins, A-D: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt E-H, F-P F-H,E-H: 2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) A=1099/0-5-8, P=1416/0-3-8 Max Horz A=262(LC 10) Max Uplift A=-70(LC 10), P=-245(LC 10) Max Grav A=1150(LC 3), P=1724(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-2651/218, B-C=-2375/168, C-E=-1227/49, H-L=-119/972, F-L=-119/972 BOT CHORD A-K=-452/2482, I-K=-292/1634, H-I=-139/825 WEBS B-K=-503/167, C-K=-72/826, C-I=-821/202, E-I=-74/950, E-H=-1116/197, F-P=-1726/415 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Bearing at joint(s) P considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A except (jt=lb) P=245. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351153 25191 B13 Monopitch Supported Gable 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:14 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-EsNpinEABlbaL6SBoijgGOD37eaY5lKM2iHtedz7Kqt -1-10-8 23-6-0 1-10-8 23-6-0 M Scale = 1:44.5 L K 3x5 J I H G F 4.12 12 E 7-11-14 D 7x10 MT18HS C 3x4 B A 0-3-15 3x4 X W V U T S R Q P O N 4x4 23-6-0 23-6-0 Plate Offsets (X,Y)-- [B:0-10-14,0-1-8], [B:0-0-15,0-3-0], [B:0-0-8,0-2-0], [G:0-2-0,0-0-12], [H:0-2-0,0-0-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL) 0.00 A n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.68 Vert(CT) 0.01 A n/r 120 MT18HS 197/144 TCDL 13.0 Rep Stress Incr NO WB 0.28 Horz(CT) 0.11 N n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 136 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-7-1 oc purlins, B-I: 2x4 SPF 2100F 1.8E except end verticals. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-9-0 oc bracing. B-S: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt M-N WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 23-6-0. (lb) - Max Horz B=249(LC 38) Max Uplift All uplift 100 lb or less at joint(s) N, O, P, Q, R, T, U, V, W except B=-2093(LC 37), X=-264(LC 45) Max Grav All reactions 250 lb or less at joint(s) N, W except B=2340(LC 58), O=370(LC 30), P=338(LC 21), Q=344(LC 21), R=306(LC 21), T=269(LC 1), U=256(LC 21), V=317(LC 1), X=887(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-7787/7579, C-D=-6056/5886, D-E=-5319/5185, E-F=-4704/4580, F-G=-4025/3919, G-H=-3347/3257, H-J=-2668/2594, J-K=-1990/1931, K-L=-1310/1268, L-M=-641/612 BOT CHORD B-X=-7244/7246, W-X=-5530/5536, V-W=-4847/4853, U-V=-4289/4293, T-U=-3668/3672, R-T=-3048/3051, Q-R=-2428/2430, P-Q=-1808/1809, O-P=-1187/1188, N-O=-567/567 WEBS L-O=-319/51, K-P=-299/32, J-Q=-303/30, H-R=-266/30, E-V=-263/35, C-X=-679/332 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 2-0-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 12) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. June 14,2019 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351153 25191 B13 Monopitch Supported Gable 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:15 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-i2xBw7Foy3jRyG1NLQFvpblEt1wnqCaVHM1RA4z7Kqs NOTES- 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) N, O, P, Q, R, T, U, V, W except (jt=lb) B=2093, X=264. 14) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-6-0 for 310.0 plf. 15) No notches allowed in overhang and 11008 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-M=-114, B-N=-20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351154 25191 B14 Monopitch 5 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:16 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-AEVZ7SFQjNrIaQcav7m8MpIRURBVZX4eV0n_jWz7Kqr -1-10-8 6-5-0 12-0-8 17-9-1 23-6-0 1-10-8 6-5-0 5-7-8 5-8-10 5-8-15 3x4 Scale: 1/4"=1' G 4.12 12 4x4 F O 3x4 3x4 E D 8-4-12 1.5x4 C B A 0-3-15 K J I P Q H 4x5 3x4 3x5 4x4 3x5 8-3-8 16-5-0 23-6-0 8-3-8 8-1-8 7-1-0 Plate Offsets (X,Y)-- [E:0-1-12,0-1-8], [F:0-1-4,0-2-0], [I:0-2-0,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.60 Vert(LL) -0.17 K-N >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.97 Vert(CT) -0.33 K-N >837 180 TCDL 13.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.07 H n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 92 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-9 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. G-H,F-H: 2x4 SPF No.2 WEBS 1 Row at midpt G-H, F-H REACTIONS. (lb/size) H=1115/0-5-8, B=1269/0-5-8 Max Horz B=259(LC 10) Max Uplift H=-164(LC 14), B=-145(LC 10) Max Grav H=1382(LC 3), B=1325(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-2767/255, C-E=-2499/207, E-F=-1295/83, G-H=-264/64 BOT CHORD B-K=-454/2587, I-K=-307/1761, H-I=-154/974 WEBS C-K=-482/162, E-K=-56/814, E-I=-841/196, F-I=-53/925, F-H=-1422/227 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) H=164, B=145. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351155 25191 B14A Monopitch 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:17 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-eR3xLoG3Ugz9CaAmTrHNu0rd5rXgIzhokgWYFyz7Kqq -1-10-8 6-5-0 12-0-8 17-9-1 23-6-0 1-10-8 6-5-0 5-7-8 5-8-9 5-8-15 4x6 Scale = 1:53.1 4x8 3x12 G 4.12 12 4x4 F 3x4 Q 3x4 E D 8-4-12 8-4-12 1.5x4 C B L P A 0-7-4 0-3-15 K J I R S H 4x5 3x4 3x5 4x4 4x4 8-3-8 16-5-0 23-6-0 8-3-8 8-1-8 7-1-0 Plate Offsets (X,Y)-- [E:0-1-12,0-1-8], [F:0-1-8,0-2-0], [G:0-6-8,0-1-0], [H:0-1-8,0-1-8], [I:0-2-0,0-1-8], [L:0-2-12,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.18 K-O >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.97 Vert(CT) -0.34 K-O >833 180 TCDL 13.0 Rep Stress Incr YES WB 0.89 Horz(CT) 0.06 P n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 104 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-4 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. G-H,F-H: 2x4 SPF No.2 WEBS 1 Row at midpt F-H OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) B=1269/0-5-8, P=1072/0-3-8 Max Horz B=254(LC 10) Max Uplift B=-146(LC 10), P=-158(LC 14) Max Grav B=1327(LC 3), P=1325(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-2772/259, C-E=-2506/212, E-F=-1292/88, H-L=-140/1154, G-L=-140/1154 BOT CHORD B-K=-453/2591, I-K=-308/1767, H-I=-152/969 WEBS C-K=-479/161, E-K=-54/818, E-I=-859/198, F-I=-58/916, F-H=-1357/215, G-P=-1328/196 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Bearing at joint(s) P considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) B=146, P=158. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351156 25191 B15 Monopitch Supported Gable 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:19 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-apAilUIJ0IDsRtK8aGJrzRwvwfIvm285C_?eJrz7Kqo 21-10-8 25-5-4 21-10-8 3-6-12 L 2x4 3x4 4.12 12 Scale = 1:50.2 5x6 3x5 K J I H G F 9-7-7 E D 8-4-12 C B A 0-6-15 2x4 V U T S R Q P O N M 8x14 5x6 3x5 21-10-8 21-10-8 Plate Offsets (X,Y)-- [A:0-0-6,0-0-2], [A:0-7-9,0-0-4], [A:0-0-0,0-0-4], [A:Edge,0-3-8], [D:0-2-0,0-0-4], [E:0-2-0,0-0-0], [I:0-3-0,0-2-12], [I:0-2-0,0-0-8], [J:0-4-2,0-0-12], [M:0-2-12 ,0-1-8], [R:0-3-0,0-3-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.78 Vert(LL) 0.02 K-L n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.60 Vert(CT) -0.00 K-L n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.18 Horz(CT) -0.10 M n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 136 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-7-11 oc purlins, A-I: 2x4 SPF 2100F 1.8E, A-I: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-10-12 oc bracing. A-R: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt K-M WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 WEDGE Left: 2x6 SPF No.2 REACTIONS. All bearings 21-10-8. (lb) - Max Horz A=292(LC 39) Max Uplift All uplift 100 lb or less at joint(s) P, Q, R, S, T, U except M=-249(LC 40), A=-2768(LC 59), N=-375(LC 20), O=-131(LC 45), V=-483(LC 46) Max Grav All reactions 250 lb or less at joint(s) N, P, Q, R, S, T, U except M=965(LC 20), A=2946(LC 44), O=309(LC 30), V=690(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-7621/7414, B-C=-6156/5989, C-D=-5483/5334, D-E=-4801/4667, E-F=-4075/3950, F-G=-3444/3342, G-H=-2733/2624, H-I=-2095/2023, I-J=-1446/1388, J-K=-739/715, K-M=-956/404 BOT CHORD A-V=-6770/6759, U-V=-5603/5597, T-U=-4966/4963, S-T=-4364/4355, R-S=-3744/3734, Q-R=-3088/3074, P-Q=-2507/2491, O-P=-1887/1871, N-O=-1267/1250, M-N=-647/630 WEBS J-N=-187/426, B-V=-566/535 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide June 14,2019 Continued on page 2will fit between the bottom chord and any other members, with BCDL = 10.0psf. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351156 25191 B15 Monopitch Supported Gable 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:20 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-30k4zqJxnbLj31vL8zq4WfT4g2e8VVNEQelCsHz7Kqn NOTES- 11) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) P, Q, R, S, T, U except (jt=lb) M=249, A=2768, N=375, O=131, V=483. 13) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 21-10-8 for 310.0 plf. 14) No notches allowed in overhang and 0 from left end and 30612 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351157 25191 B16 Monopitch 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:20 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-30k4zqJxnbLj31vL8zq4WfT8e2ZhVOMEQelCsHz7Kqn -1-10-8 6-5-0 12-0-8 17-8-0 23-6-0 28-0-12 1-10-8 6-5-0 5-7-8 5-7-8 5-10-0 4-6-12 H 4.12 12 Scale = 1:52.0 0-6-5 2x4 G 4x4 4x6 P F E 3x4 D 9-11-9 9-11-9 9-5-4 1.5x4 C B A 0-3-15 L K J Q R I 3x4 3x5 4x4 3x5 3x6 8-3-8 15-9-8 23-6-0 27-11-4 8-3-8 7-6-0 7-8-8 4-5-4 Plate Offsets (X,Y)-- [B:0-0-8,0-0-0], [E:0-3-0,Edge], [F:0-1-12,0-2-0], [I:0-2-4,0-1-8], [J:0-2-0,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.20 I-J >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.95 Vert(CT) -0.34 L-O >817 180 TCDL 13.0 Rep Stress Incr YES WB 0.63 Horz(CT) 0.06 I n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 104 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc purlins, A-E: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt G-I, F-I G-I,F-I: 2x4 SPF No.2 REACTIONS. (lb/size) H=116/Mechanical, I=1364/0-5-8, B=1257/0-5-8 Max Horz B=303(LC 10) Max Uplift H=-41(LC 10), I=-238(LC 14), B=-127(LC 10) Max Grav H=186(LC 21), I=1638(LC 21), B=1286(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-2644/197, C-D=-2374/148, D-F=-1265/40, G-I=-714/160 BOT CHORD B-L=-447/2472, J-L=-296/1655, I-J=-149/864 WEBS C-L=-487/162, D-L=-63/793, D-J=-795/191, F-J=-62/955, F-I=-1242/220 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) H except (jt=lb) I=238, B=127. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351158 25191 B16A Monopitch 3 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:22 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-?OsqOWKBJDbRIL3jGOtYb4YUKsFbzIoXuyEIwAz7Kql -1-10-8 6-5-0 12-0-8 17-8-0 23-6-0 28-0-12 1-10-8 6-5-0 5-7-8 5-7-8 5-10-0 4-6-12 H /\ 4.12 12 Scale = 1:52.0 0-6-5 7x8 G 4x4 4x6 R F E 3x4 D 9-11-9 4x6 9-5-49-11-9 1.5x4 C 4x8 B A M 0-3-15 L K J S T I 3x4 3x4 4x4 4x5 3x6 8-3-8 15-9-8 23-6-0 28-0-12 8-3-8 7-6-0 7-8-8 4-6-12 Plate Offsets (X,Y)-- [B:0-0-8,0-0-0], [D:0-1-12,0-1-8], [E:0-3-0,Edge], [F:0-1-12,0-2-0], [G:0-3-12,0-4-0], [I:Edge,0-2-0], [J:0-2-0,0-1-12], [M:0-3-0,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.52 Vert(LL) -0.17 L-P >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.92 Vert(CT) -0.33 L-P >829 180 TCDL 13.0 Rep Stress Incr YES WB 0.64 Horz(CT) -0.06 H n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 116 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-0-6 oc purlins, A-E: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt F-I G-I,F-I: 2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) H=126/Mechanical, B=1232/0-5-8, M=1370/0-3-8 Max Horz B=303(LC 10) Max Uplift H=REL, B=-113(LC 10), M=-297(LC 14) Max Grav H=203(LC 21), B=1256(LC 3), M=1641(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-2556/147, C-D=-2286/99, D-F=-1167/0, I-M=-112/1027, G-M=-722/244 BOT CHORD B-L=-400/2388, J-L=-251/1566, I-J=-99/775 WEBS C-L=-486/161, D-L=-61/801, D-J=-799/195, F-J=-71/934, F-I=-1185/190 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Bearing at joint(s) M considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) B=113, M=297. 11) "/\" indicates Released bearing: allow for upward movement at joint(s) H. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351159 25191 B17 Monopitch 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:22 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-?OsqOWKBJDbRIL3jGOtYb4YT9sHjzHhXuyEIwAz7Kql 6-5-0 12-0-8 17-8-0 23-6-0 28-0-12 6-5-0 5-7-8 5-7-8 5-10-0 4-6-12 G /\ 4.12 12 Scale = 1:51.6 0-6-5 2x4 F 4x4 4x6 P E D 3x4 C 9-11-9 9-11-9 9-5-4 1.5x4 B A 0-3-15 K J I Q R H 3x6 3x4 3x5 4x4 3x5 8-3-8 15-9-8 23-6-0 28-0-12 8-3-8 7-6-0 7-8-8 4-6-12 Plate Offsets (X,Y)-- [C:0-1-12,0-1-8], [D:0-3-0,Edge], [E:0-1-12,0-2-0], [I:0-2-0,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.59 Vert(LL) -0.20 H-I >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.33 K-N >847 180 TCDL 13.0 Rep Stress Incr YES WB 0.64 Horz(CT) -0.06 G n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 102 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-9-10 oc purlins, A-D: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. A-J: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt F-H, E-H WEBS 2x3 SPF No.2 *Except* F-H,E-H: 2x4 SPF No.2 REACTIONS. (lb/size) G=117/Mechanical, H=1368/0-5-8, A=1109/0-5-8 Max Horz A=278(LC 10) Max Uplift G=REL, H=-288(LC 10), A=-59(LC 10) Max Grav G=185(LC 21), H=1620(LC 21), A=1161(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-2678/183, B-C=-2404/133, C-E=-1267/12, F-H=-697/246 BOT CHORD A-K=-435/2506, I-K=-276/1664, H-I=-120/863 WEBS B-K=-501/166, C-K=-72/820, C-I=-808/202, E-I=-70/961, E-H=-1241/182 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A except (jt=lb) H=288. 9) "/\" indicates Released bearing: allow for upward movement at joint(s) G. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351160 25191 B18 Monopitch 3 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:23 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-TbQDbsLp4WjIwVewp5On8H5eDGa7ijVg6czsScz7Kqk 6-4-15 12-0-6 17-7-13 23-3-4 27-1-8 28-0-12 6-4-15 5-7-7 5-7-7 5-7-7 3-10-4 0-11-4 Scale = 1:54.8 4.12 12 G H 1.5x4 3x4 F 4x4 3x5 Q E D 3x4 C 9-11-9 9-7-11 1.5x4 B A 0-3-15 M L K R S J I 3x4 3x4 4x4 3x4 3x4 3x5 8-3-6 16-1-14 23-3-4 27-1-8 8-3-6 7-10-7 7-1-6 3-10-4 Plate Offsets (X,Y)-- [A:0-1-0,Edge], [C:0-1-12,0-1-8], [E:0-1-12,0-2-0], [K:0-1-8,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.18 M-P >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.97 Vert(CT) -0.36 M-P >787 180 TCDL 13.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.06 J n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 116 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-14 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. G-I,E-J,F-J: 2x4 SPF No.2 WEBS 1 Row at midpt G-I, E-J, F-J REACTIONS. (lb/size) A=1074/0-5-8, J=1599/0-5-8 Max Horz A=279(LC 10) Max Uplift A=-61(LC 10), J=-247(LC 10) Max Grav A=1120(LC 2), J=1935(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-2564/159, B-C=-2289/109, C-E=-1081/0, G-I=-289/96 BOT CHORD A-M=-415/2399, K-M=-256/1542, J-K=-103/749 WEBS B-M=-504/168, C-M=-70/843, C-K=-843/200, E-K=-60/921, E-J=-1257/220, F-J=-925/293, F-I=-152/335 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A except (jt=lb) J=247. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351161 25191 B19 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:27 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-LMfjRDOK7lEkP6xh2xSjI7FHBt_veVmG1Dx3bNz7Kqg 27-1-8 28-0-12 27-1-8 0-11-4 4x8 Scale = 1:59.8 4.12 12 3x4 3x6 O 3x4 N M 8x10 L K AR J 4x7 4x10 MT18HS I H 5x12 G 4x7 F E 4x7 AD 9-2-13 D 4x7 C 4x7 3x7 3x6 B 4x7 7x16 4x7 4x7 A 4x7 0-3-15 2x4 4x7 Q P AC AB AA Z Y X W V U T S R 3x4 4x5 23-6-0 27-1-8 23-6-0 3-7-8 Plate Offsets (X,Y)-- [A:0-0-5,Edge], [A:0-6-11,Edge], [B:0-2-0,0-0-12], [C:0-2-0,0-0-8], [J:0-6-7,0-2-0], [J:0-2-0,Edge], [N:0-3-0,0-2-0], [N:0-0-4,0-3-0], [AG:0-0-13,0-3-10], [AG:0-3-11,0-1-7], [AH:0-3-2,0-3-10] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.83 Vert(LL) -0.01 A-AC >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.01 A-AC >999 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr NO WB 0.78 Horz(CT) -0.15 R n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 228 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-3-6 oc purlins, F-N,A-F: 2x4 SPF 2100F 1.8E except end verticals. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-5-10 oc bracing. A-V: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt N-P WEBS 2x8 SPF 1950F 1.7E *Except* JOINTS 1 Brace at Jt(s): AD N-P,M-AD: 2x4 SPF No.2, L-P: 2x3 SPF No.2, AC-AQ: 2x6 SPF No.2 OTHERS 2x4 SPF No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. All bearings 23-6-0. (lb) - Max Horz A=280(LC 37) Max Uplift All uplift 100 lb or less at joint(s) T, U, W, X, Y, Z except A=-2360(LC 59), R=-125(LC 40), S=-158(LC 37), AB=-451(LC 37) Max Grav All reactions 250 lb or less at joint(s) T, U, W, X, Y, Z, AA, AC except A=2494(LC 42), R=914(LC 21), R=641(LC 1), S=286(LC 30), AB=585(LC 28) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-9022/8810, B-C=-7440/7257, C-D=-6709/6550, D-E=-6093/5947, E-G=-5416/5285, G-H=-4738/4622, H-I=-4059/3960, I-J=-3382/3297, J-K=-2698/2629, K-L=-2047/1993, L-M=-1330/1280, M-N=-682/649, N-P=-285/118 BOT CHORD A-AC=-8326/8375, AB-AC=-7210/7205, AA-AB=-6724/6778, Z-AA=-6166/6158, Y-Z=-5548/5540, X-Y=-4929/4920, W-X=-4310/4301, U-W=-3690/3681, T-U=-3071/3062, S-T=-2452/2442, R-S=-1832/1822, Q-R=-1213/1203, P-Q=-593/583 WEBS L-R=-755/283, B-AB=-585/477, L-AD=-258/478, P-AD=-224/427 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable studs spaced at 2-0-0 oc. June 14,2019 Continued on page 29) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351161 25191 B19 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:27 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-LMfjRDOK7lEkP6xh2xSjI7FHBt_veVmG1Dx3bNz7Kqg NOTES- 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 11) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) T, U, W, X, Y, Z except (jt=lb) A=2360, R=125, S=158, AB=451. 13) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 27-1-8 for 310.0 plf. 14) No notches allowed in overhang and 0 from left end and 1104 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351162 25191 B20 Common 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:29 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-IknUsvQafMUSeQ53AMVBNYKa8he46UVZVXQAgGz7Kqe -1-10-8 7-9-2 14-8-12 21-8-6 29-5-8 31-4-0 1-10-8 7-9-2 6-11-10 6-11-10 7-9-2 1-10-8 Scale = 1:53.2 4x6 D 4.12 12 3x4 3x5 R S C E 5-4-10 B F A G 0-3-15 0-3-15 I K J H 3x4 1.5x4 4x8 2x4 3x5 3x6 7-9-2 14-8-12 23-3-4 23-4-4 29-5-8 7-9-2 6-11-10 8-6-8 0-1-0 6-1-4 Plate Offsets (X,Y)-- [B:0-1-0,0-0-0], [D:0-3-0,0-2-4], [F:0-1-0,Edge], [H:0-2-0,0-0-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.99 Vert(LL) -0.17 K-N >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.93 Vert(CT) -0.34 K-N >833 180 TCDL 13.0 Rep Stress Incr YES WB 0.51 Horz(CT) 0.05 H n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 96 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt C-J C-J: 2x4 SPF No.2 REACTIONS. (lb/size) B=1208/0-5-8, H=1711/0-5-8, F=195/0-5-8 Max Horz B=72(LC 14) Max Uplift B=-163(LC 10), H=-100(LC 11), F=-100(LC 11) Max Grav B=1234(LC 21), H=1772(LC 2), F=286(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-2427/353, C-D=-1239/221, D-E=-1234/221, E-F=-93/797 BOT CHORD B-K=-247/2258, J-K=-247/2258, H-J=-44/386, F-H=-668/152 WEBS C-K=0/301, C-J=-1277/223, D-J=0/367, E-J=-26/995, E-H=-1772/338 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) F except (jt=lb) B=163, H=100. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351163 25191 B20A Common 4 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:30 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-mxLs3FQCQgcJGagGk30Qwmtnv42orufijBAkCiz7Kqd -1-10-8 8-1-7 14-8-12 20-0-5 23-4-4 29-5-8 31-4-0 1-10-8 8-1-7 6-7-5 5-3-9 3-3-15 6-1-4 1-10-8 Scale = 1:53.2 4x5 D 4.12 12 3x4 3x4 E Y Z 4x12 C WF X 5-4-10 B U V G N A H 0-3-15 5x10 0-3-15 K M L J I 3x6 3x4 1.5x4 3x8 1.5x4 3x5 3x5 8-1-7 14-8-12 23-3-4 23-4-4 29-5-8 8-1-7 6-7-5 8-6-8 0-1-0 6-1-4 Plate Offsets (X,Y)-- [B:0-3-12,0-1-8], [D:0-3-0,Edge], [G:0-0-4,Edge], [J:0-2-0,0-1-8], [N:0-5-0,0-4-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.86 Vert(LL) -0.18 M-Q >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.58 Vert(CT) -0.35 M-Q >795 180 TCDL 13.0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.04 N n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 103 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: B-K: 2x4 SPF 2100F 1.8E 6-0-0 oc bracing: G-I. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt C-L C-L,F-J,F-I: 2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) B=1232/0-5-8, G=336/0-5-8, N=1530/0-5-8 Max Horz B=-72(LC 19) Max Uplift B=-164(LC 10), G=-104(LC 11), N=-102(LC 11) Max Grav B=1261(LC 21), G=361(LC 20), N=1562(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-2464/360, C-D=-1336/230, D-E=-1298/233, F-W=0/312, F-X=0/351, G-X=-5/294 BOT CHORD B-M=-250/2288, L-M=-250/2288, J-L=-83/771 WEBS C-M=0/294, C-L=-1232/222, D-L=-17/469, E-L=0/599, E-J=-1365/199, J-U=-117/1132, U-W=-117/1132 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Bearing at joint(s) N considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) B=164, G=104, N=102. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351164 25191 B21 COMMON 17 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:30 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-mxLs3FQCQgcJGagGk30QwmtmS431rxsijBAkCiz7Kqd 7-9-2 14-8-12 21-8-6 29-5-8 31-4-0 7-9-2 6-11-10 6-11-10 7-9-2 1-10-8 Scale = 1:50.5 4x6 C 4.12 12 3x4 R 3x5 Q B D 5-4-10 A E F 0-3-15 0-3-15 H J I G 3x4 1.5x4 3x8 2x4 3x5 3x6 7-9-2 14-8-12 23-3-4 23-4-4 29-5-8 7-9-2 6-11-10 8-6-8 0-1-0 6-1-4 Plate Offsets (X,Y)-- [A:0-1-4,Edge], [C:0-3-0,0-2-4], [E:0-1-0,Edge], [G:0-2-0,0-0-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.96 Vert(LL) -0.17 J-M >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.57 Vert(CT) -0.33 J-M >865 180 TCDL 13.0 Rep Stress Incr YES WB 0.50 Horz(CT) 0.04 G n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 94 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: A-H: 2x4 SPF 2100F 1.8E 6-0-0 oc bracing: E-G. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt B-I B-I: 2x4 SPF No.2 REACTIONS. (lb/size) A=1065/0-5-8, G=1689/0-5-8, E=216/0-5-8 Max Horz A=-80(LC 19) Max Uplift A=-103(LC 10), G=-101(LC 11), E=-99(LC 11) Max Grav A=1111(LC 3), G=1748(LC 2), E=292(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-2484/369, B-C=-1268/224, C-D=-1261/224, D-E=-90/731 BOT CHORD A-J=-275/2313, I-J=-275/2313, G-I=-48/412, E-G=-604/146 WEBS B-J=0/307, B-I=-1315/237, C-I=0/386, D-I=-25/969, D-G=-1747/340 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) E except (jt=lb) A=103, G=101. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351165 25191 B22 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:32 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-iJTcUxSTyHs0VtqerU2u?By5PuffJxo?BVfqHbz7Kqb 14-8-12 29-5-8 31-4-0 14-8-12 14-8-12 1-10-8 Scale = 1:50.4 4x4 G 4.12 12 F H E I AB D J C K 5-4-10 B L A M N 0-3-15 0-3-15 O 4x8 4x10 AA Z Y X W V U T S R Q P 3x4 23-6-0 29-5-8 23-6-0 5-11-8 Plate Offsets (X,Y)-- [M:0-0-2,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.93 Vert(LL) -0.05 M-O >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.94 Vert(CT) -0.09 M-O >839 180 TCDL 13.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.05 V n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 109 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. G-N: 2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 23-6-0 except (jt=length) M=0-5-8, P=0-5-8. (lb) - Max Horz A=-79(LC 56) Max Uplift All uplift 100 lb or less at joint(s) V, W, X, Y, Z, AA, T, S, R except A=-1549(LC 39), Q=-231(LC 32), M=-1806(LC 40), P=-243(LC 47) Max Grav All reactions 250 lb or less at joint(s) X, Z, S, R, Q except A=1628(LC 58), V=273(LC 68), W=263(LC 21), Y=254(LC 21), AA=500(LC 29), T=256(LC 22), M=1884(LC 57), P=800(LC 32) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-4720/4690, B-C=-3140/3160, C-D=-2406/2447, D-E=-1830/1871, E-F=-1181/1238, F-G=-537/607, G-H=-890/960, H-I=-1538/1593, I-J=-2182/2226, J-K=-2840/2832, K-L=-3474/3497, L-M=-4997/4963 BOT CHORD A-AA=-4381/4459, Z-AA=-2936/2993, Y-Z=-2254/2373, X-Y=-1696/1753, W-X=-1076/1133, V-W=-456/513, T-V=-791/848, S-T=-1411/1468, R-S=-2031/2088, Q-R=-2589/2708, P-Q=-2819/2876, O-P=-3271/3328, M-O=-4658/4719 WEBS B-AA=-358/142, K-Q=-278/92 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) V, W, X, Y, Z, AA , T, S, R except (jt=lb) A=1549, Q=231, M=1806, P=243. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist June 14,2019 drag loads along bottom chord from 0-0-0 to 29-5-8 for 310.0 plf. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351166 25191 B23 COMMON 3 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:33 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-AW1?iGT5jb_t71PrPCZ7YOVGbI4x2FK9Q9OOp1z7Kqa 8-1-7 14-8-12 20-0-5 23-4-4 29-5-8 31-4-0 8-1-7 6-7-5 5-3-9 3-3-15 6-1-4 1-10-8 Scale = 1:50.3 4x5 C 4.12 12 3x4 3x4 D X B 4x12 V E W 5-4-10 A T U F M G 0-3-15 5x10 0-3-15 J L K I H 4x5 3x4 1.5x4 3x8 1.5x4 3x5 3x5 8-1-7 14-8-12 23-3-4 23-4-4 29-5-8 8-1-7 6-7-5 8-6-8 0-1-0 6-1-4 Plate Offsets (X,Y)-- [A:0-3-8,Edge], [C:0-2-8,0-2-8], [F:0-0-4,Edge], [I:0-2-0,0-1-8], [M:0-5-0,0-4-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.90 Vert(LL) -0.20 L-P >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.62 Vert(CT) -0.38 L-P >726 180 TCDL 13.0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.04 M n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 100 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: A-J: 2x4 SPF 2100F 1.8E 6-0-0 oc bracing: F-H. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt B-K B-K,E-I,E-H: 2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) A=1083/0-5-8, F=335/0-5-8, M=1537/0-5-8 Max Horz A=-80(LC 19) Max Uplift A=-105(LC 10), F=-104(LC 11), M=-103(LC 11) Max Grav A=1134(LC 3), F=359(LC 20), M=1568(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-2499/372, B-C=-1344/233, C-D=-1305/235, E-V=0/315, E-W=0/355, F-W=-6/297 BOT CHORD A-L=-274/2324, K-L=-274/2324, I-K=-85/759 WEBS B-L=0/299, B-K=-1270/233, C-K=-20/476, D-K=0/603, D-I=-1374/204, I-T=-121/1138, T-V=-121/1138 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Bearing at joint(s) M considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) A=105, F=104, M=103. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351167 25191 B24 Monopitch 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:34 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-eiaNvcTjUv6kkB_1zv4M4c2W1iNbngJIep8xLTz7KqZ 6-5-0 12-0-8 17-9-1 23-6-0 6-5-0 5-7-8 5-8-10 5-8-15 4.12 12 Scale: 1/4"=1' F 3x4 4x4 3x4 E N D 3x4 C 8-4-12 1.5x4 B A 0-3-15 J I H O P G 3x6 3x4 3x5 4x4 3x5 8-3-8 16-5-0 23-6-0 8-3-8 8-1-8 7-1-0 Plate Offsets (X,Y)-- [C:0-1-12,0-1-8], [E:0-2-0,0-1-12], [H:0-2-0,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.60 Vert(LL) -0.17 J-M >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.78 Vert(CT) -0.32 J-M >866 180 TCDL 13.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.06 G n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 89 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-14 oc purlins, BOT CHORD 2x4 SPF No.2 *Except* except end verticals. A-I: 2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt F-G, E-G F-G,E-G: 2x4 SPF No.2 REACTIONS. (lb/size) G=1121/0-5-8, A=1121/0-5-8 Max Horz A=234(LC 10) Max Uplift G=-166(LC 10), A=-85(LC 10) Max Grav G=1372(LC 3), A=1196(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-2793/269, B-C=-2521/219, C-E=-1286/85, F-G=-260/64 BOT CHORD A-J=-468/2614, H-J=-312/1760, G-H=-156/967 WEBS B-J=-497/168, C-J=-66/844, C-H=-855/199, E-H=-55/930, E-G=-1411/229 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A except (jt=lb) G=166. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351168 25191 B24A Monopitch 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:35 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-6u8l6yULFCEbMLYDWdcbdpahc5kVW6GRtTtUtvz7KqY 6-5-0 12-0-8 17-8-0 23-6-0 6-5-0 5-7-8 5-7-8 5-10-0 4x6 Scale = 1:54.0 4x8 4.12 12 3x12 F 4x4 3x5 E D P 3x4 C 8-4-12 8-4-12 1.5x4 B A K O 0-7-4 0-3-15 J I H Q R G 3x6 3x4 3x5 4x4 4x5 8-3-8 16-2-3 23-6-0 8-3-8 7-10-11 7-3-13 Plate Offsets (X,Y)-- [C:0-1-12,0-1-8], [E:0-1-12,0-2-0], [F:0-6-8,0-1-0], [G:0-1-12,0-2-0], [H:0-1-8,0-1-12], [K:0-3-0,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.61 Vert(LL) -0.17 J-N >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.74 Vert(CT) -0.33 J-N >849 180 TCDL 13.0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.05 O n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 102 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-8 oc purlins, BOT CHORD 2x4 SPF No.2 *Except* except end verticals. A-I: 2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt E-G F-G,E-G: 2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) A=1121/0-5-8, O=1077/0-3-8 Max Horz A=229(LC 10) Max Uplift A=-87(LC 10), O=-159(LC 10) Max Grav A=1198(LC 3), O=1316(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-2796/275, B-C=-2525/225, C-E=-1317/95, G-K=-140/1142, F-K=-140/1142 BOT CHORD A-J=-469/2617, H-J=-312/1768, G-H=-157/973 WEBS B-J=-495/167, C-J=-67/839, C-H=-846/199, E-H=-62/924, E-G=-1343/220, F-O=-1319/198 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Bearing at joint(s) O considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A except (jt=lb) O=159. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351169 25191 B25 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:37 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-3HGVXeWbnqUJbeice1e3iEgzivSP_AQkKnMbyoz7KqW 14-8-12 29-5-8 31-4-0 14-8-12 14-8-12 1-10-8 Scale = 1:50.6 4x4 G 4.12 12 F H E I AH D J C K 5-4-10 B L A M N 0-3-15 0-3-15 O AA Z Y X W V U T S R Q P 4x7 4x10 4x4 23-6-0 29-5-8 23-6-0 5-11-8 Plate Offsets (X,Y)-- [A:0-0-2,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.89 Vert(LL) -0.05 O-AG >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.52 Vert(CT) -0.09 O-AG >797 180 TCDL 13.0 Rep Stress Incr YES WB 0.20 Horz(CT) 0.04 W n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 109 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF 2100F 1.8E *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. G-N: 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 3-4-15 oc bracing. BOT CHORD 2x4 SPF 2100F 1.8E OTHERS 2x4 SPF No.2 REACTIONS. All bearings 23-6-0 except (jt=length) M=0-5-8, P=0-5-8. (lb) - Max Horz A=-169(LC 47) Max Uplift All uplift 100 lb or less at joint(s) W, X, Y, Z, U, T, R except A=-1814(LC 39), V=-338(LC 46), AA=-140(LC 46), Q=-429(LC 32), M=-1490(LC 40), P=-217(LC 47) Max Grav All reactions 250 lb or less at joint(s) X, Z, T, R, Q, A except A=1896(LC 58), V=472(LC 55), W=264(LC 21), Y=260(LC 29), AA=536(LC 29), U=256(LC 22), M=1574(LC 57), P=964(LC 32) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-5247/5207, B-C=-3921/3908, C-D=-3256/3287, D-E=-2611/2642, E-F=-1965/2012, F-G=-1314/1344, G-H=-641/725, H-I=-760/807, I-J=-1408/1441, J-K=-2064/2072, K-L=-2698/2706, L-M=-4010/3969 BOT CHORD A-AA=-4739/4806, Z-AA=-3208/3275, Y-Z=-2353/2498, X-Y=-1653/1720, W-X=-876/943, V-W=-679/746, U-V=-1456/1523, T-U=-2233/2300, R-T=-3010/3077, Q-R=-3746/3855, P-Q=-3998/4065, O-P=-3998/4065, M-O=-3998/4065 WEBS G-V=-432/358, B-AA=-324/135 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) W, X, Y, Z, U, T, R except (jt=lb) A=1814, V=338, AA=140, Q=429, M=1490, P=217, A=1814. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist June 14,2019 drag loads along bottom chord from 0-0-0 to 23-6-0 for 388.6 plf. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351170 25191 B26 Common 4 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:38 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-XTqul_WEY7cADoHoCl9IFSCBkJkujXiuZR69UEz7KqV -1-10-8 7-1-14 13-6-4 19-10-10 26-3-0 29-5-8 31-4-0 1-10-8 7-1-14 6-4-6 6-4-6 6-4-6 3-2-8 1-10-8 5x6 Scale = 1:57.0 4.12 12 G 2x4 R H 4x4 I 3x5 F E 3x4 D 9-4-2 1.5x4 8-2-14 C B A 0-3-15 N M L S T U V K J 3x4 3x4 4x4 3x4 5x6 4x4 8-3-6 15-9-5 23-3-4 29-5-8 8-3-6 7-5-15 7-5-15 6-2-4 Plate Offsets (X,Y)-- [B:0-2-0,Edge], [D:0-1-8,0-1-8], [F:0-1-12,0-2-0], [G:0-2-12,0-2-8], [H:0-2-0,0-0-8], [J:0-2-12,0-3-0], [L:0-2-0,0-1-12], [N:0-1-8,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.68 Vert(LL) -0.17 N-Q >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.82 Vert(CT) -0.34 N-Q >823 180 TCDL 13.0 Rep Stress Incr YES WB 0.58 Horz(CT) 0.03 K n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 127 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-13 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. F-K,G-K,H-J: 2x4 SPF No.2 WEBS 1 Row at midpt F-K, G-K, H-J REACTIONS. (lb/size) B=1039/0-5-8, K=2471/0-5-8, J=-400/0-5-8 Max Horz B=256(LC 10) Max Uplift B=-123(LC 10), K=-292(LC 14), J=-556(LC 21) Max Grav B=1043(LC 3), K=2721(LC 2), J=70(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-1864/180, C-D=-1694/177, D-F=-512/52, F-G=-93/784, H-J=-457/156 BOT CHORD B-N=-341/1729, L-N=-175/760, J-K=-266/42 WEBS C-N=-510/173, D-N=-126/1039, D-L=-818/212, F-L=-134/1151, F-K=-1173/269, G-K=-1346/220, G-J=-119/833 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) B=123, K=292, J=556. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351171 25191 B27 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:40 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-TsyeAgYU3lsuS6RBJABmKtITQ6OhBTNA1lbFZ7z7KqT -1-10-8 26-3-0 29-5-8 31-4-0 1-10-8 26-3-0 3-2-8 1-10-8 4x7 Scale = 1:58.9 4.12 12 N O 4x4 3x4 M P L Q 4x10 MT18HS K J I H G F AG 9-4-2 E D 3x7 8-2-14 C B A 0-3-15 U T S R AF AE AD AC AB AA Z Y X W V 3x4 4x4 5x14 MT18HS 4x5 23-6-0 29-5-8 23-6-0 5-11-8 Plate Offsets (X,Y)-- [B:0-3-6,Edge], [I:0-5-0,Edge], [N:0-3-8,Edge], [P:0-2-0,0-1-12], [R:Edge,0-3-8], [Y:0-2-4,0-0-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.92 Vert(LL) 0.18 T >404 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.93 Vert(CT) -0.18 T >395 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.50 Horz(CT) -0.16 R n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 167 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, A-I: 2x4 SPF 2100F 1.8E except end verticals. BOT CHORD 2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SPF No.2 *Except* WEBS 1 Row at midpt P-R, N-T, O-S L-T: 2x3 SPF No.2 JOINTS 1 Brace at Jt(s): AG OTHERS 2x4 SPF No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. All bearings 23-6-0 except (jt=length) R=0-5-8, V=0-5-8. (lb) - Max Horz B=256(LC 37) Max Uplift All uplift 100 lb or less at joint(s) X, Z, AA, AB, AC, AD, AE except R=-442(LC 40), B=-3169(LC 37), W=-779(LC 37), AF=-199(LC 46), V=-1094(LC 46) Max Grav All reactions 250 lb or less at joint(s) X, Z, AA, AB, AC, AE except R=692(LC 31), B=3297(LC 58), W=925(LC 58), AD=269(LC 27), AF=720(LC 27), V=1196(LC 57), B=375(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-9374/9230, C-D=-7606/7558, D-E=-6885/6867, E-F=-6269/6259, F-G=-5593/5597, G-H=-4917/4933, H-J=-4240/4270, J-K=-3559/3602, K-L=-2902/2957, L-M=-2288/2276, M-N=-1582/1623, N-O=-929/998, O-P=-266/318, P-R=-538/361 BOT CHORD B-AF=-8811/8737, AE-AF=-7118/7044, AD-AE=-6498/6424, AC-AD=-5878/5799, AB-AC=-5258/5184, AA-AB=-4638/4564, Z-AA=-4018/3944, X-Z=-3372/3324, W-X=-2778/2704, V-W=-2158/2084, U-V=-1842/1767, T-U=-1538/1464, S-T=-912/914, R-S=-291/261 WEBS N-T=-438/382, M-AG=-282/239, U-AG=-293/251, L-W=-485/168, C-AF=-426/190, L-AG=-131/357, T-AG=-119/350 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 1.5x4 MT20 unless otherwise indicated. June 14,2019 Continued on page 28) Gable studs spaced at 2-0-0 oc. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351171 25191 B27 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:41 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-x2V0N0Z6q2?l4G0Ntti?s4qe9WkwwwdKFPKp5Zz7KqS NOTES- 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 11) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) X, Z, AA, AB, AC, AD, AE except (jt=lb) R=442, B=3169 , W=779, AF=199, V=1094, B=3169. 13) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 29-5-8 for 310.0 plf. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351172 25191 B29 Monopitch 3 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:41 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-x2V0N0Z6q2?l4G0Ntti?s4qlhWkFwuXKFPKp5Zz7KqS -1-10-8 6-5-1 12-0-11 17-8-4 23-3-14 26-6-8 29-2-14 1-10-8 6-5-1 5-7-10 5-7-10 5-7-10 3-2-10 2-8-6 I 4.12 12 Scale = 1:54.0 H 4x4 2x4 G 4x4 R 4x6 F E 3x4 10-4-7 D 9-5-5 1.5x4 C B A 0-3-15 N M L S T K J 3x4 3x4 4x4 3x4 3x5 3x6 8-3-10 15-9-12 23-3-14 23-6-10 26-6-8 8-3-10 7-6-2 7-6-2 0-2-12 2-11-14 Plate Offsets (X,Y)-- [B:0-0-8,0-0-0], [D:0-1-12,0-1-8], [E:0-3-0,Edge], [H:0-2-0,0-0-12], [J:0-2-0,0-1-8], [L:0-2-0,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.51 Vert(LL) -0.17 N-Q >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.91 Vert(CT) -0.33 N-Q >849 180 TCDL 13.0 Rep Stress Incr YES WB 0.64 Horz(CT) 0.06 K n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 126 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-1-2 oc purlins, A-E: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt H-J, F-K, G-K H-J,F-K,G-K: 2x4 SPF No.2 REACTIONS. (lb/size) B=1207/0-5-8, K=1686/0-5-8 Max Horz B=311(LC 10) Max Uplift B=-113(LC 10), K=-276(LC 14) Max Grav B=1234(LC 2), K=2080(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-2488/129, C-D=-2217/80, D-F=-1094/0, F-G=-237/345, H-J=-595/231 BOT CHORD B-N=-392/2324, L-N=-240/1498, K-L=-94/709 WEBS C-N=-490/163, D-N=-64/807, D-L=-795/190, F-L=-64/928, F-K=-1234/229, G-K=-1074/366, G-J=-289/633 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) B=113, K=276. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351173 25191 B30 Monopitch 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:47 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-mCtHe3dtQuluoBTXD8pP6L4jOxnGKWZCeLn7JDz7KqM -1-10-8 7-2-2 13-6-12 19-11-6 26-6-8 29-2-14 1-10-8 7-2-2 6-4-10 6-4-10 6-7-2 2-8-6 H 4.12 12 6x8 Scale = 1:54.2 G 4x4 4x6 F R E 3x4 D 4x6 10-4-7 10-4-7 9-5-5 1.5x4 C B M Q A 4x8 0-7-4 0-3-15 L K J S T I 4x5 3x4 3x5 4x4 4x5 9-3-10 17-9-13 26-6-8 9-3-10 8-6-3 8-8-11 Plate Offsets (X,Y)-- [D:0-1-12,0-1-8], [E:0-3-0,Edge], [F:0-1-0,0-2-0], [G:0-3-4,0-4-0], [I:Edge,0-1-12], [J:0-2-0,0-1-8], [L:0-1-12,0-1-8], [M:0-3-0,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.68 Vert(LL) -0.29 I-J >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.94 Vert(CT) -0.45 L-P >703 180 TCDL 13.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.05 Q n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 128 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-4-13 oc purlins, A-E: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. B-K: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt F-I, G-Q WEBS 2x3 SPF No.2 *Except* G-I,F-I: 2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) B=1403/0-5-8, Q=1481/0-3-8 Max Horz B=310(LC 10) Max Uplift B=-145(LC 10), Q=-246(LC 14) Max Grav B=1451(LC 3), Q=1829(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-3061/261, C-D=-2753/205, D-F=-1478/73, I-M=-145/1200, G-M=-145/1200 BOT CHORD B-L=-512/2860, J-L=-338/1923, I-J=-170/1022 WEBS C-L=-552/185, D-L=-72/911, D-J=-908/219, F-J=-77/1075, F-I=-1390/239, G-Q=-1831/389 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Bearing at joint(s) Q considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) B=145, Q=246. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351174 25191 B31 Monopitch 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:47 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-mCtHe3dtQuluoBTXD8pP6L4jJxn7KWiCeLn7JDz7KqM -1-10-8 7-2-2 13-6-12 19-11-6 26-6-8 27-9-4 1-10-8 7-2-2 6-4-10 6-4-10 6-7-2 1-2-12 4x8 Scale = 1:57.7 4.12 12 6x8 H G 4x6 4x4 4x6 F R E 3x4 D 9-10-6 9-5-5 9-10-6 1.5x4 C B M Q A 0-7-4 0-3-15 L K J S T I 4x5 3x4 3x6 4x4 4x5 9-3-10 17-9-13 26-6-8 9-3-10 8-6-3 8-8-11 Plate Offsets (X,Y)-- [D:0-1-12,0-1-8], [E:0-3-0,Edge], [F:0-1-4,0-2-0], [G:0-3-4,0-4-0], [I:Edge,0-1-12], [J:0-2-0,0-1-8], [L:0-1-12,0-1-8], [M:0-2-12,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.69 Vert(LL) -0.29 I-J >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.94 Vert(CT) -0.45 L-P >699 180 TCDL 13.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.06 Q n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 126 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-4-6 oc purlins, A-E: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. B-K: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt F-I, G-Q WEBS 2x3 SPF No.2 *Except* G-I,F-I: 2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) B=1412/0-5-8, Q=1360/0-3-8 Max Horz B=298(LC 10) Max Uplift B=-152(LC 10), Q=-215(LC 14) Max Grav B=1471(LC 3), Q=1681(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-3122/284, C-D=-2813/228, D-F=-1541/96, I-M=-154/1266, G-M=-154/1266 BOT CHORD B-L=-519/2918, J-L=-345/1979, I-J=-179/1087 WEBS C-L=-554/186, D-L=-72/913, D-J=-899/215, F-J=-72/1068, F-I=-1477/251, G-Q=-1683/312 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Bearing at joint(s) Q considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) B=152, Q=215. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351175 25191 B32 Monopitch Structural Gable 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:49 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-ib_22lf7yW?c2UdvLZstBm92ulU7oSCV5fGEN5z7KqK -1-10-8 7-2-2 13-6-12 19-11-6 26-6-8 27-9-4 1-10-8 7-2-2 6-4-10 6-4-10 6-7-2 1-2-12 Scale = 1:59.0 5x8 4.12 12 3x6 J I 10x14 3x5 H X 3x4 3x4 G F E 9-0-6 D 5x8 4x7 3x4 4x7 C B A 4x6 0-3-15 N M Y L Z 4x5 K O 3x4 4x4 3x5 4x10 MT18HS 3x5 3-2-8 9-3-10 17-9-13 26-6-8 3-2-8 6-1-2 8-6-3 8-8-11 Plate Offsets (X,Y)-- [B:0-0-0,0-2-3], [B:0-0-4,0-2-4], [C:0-2-0,0-0-8], [D:0-2-0,0-0-0], [H:0-0-5,Edge], [H:0-6-4,0-2-4], [I:0-2-8,0-2-8], [M:0-2-0,0-1-12], [O:0-2-4,0-2-0], [Q:0-0-1 ,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.32 K-M >860 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.85 Vert(CT) -0.48 K-M >577 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr NO WB 0.78 Horz(CT) 0.08 K n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 198 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-6-12 oc purlins, E-I,B-E: 2x4 SPF 2100F 1.8E except end verticals. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B-L: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt I-K, H-K WEBS 2x4 SPF No.2 *Except* D-N,F-N: 2x3 SPF No.2, P-Q,H-R,R-S,S-T,O-T: 2x8 SPF 1950F 1.7E H-Q: 2x6 SPF No.2 REACTIONS. All bearings 3-6-0 except (jt=length) K=0-3-8. (lb) - Max Horz B=313(LC 10) Max Uplift All uplift 100 lb or less at joint(s) K, B Max Grav All reactions 250 lb or less at joint(s) except K=2119(LC 21), B=1391(LC 21), O=947(LC 3), O=926(LC 1), B=1364(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-3524/0, C-D=-3615/0, D-F=-3236/0, F-H=-1923/0, I-K=-670/99 BOT CHORD B-O=-152/3386, N-O=-151/3343, M-N=-103/2502, K-M=-52/1403 WEBS D-N=-539/85, F-N=0/686, F-M=-1140/90, H-M=0/1214, H-K=-1953/74, C-O=-790/30 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 11) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) K, B, B. 13) No notches allowed in overhang and 11008 from left end and 10212 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at June 14,2019 Continued on page 2least one tie plate between each notch. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351175 25191 B32 Monopitch Structural Gable 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:49 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-ib_22lf7yW?c2UdvLZstBm92ulU7oSCV5fGEN5z7KqK LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-V=-114, B-I=-114, I-J=-114, K-U=-20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351176 25191 B33 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:50 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-AnYQG5gljp7TfeC6uGN6k_iF68sbXvHfKI0nvYz7KqJ 6-5-0 12-0-8 17-9-1 23-6-0 6-5-0 5-7-8 5-8-10 5-8-15 3x4 Scale = 1:49.9 4.12 12 1.5x4 F 3x6 1.5x4 4x4 E 2x4 3x4 V 3x4 D C 8-4-12 1.5x4 4x7 B 1.5x4 4x10 3x6 A 0-3-15 J I H G 3x6 3x4 3x5 4x4 3x5 8-3-8 16-5-0 23-6-0 8-3-8 8-1-8 7-1-0 Plate Offsets (X,Y)-- [C:0-1-12,0-1-8], [E:0-1-12,0-2-0], [H:0-2-0,0-1-12], [J:0-1-12,0-1-8], [O:0-3-0,0-0-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.59 Vert(LL) -0.16 J-U >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.70 Vert(CT) -0.31 J-U >890 180 TCDL 13.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.06 G n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 120 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-7 oc purlins, BOT CHORD 2x4 SPF No.2 *Except* except end verticals. A-I: 2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt F-G, E-G F-G,E-G: 2x4 SPF No.2, K-L,L-M,M-N: 2x8 SPF 1950F 1.7E OTHERS 2x4 SPF No.2 REACTIONS. (lb/size) G=1121/0-5-8, A=1121/0-5-8 Max Horz A=234(LC 10) Max Uplift G=-166(LC 10), A=-85(LC 10) Max Grav G=1340(LC 20), A=1181(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-2752/269, B-C=-2480/219, C-E=-1235/85, F-G=-260/64 BOT CHORD A-J=-468/2574, H-J=-312/1720, G-H=-156/944 WEBS B-J=-497/168, C-J=-66/854, C-H=-855/199, E-H=-55/873, E-G=-1380/229 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A except (jt=lb) G=166. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351177 25191 B34 Monopitch Supported Gable 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:52 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-7AgAhmh0FRNBvyMU0hPapPnYYyYR?xkxncVu_Qz7KqH -1-10-8 23-6-0 1-10-8 23-6-0 3x6 Scale = 1:51.0 M L K 3x5 J I H G F 4.12 12 E 7-11-14 D 7x10 MT18HS C 4x7 3x4 4x7 4x7 B 4x7 A 0-3-15 3x4 Y X W V U T S R Q P O N 2x4 4x4 4x7 23-6-0 23-6-0 Plate Offsets (X,Y)-- [B:0-10-14,0-1-8], [B:0-0-15,0-3-0], [B:0-0-8,0-2-0], [G:0-2-0,0-0-12], [H:0-2-0,0-0-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL) 0.00 A n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.68 Vert(CT) 0.01 A n/r 120 MT18HS 197/144 TCDL 13.0 Rep Stress Incr NO WB 0.28 Horz(CT) 0.11 N n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 162 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-7-1 oc purlins, B-I: 2x4 SPF 2100F 1.8E except end verticals. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-9-0 oc bracing. B-S: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt M-N WEBS 2x8 SPF 1950F 1.7E *Except* M-N: 2x4 SPF No.2, U-AE: 2x6 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 23-6-0. (lb) - Max Horz B=249(LC 38) Max Uplift All uplift 100 lb or less at joint(s) N, O, P, Q, R, T, V, W, X except B=-2093(LC 37), Y=-264(LC 45) Max Grav All reactions 250 lb or less at joint(s) N, V, X, U except B=2340(LC 58), O=370(LC 30), P=338(LC 21), Q=343(LC 21), R=307(LC 21), T=263(LC 1), W=318(LC 1), Y=887(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-7787/7579, C-D=-6056/5886, D-E=-5319/5185, E-F=-4704/4580, F-G=-4025/3919, G-H=-3347/3257, H-J=-2668/2594, J-K=-1990/1931, K-L=-1310/1268, L-M=-641/612 BOT CHORD B-Y=-7244/7246, X-Y=-5530/5536, W-X=-4847/4853, V-W=-4289/4293, U-V=-3668/3672, T-U=-3355/3359, R-T=-3048/3051, Q-R=-2428/2430, P-Q=-1808/1809, O-P=-1187/1188, N-O=-567/567 WEBS L-O=-319/51, K-P=-299/32, J-Q=-303/30, H-R=-266/30, E-W=-263/35, C-Y=-679/332 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 2-0-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide June 14,2019 Continued on page 2will fit between the bottom chord and any other members, with BCDL = 10.0psf. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351177 25191 B34 Monopitch Supported Gable 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:58:52 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-7AgAhmh0FRNBvyMU0hPapPnYYyYR?xkxncVu_Qz7KqH NOTES- 12) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) N, O, P, Q, R, T, V, W, X except (jt=lb) B=2093, Y=264. 14) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-6-0 for 310.0 plf. 15) No notches allowed in overhang and 11008 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-M=-114, B-N=-20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351178 25191 C1 HALF HIP GIRDER 1 3 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:04 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-mTOjCtrXQ6uULoGojCdOIxHa1oZdpFBjYUPXPkz7Kq5 2-10-10 5-5-12 8-4-14 12-2-1 15-11-4 19-5-7 22-11-8 2-10-10 2-7-2 2-11-2 3-9-3 3-9-3 3-6-3 3-6-1 Scale = 1:41.9 7x8 3x6 4x7 4.12 12 F G H 0.25 12 4x7 R E 6x8 4x4 5x16 4x4 4-5-2 A Q B C D 1-10-21-8-0 S T N U M V L K W X Y Z O J P I 3x5 6x10 5x10 MT18HS 4x10 MT18HS 7x10 4x7 4x10 MT18HS 5x6 5-5-12 7-5-1 10-3-2 13-1-3 15-11-4 22-11-8 5-5-12 1-11-5 2-10-1 2-10-1 2-10-1 7-0-4 Plate Offsets (X,Y)-- [B:0-7-12,0-2-4], [C:0-1-12,0-1-12], [D:0-4-0,0-4-0], [E:0-2-8,0-1-8], [F:0-2-12,0-3-4], [G:0-2-8,0-1-8], [H:0-4-4,0-1-8], [J:0-2-8,0-1-8], [K:0-2-8,0-2-0], [M:0-5-0,0-2-8], [N:0-1-8,0-1-8], [O:0-2-12,0-4-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.88 Vert(LL) -0.32 M-N >852 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.98 Vert(CT) -0.62 M-N >441 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr NO WB 0.77 Horz(CT) 0.10 I n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 382 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-7-5 oc purlins, A-D: 2x6 SPF 2100F 1.8E except end verticals, and 2-0-0 oc purlins (6-0-0 max.): F-H. BOT CHORD 2x6 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 *Except* B-O: 2x4 SPF 2100F 1.8E REACTIONS. (lb/size) P=8056/0-5-8, I=8288/Mechanical Max Horz P=73(LC 55) Max Uplift P=-1365(LC 10), I=-1069(LC 10) Max Grav P=8056(LC 1), I=8320(LC 32) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-P=-560/93, A-B=-855/163, B-C=-27989/4626, C-D=-31157/2942, D-E=-25424/727, E-F=-16906/0, F-G=-10519/0, H-I=-666/1582 BOT CHORD O-P=-2750/15249, N-O=-4708/27979, M-N=-2082/32740, K-M=0/18632, J-K=0/10642, I-J=0/5972 WEBS B-P=-15875/2762, B-O=-2182/14184, C-O=-2666/215, C-N=0/4601, D-N=-3283/0, D-M=-11085/1800, E-M=-1391/9373, E-K=-7572/244, F-K=-343/8871, F-J=-3356/0, G-J=-48/7101, G-I=-9107/0 NOTES- 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-4-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-7-0 oc, Except member O-B 2x4 - 1 row at 0-9-0 oc, member C-O 2x4 - 1 row at 0-9-0 oc, member N-C 2x4 - 1 row at 0-9-0 oc, member N-D 2x4 - 1 row at 0-9-0 oc, member M-D 2x4 - 1 row at 0-9-0 oc, member M-E 2x4 - 1 row at 0-9-0 oc, member K-E 2x4 - 1 row at 0-9-0 oc, member F-K 2x4 - 1 row at 0-9-0 oc, member J-F 2x4 - 1 row at 0-9-0 oc, member J-G 2x4 - 1 row at 0-9-0 oc, member I-G 2x4 - 1 row at 0-9-0 oc. 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. 3) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide June 14,2019 Continued on page 2will fit between the bottom chord and any other members, with BCDL = 10.0psf. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351178 25191 C1 HALF HIP GIRDER 1 3 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:04 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-mTOjCtrXQ6uULoGojCdOIxHa1oZdpFBjYUPXPkz7Kq5 NOTES- 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Refer to girder(s) for truss to truss connections. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) P=1365, I=1069. 13) Load case(s) 1, 2, 3, 4, 5, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36, 37, 38, 39, 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 54, 55, 56, 57, 58, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 71, 72, 73, 74, 75 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1800 lb up at 5-5-12, and 1800 lb up at 22-9-12 on top chord, and 707 lb down and 124 lb up at 2-0-12, 537 lb down and 84 lb up at 4-0-12, 2565 lb down and 867 lb up at 5-5-13, 537 lb down and 82 lb up at 7-5-0, 537 lb down and 82 lb up at 9-5-0, 537 lb down and 82 lb up at 11-5-0, 537 lb down and 82 lb up at 13-5-0, 537 lb down and 82 lb up at 15-5-0, 537 lb down and 82 lb up at 17-5-0, and 537 lb down and 82 lb up at 19-5-0, and 537 lb down and 82 lb up at 21-5-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-76, C-D=-426, D-F=-426, F-H=-426, I-P=-20 Concentrated Loads (lb) Vert: O=-2565(B) N=-537(B) K=-537(B) S=-707(B) T=-537(B) U=-537(B) V=-537(B) W=-537(B) X=-537(B) Y=-537(B) Z=-537(B) 2) Dead + 0.75 Snow (balanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-64, C-D=-370, D-F=-370, F-H=-370, I-P=-35 Concentrated Loads (lb) Vert: H=1350 O=-1299(B) C=1350 N=-536(B) K=-536(B) S=-680(B) T=-536(B) U=-536(B) V=-536(B) W=-536(B) X=-536(B) Y=-536(B) Z=-536(B) 3) Dead + 0.75 Snow (Unbal. Left) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-64, C-D=-370, D-E=-370, E-F=-376, F-H=-343, I-P=-35 Concentrated Loads (lb) Vert: H=1350 O=-1299(B) C=1350 N=-536(B) K=-536(B) S=-680(B) T=-536(B) U=-536(B) V=-536(B) W=-536(B) X=-536(B) Y=-536(B) Z=-536(B) 4) Dead + 0.75 Snow (Unbal. Right) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-37, C-D=-344, D-F=-344, F-H=-384, I-P=-35 Concentrated Loads (lb) Vert: H=1350 O=-1299(B) C=1350 N=-536(B) K=-536(B) S=-680(B) T=-536(B) U=-536(B) V=-536(B) W=-536(B) X=-536(B) Y=-536(B) Z=-536(B) 5) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-C=-26, C-D=-201, D-F=-201, F-H=-201, I-P=-40 Concentrated Loads (lb) Vert: O=-1357(B) N=-343(B) K=-343(B) S=-403(B) T=-343(B) U=-343(B) V=-343(B) W=-343(B) X=-343(B) Y=-343(B) Z=-343(B) 10) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=21, C-D=-154, D-F=-154, F-H=-154, I-P=-10 Horz: A-P=12, A-D=-29, D-F=-29 Concentrated Loads (lb) Vert: H=1800 O=857(B) C=1800 N=72(B) K=72(B) S=114(B) T=74(B) U=72(B) V=72(B) W=72(B) X=72(B) Y=72(B) Z=72(B) 11) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=8, C-D=-167, D-F=-163, F-H=-154, I-P=-10 Horz: A-P=-15, A-D=-17, D-F=-20 Concentrated Loads (lb) Vert: H=1800 O=857(B) C=1800 N=72(B) K=72(B) S=114(B) T=74(B) U=72(B) V=72(B) W=72(B) X=72(B) Y=72(B) Z=72(B) 12) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-5, C-D=-180, D-F=-180, F-H=-180, I-P=-20 Horz: A-P=20, A-D=-21, D-F=-21 Concentrated Loads (lb) Vert: H=1800 O=867(B) C=1800 N=82(B) K=82(B) S=124(B) T=84(B) U=82(B) V=82(B) W=82(B) X=82(B) Y=82(B) Z=82(B) 13) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-18, C-D=-193, D-F=-189, F-H=-180, I-P=-20 Horz: A-P=-7, A-D=-8, D-F=-12 Concentrated Loads (lb) Vert: H=1800 O=867(B) C=1800 N=82(B) K=82(B) S=124(B) T=84(B) U=82(B) V=82(B) W=82(B) X=82(B) Y=82(B) Z=82(B) 14) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=21, C-D=-154, D-F=-154, F-H=-167, I-P=-10 Horz: A-P=10, A-D=-29, D-F=-29 Concentrated Loads (lb) Vert: H=1800 O=857(B) C=1800 N=72(B) K=72(B) S=114(B) T=74(B) U=72(B) V=72(B) W=72(B) X=72(B) Y=72(B) Z=72(B) 15) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Continued on page 3 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351178 25191 C1 HALF HIP GIRDER 1 3 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:04 2019 Page 3 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-mTOjCtrXQ6uULoGojCdOIxHa1oZdpFBjYUPXPkz7Kq5 LOAD CASE(S) Standard Uniform Loads (plf) Vert: A-C=8, C-D=-167, D-F=-167, F-H=-167, I-P=-10 Horz: A-P=-14, A-D=-17, D-F=-17 Concentrated Loads (lb) Vert: H=1800 O=857(B) C=1800 N=72(B) K=72(B) S=114(B) T=74(B) U=72(B) V=72(B) W=72(B) X=72(B) Y=72(B) Z=72(B) 16) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=21, C-D=-154, D-F=-154, F-H=-167, I-P=-10 Horz: A-P=10, A-D=-29, D-F=-29 Concentrated Loads (lb) Vert: H=1800 O=857(B) C=1800 N=72(B) K=72(B) S=114(B) T=74(B) U=72(B) V=72(B) W=72(B) X=72(B) Y=72(B) Z=72(B) 17) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=8, C-D=-167, D-F=-167, F-H=-167, I-P=-10 Horz: A-P=-14, A-D=-17, D-F=-17 Concentrated Loads (lb) Vert: H=1800 O=857(B) C=1800 N=72(B) K=72(B) S=114(B) T=74(B) U=72(B) V=72(B) W=72(B) X=72(B) Y=72(B) Z=72(B) 18) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-5, C-D=-180, D-F=-180, F-H=-193, I-P=-20 Horz: A-P=18, A-D=-21, D-F=-21 Concentrated Loads (lb) Vert: H=1800 O=867(B) C=1800 N=82(B) K=82(B) S=124(B) T=84(B) U=82(B) V=82(B) W=82(B) X=82(B) Y=82(B) Z=82(B) 19) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-18, C-D=-193, D-F=-193, F-H=-193, I-P=-20 Horz: A-P=-6, A-D=-8, D-F=-8 Concentrated Loads (lb) Vert: H=1800 O=867(B) C=1800 N=82(B) K=82(B) S=124(B) T=84(B) U=82(B) V=82(B) W=82(B) X=82(B) Y=82(B) Z=82(B) 20) Dead + Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-76, C-D=-426, D-E=-426, E-F=-435, F-H=-391, I-P=-20 Concentrated Loads (lb) Vert: O=-2565(B) N=-537(B) K=-537(B) S=-707(B) T=-537(B) U=-537(B) V=-537(B) W=-537(B) X=-537(B) Y=-537(B) Z=-537(B) 21) Dead + Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-41, C-D=-391, D-F=-391, F-H=-445, I-P=-20 Concentrated Loads (lb) Vert: O=-2565(B) N=-537(B) K=-537(B) S=-707(B) T=-537(B) U=-537(B) V=-537(B) W=-537(B) X=-537(B) Y=-537(B) Z=-537(B) 22) Dead + Uninhabitable Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-C=-26, C-D=-201, D-F=-201, F-H=-201, I-P=-40 Concentrated Loads (lb) Vert: O=-1357(B) N=-343(B) K=-343(B) S=-403(B) T=-343(B) U=-343(B) V=-343(B) W=-343(B) X=-343(B) Y=-343(B) Z=-343(B) 23) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-48, C-D=-354, D-F=-354, F-H=-354, I-P=-35 Horz: A-P=15, A-D=-16, D-F=-16 Concentrated Loads (lb) Vert: H=1350 O=375(B) C=1350 N=40(B) K=40(B) S=66(B) T=41(B) U=40(B) V=40(B) W=40(B) X=40(B) Y=40(B) Z=40(B) 24) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-57, C-D=-364, D-F=-361, F-H=-354, I-P=-35 Horz: A-P=-5, A-D=-6, D-F=-9 Concentrated Loads (lb) Vert: H=1350 O=375(B) C=1350 N=40(B) K=40(B) S=66(B) T=41(B) U=40(B) V=40(B) W=40(B) X=40(B) Y=40(B) Z=40(B) 25) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-48, C-D=-354, D-F=-354, F-H=-364, I-P=-35 Horz: A-P=14, A-D=-16, D-F=-16 Concentrated Loads (lb) Vert: H=1350 O=375(B) C=1350 N=40(B) K=40(B) S=66(B) T=41(B) U=40(B) V=40(B) W=40(B) X=40(B) Y=40(B) Z=40(B) 26) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-57, C-D=-364, D-F=-364, F-H=-364, I-P=-35 Horz: A-P=-4, A-D=-6, D-F=-6 Concentrated Loads (lb) Vert: H=1350 O=375(B) C=1350 N=40(B) K=40(B) S=66(B) T=41(B) U=40(B) V=40(B) W=40(B) X=40(B) Y=40(B) Z=40(B) 27) Dead + Minimum Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-66, C-D=-416, D-F=-376, F-H=-416, I-P=-20 Continued on page 4 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351178 25191 C1 HALF HIP GIRDER 1 3 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:04 2019 Page 4 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-mTOjCtrXQ6uULoGojCdOIxHa1oZdpFBjYUPXPkz7Kq5 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: O=-2565(B) N=-537(B) K=-537(B) S=-707(B) T=-537(B) U=-537(B) V=-537(B) W=-537(B) X=-537(B) Y=-537(B) Z=-537(B) 28) 3rd Dead + 0.75 Snow (Unbal. Left) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-37, C-D=-344, D-E=-370, E-F=-376, F-H=-343, I-P=-35 Concentrated Loads (lb) Vert: H=1350 O=-1299(B) C=1350 N=-536(B) K=-536(B) S=-680(B) T=-536(B) U=-536(B) V=-536(B) W=-536(B) X=-536(B) Y=-536(B) Z=-536(B) 29) 4th Dead + 0.75 Snow (Unbal. Left) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-Q=-64, C-Q=-76, C-D=-383, D-F=-344, F-H=-343, I-P=-35 Concentrated Loads (lb) Vert: H=1350 O=-1299(B) C=1350 N=-536(B) K=-536(B) S=-680(B) T=-536(B) U=-536(B) V=-536(B) W=-536(B) X=-536(B) Y=-536(B) Z=-536(B) 30) 5th Dead + 0.75 Snow (Unbal. Right) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-37, C-D=-344, D-R=-378, F-R=-370, F-H=-343, I-P=-35 Concentrated Loads (lb) Vert: H=1350 O=-1299(B) C=1350 N=-536(B) K=-536(B) S=-680(B) T=-536(B) U=-536(B) V=-536(B) W=-536(B) X=-536(B) Y=-536(B) Z=-536(B) 31) 6th Dead + 0.75 Snow (Unbal. Right) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-37, C-D=-344, D-F=-344, F-H=-384, I-P=-35 Concentrated Loads (lb) Vert: H=1350 O=-1299(B) C=1350 N=-536(B) K=-536(B) S=-680(B) T=-536(B) U=-536(B) V=-536(B) W=-536(B) X=-536(B) Y=-536(B) Z=-536(B) 32) 7th Unbal.Dead + Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-41, C-D=-391, D-F=-391, F-H=-464, I-P=-20 Concentrated Loads (lb) Vert: O=-2565(B) N=-537(B) K=-537(B) S=-707(B) T=-537(B) U=-537(B) V=-537(B) W=-537(B) X=-537(B) Y=-537(B) Z=-537(B) 33) 8th Unbal.Dead + Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-41, C-D=-391, D-F=-464, F-H=-391, I-P=-20 Concentrated Loads (lb) Vert: O=-2565(B) N=-537(B) K=-537(B) S=-707(B) T=-537(B) U=-537(B) V=-537(B) W=-537(B) X=-537(B) Y=-537(B) Z=-537(B) 34) 9th Unbal.Dead + Snow (Unbal. Left) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-41, C-D=-391, D-E=-426, E-F=-435, F-H=-391, I-P=-20 Concentrated Loads (lb) Vert: O=-2565(B) N=-537(B) K=-537(B) S=-707(B) T=-537(B) U=-537(B) V=-537(B) W=-537(B) X=-537(B) Y=-537(B) Z=-537(B) 35) 10th Unbal.Dead + Snow (Unbal. Left) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-Q=-76, C-Q=-93, C-D=-443, D-F=-391, F-H=-391, I-P=-20 Concentrated Loads (lb) Vert: O=-2565(B) N=-537(B) K=-537(B) S=-707(B) T=-537(B) U=-537(B) V=-537(B) W=-537(B) X=-537(B) Y=-537(B) Z=-537(B) 36) 11th Unbal.Dead + Snow (Unbal. Right) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-41, C-D=-391, D-R=-437, F-R=-426, F-H=-391, I-P=-20 Concentrated Loads (lb) Vert: O=-2565(B) N=-537(B) K=-537(B) S=-707(B) T=-537(B) U=-537(B) V=-537(B) W=-537(B) X=-537(B) Y=-537(B) Z=-537(B) 37) 12th Unbal.Dead + Snow (Unbal. Right) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-41, C-D=-391, D-F=-391, F-H=-445, I-P=-20 Concentrated Loads (lb) Vert: O=-2565(B) N=-537(B) K=-537(B) S=-707(B) T=-537(B) U=-537(B) V=-537(B) W=-537(B) X=-537(B) Y=-537(B) Z=-537(B) 38) 13th Unbal.Dead + 0.75 Snow (balanced) + 0.75 Uninhab. Attic Storage + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-37, C-D=-344, D-F=-344, F-H=-399, I-P=-35 Concentrated Loads (lb) Vert: H=1350 O=-1299(B) C=1350 N=-536(B) K=-536(B) S=-680(B) T=-536(B) U=-536(B) V=-536(B) W=-536(B) X=-536(B) Y=-536(B) Z=-536(B) 39) 14th Unbal.Dead + 0.75 Snow (balanced) + 0.75 Uninhab. Attic Storage + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-37, C-D=-344, D-F=-399, F-H=-343, I-P=-35 Concentrated Loads (lb) Vert: H=1350 O=-1299(B) C=1350 N=-536(B) K=-536(B) S=-680(B) T=-536(B) U=-536(B) V=-536(B) W=-536(B) X=-536(B) Y=-536(B) Z=-536(B) 40) 15th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-22, C-D=-328, D-F=-328, F-H=-383, I-P=-35 Horz: A-P=15, A-D=-16, D-F=-16 Concentrated Loads (lb) Vert: H=1350 O=375(B) C=1350 N=40(B) K=40(B) S=66(B) T=41(B) U=40(B) V=40(B) W=40(B) X=40(B) Y=40(B) Z=40(B) 41) 16th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Continued on page 5 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351178 25191 C1 HALF HIP GIRDER 1 3 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:04 2019 Page 5 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-mTOjCtrXQ6uULoGojCdOIxHa1oZdpFBjYUPXPkz7Kq5 LOAD CASE(S) Standard Uniform Loads (plf) Vert: A-C=-22, C-D=-328, D-F=-383, F-H=-328, I-P=-35 Horz: A-P=15, A-D=-16, D-F=-16 Concentrated Loads (lb) Vert: H=1350 O=375(B) C=1350 N=40(B) K=40(B) S=66(B) T=41(B) U=40(B) V=40(B) W=40(B) X=40(B) Y=40(B) Z=40(B) 42) 17th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-31, C-D=-337, D-F=-335, F-H=-383, I-P=-35 Horz: A-P=-5, A-D=-6, D-F=-9 Concentrated Loads (lb) Vert: H=1350 O=375(B) C=1350 N=40(B) K=40(B) S=66(B) T=41(B) U=40(B) V=40(B) W=40(B) X=40(B) Y=40(B) Z=40(B) 43) 18th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-31, C-D=-337, D-F=-390, F-H=-328, I-P=-35 Horz: A-P=-5, A-D=-6, D-F=-9 Concentrated Loads (lb) Vert: H=1350 O=375(B) C=1350 N=40(B) K=40(B) S=66(B) T=41(B) U=40(B) V=40(B) W=40(B) X=40(B) Y=40(B) Z=40(B) 44) 19th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-22, C-D=-328, D-F=-328, F-H=-392, I-P=-35 Horz: A-P=14, A-D=-16, D-F=-16 Concentrated Loads (lb) Vert: H=1350 O=375(B) C=1350 N=40(B) K=40(B) S=66(B) T=41(B) U=40(B) V=40(B) W=40(B) X=40(B) Y=40(B) Z=40(B) 45) 20th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-22, C-D=-328, D-F=-383, F-H=-337, I-P=-35 Horz: A-P=14, A-D=-16, D-F=-16 Concentrated Loads (lb) Vert: H=1350 O=375(B) C=1350 N=40(B) K=40(B) S=66(B) T=41(B) U=40(B) V=40(B) W=40(B) X=40(B) Y=40(B) Z=40(B) 46) 21st Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-31, C-D=-337, D-F=-337, F-H=-392, I-P=-35 Horz: A-P=-4, A-D=-6, D-F=-6 Concentrated Loads (lb) Vert: H=1350 O=375(B) C=1350 N=40(B) K=40(B) S=66(B) T=41(B) U=40(B) V=40(B) W=40(B) X=40(B) Y=40(B) Z=40(B) 47) 22nd Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-31, C-D=-337, D-F=-392, F-H=-337, I-P=-35 Horz: A-P=-4, A-D=-6, D-F=-6 Concentrated Loads (lb) Vert: H=1350 O=375(B) C=1350 N=40(B) K=40(B) S=66(B) T=41(B) U=40(B) V=40(B) W=40(B) X=40(B) Y=40(B) Z=40(B) 48) 23rd Unbal.Dead + Minimum Snow + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-41, C-D=-391, D-F=-391, F-H=-464, I-P=-20 Concentrated Loads (lb) Vert: O=-2565(B) N=-537(B) K=-537(B) S=-707(B) T=-537(B) U=-537(B) V=-537(B) W=-537(B) X=-537(B) Y=-537(B) Z=-537(B) 49) 24th Unbal.Dead + Minimum Snow + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-41, C-D=-391, D-F=-464, F-H=-391, I-P=-20 Concentrated Loads (lb) Vert: O=-2565(B) N=-537(B) K=-537(B) S=-707(B) T=-537(B) U=-537(B) V=-537(B) W=-537(B) X=-537(B) Y=-537(B) Z=-537(B) 54) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=21, C-D=-154, D-F=-154, F-H=-154, I-P=-10 Horz: A-P=12, A-D=-29, D-F=-29 Concentrated Loads (lb) Vert: H=1800 O=115(B) C=1800 N=-227(B) K=-227(B) S=-283(B) T=-228(B) U=-227(B) V=-227(B) W=-227(B) X=-227(B) Y=-227(B) Z=-227(B) 55) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=8, C-D=-167, D-F=-163, F-H=-154, I-P=-10 Horz: A-P=-15, A-D=-17, D-F=-20 Concentrated Loads (lb) Vert: H=1800 O=115(B) C=1800 N=-227(B) K=-227(B) S=-283(B) T=-228(B) U=-227(B) V=-227(B) W=-227(B) X=-227(B) Y=-227(B) Z=-227(B) 56) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-5, C-D=-180, D-F=-180, F-H=-180, I-P=-20 Horz: A-P=20, A-D=-21, D-F=-21 Concentrated Loads (lb) Vert: H=1800 O=125(B) C=1800 N=-217(B) K=-217(B) S=-273(B) T=-218(B) U=-217(B) V=-217(B) W=-217(B) X=-217(B) Y=-217(B) Z=-217(B) 57) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Continued on page 6 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351178 25191 C1 HALF HIP GIRDER 1 3 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:04 2019 Page 6 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-mTOjCtrXQ6uULoGojCdOIxHa1oZdpFBjYUPXPkz7Kq5 LOAD CASE(S) Standard Uniform Loads (plf) Vert: A-C=-18, C-D=-193, D-F=-189, F-H=-180, I-P=-20 Horz: A-P=-7, A-D=-8, D-F=-12 Concentrated Loads (lb) Vert: H=1800 O=125(B) C=1800 N=-217(B) K=-217(B) S=-273(B) T=-218(B) U=-217(B) V=-217(B) W=-217(B) X=-217(B) Y=-217(B) Z=-217(B) 58) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=21, C-D=-154, D-F=-154, F-H=-167, I-P=-10 Horz: A-P=10, A-D=-29, D-F=-29 Concentrated Loads (lb) Vert: H=1800 O=115(B) C=1800 N=-227(B) K=-227(B) S=-283(B) T=-228(B) U=-227(B) V=-227(B) W=-227(B) X=-227(B) Y=-227(B) Z=-227(B) 59) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=8, C-D=-167, D-F=-167, F-H=-167, I-P=-10 Horz: A-P=-14, A-D=-17, D-F=-17 Concentrated Loads (lb) Vert: H=1800 O=115(B) C=1800 N=-227(B) K=-227(B) S=-283(B) T=-228(B) U=-227(B) V=-227(B) W=-227(B) X=-227(B) Y=-227(B) Z=-227(B) 60) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=21, C-D=-154, D-F=-154, F-H=-167, I-P=-10 Horz: A-P=10, A-D=-29, D-F=-29 Concentrated Loads (lb) Vert: H=1800 O=115(B) C=1800 N=-227(B) K=-227(B) S=-283(B) T=-228(B) U=-227(B) V=-227(B) W=-227(B) X=-227(B) Y=-227(B) Z=-227(B) 61) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=8, C-D=-167, D-F=-167, F-H=-167, I-P=-10 Horz: A-P=-14, A-D=-17, D-F=-17 Concentrated Loads (lb) Vert: H=1800 O=115(B) C=1800 N=-227(B) K=-227(B) S=-283(B) T=-228(B) U=-227(B) V=-227(B) W=-227(B) X=-227(B) Y=-227(B) Z=-227(B) 62) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-5, C-D=-180, D-F=-180, F-H=-193, I-P=-20 Horz: A-P=18, A-D=-21, D-F=-21 Concentrated Loads (lb) Vert: H=1800 O=125(B) C=1800 N=-217(B) K=-217(B) S=-273(B) T=-218(B) U=-217(B) V=-217(B) W=-217(B) X=-217(B) Y=-217(B) Z=-217(B) 63) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-18, C-D=-193, D-F=-193, F-H=-193, I-P=-20 Horz: A-P=-6, A-D=-8, D-F=-8 Concentrated Loads (lb) Vert: H=1800 O=125(B) C=1800 N=-217(B) K=-217(B) S=-273(B) T=-218(B) U=-217(B) V=-217(B) W=-217(B) X=-217(B) Y=-217(B) Z=-217(B) 64) Reversal: Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-48, C-D=-354, D-F=-354, F-H=-354, I-P=-35 Horz: A-P=15, A-D=-16, D-F=-16 Concentrated Loads (lb) Vert: H=1350 O=-1006(B) C=1350 N=-438(B) K=-438(B) S=-542(B) T=-439(B) U=-438(B) V=-438(B) W=-438(B) X=-438(B) Y=-438(B) Z=-438(B) 65) Reversal: Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.33 , Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-57, C-D=-364, D-F=-361, F-H=-354, I-P=-35 Horz: A-P=-5, A-D=-6, D-F=-9 Concentrated Loads (lb) Vert: H=1350 O=-1006(B) C=1350 N=-438(B) K=-438(B) S=-542(B) T=-439(B) U=-438(B) V=-438(B) W=-438(B) X=-438(B) Y=-438(B) Z=-438(B) 66) Reversal: Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-48, C-D=-354, D-F=-354, F-H=-364, I-P=-35 Horz: A-P=14, A-D=-16, D-F=-16 Concentrated Loads (lb) Vert: H=1350 O=-1006(B) C=1350 N=-438(B) K=-438(B) S=-542(B) T=-439(B) U=-438(B) V=-438(B) W=-438(B) X=-438(B) Y=-438(B) Z=-438(B) 67) Reversal: Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-57, C-D=-364, D-F=-364, F-H=-364, I-P=-35 Horz: A-P=-4, A-D=-6, D-F=-6 Concentrated Loads (lb) Vert: H=1350 O=-1006(B) C=1350 N=-438(B) K=-438(B) S=-542(B) T=-439(B) U=-438(B) V=-438(B) W=-438(B) X=-438(B) Y=-438(B) Z=-438(B) 68) Reversal: 15th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Continued on page 7 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351178 25191 C1 HALF HIP GIRDER 1 3 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:04 2019 Page 7 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-mTOjCtrXQ6uULoGojCdOIxHa1oZdpFBjYUPXPkz7Kq5 LOAD CASE(S) Standard Uniform Loads (plf) Vert: A-C=-22, C-D=-328, D-F=-328, F-H=-383, I-P=-35 Horz: A-P=15, A-D=-16, D-F=-16 Concentrated Loads (lb) Vert: H=1350 O=-1006(B) C=1350 N=-438(B) K=-438(B) S=-542(B) T=-439(B) U=-438(B) V=-438(B) W=-438(B) X=-438(B) Y=-438(B) Z=-438(B) 69) Reversal: 16th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-22, C-D=-328, D-F=-383, F-H=-328, I-P=-35 Horz: A-P=15, A-D=-16, D-F=-16 Concentrated Loads (lb) Vert: H=1350 O=-1006(B) C=1350 N=-438(B) K=-438(B) S=-542(B) T=-439(B) U=-438(B) V=-438(B) W=-438(B) X=-438(B) Y=-438(B) Z=-438(B) 70) Reversal: 17th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-31, C-D=-337, D-F=-335, F-H=-383, I-P=-35 Horz: A-P=-5, A-D=-6, D-F=-9 Concentrated Loads (lb) Vert: H=1350 O=-1006(B) C=1350 N=-438(B) K=-438(B) S=-542(B) T=-439(B) U=-438(B) V=-438(B) W=-438(B) X=-438(B) Y=-438(B) Z=-438(B) 71) Reversal: 18th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-31, C-D=-337, D-F=-390, F-H=-328, I-P=-35 Horz: A-P=-5, A-D=-6, D-F=-9 Concentrated Loads (lb) Vert: H=1350 O=-1006(B) C=1350 N=-438(B) K=-438(B) S=-542(B) T=-439(B) U=-438(B) V=-438(B) W=-438(B) X=-438(B) Y=-438(B) Z=-438(B) 72) Reversal: 19th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-22, C-D=-328, D-F=-328, F-H=-392, I-P=-35 Horz: A-P=14, A-D=-16, D-F=-16 Concentrated Loads (lb) Vert: H=1350 O=-1006(B) C=1350 N=-438(B) K=-438(B) S=-542(B) T=-439(B) U=-438(B) V=-438(B) W=-438(B) X=-438(B) Y=-438(B) Z=-438(B) 73) Reversal: 20th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-22, C-D=-328, D-F=-383, F-H=-337, I-P=-35 Horz: A-P=14, A-D=-16, D-F=-16 Concentrated Loads (lb) Vert: H=1350 O=-1006(B) C=1350 N=-438(B) K=-438(B) S=-542(B) T=-439(B) U=-438(B) V=-438(B) W=-438(B) X=-438(B) Y=-438(B) Z=-438(B) 74) Reversal: 21st Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-31, C-D=-337, D-F=-337, F-H=-392, I-P=-35 Horz: A-P=-4, A-D=-6, D-F=-6 Concentrated Loads (lb) Vert: H=1350 O=-1006(B) C=1350 N=-438(B) K=-438(B) S=-542(B) T=-439(B) U=-438(B) V=-438(B) W=-438(B) X=-438(B) Y=-438(B) Z=-438(B) 75) Reversal: 22nd Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-31, C-D=-337, D-F=-392, F-H=-337, I-P=-35 Horz: A-P=-4, A-D=-6, D-F=-6 Concentrated Loads (lb) Vert: H=1350 O=-1006(B) C=1350 N=-438(B) K=-438(B) S=-542(B) T=-439(B) U=-438(B) V=-438(B) W=-438(B) X=-438(B) Y=-438(B) Z=-438(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1353016 25191 C2 Half Hip 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries, Inc. Wed Jun 26 16:57:37 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-Abb8cOhkgky7Va6a2nQQ0HtYLkrjNckRkjPXG9z2Loi 4-4-13 8-4-14 13-2-1 17-11-4 22-11-8 4-4-13 4-0-2 4-9-3 4-9-3 5-0-4 Scale = 1:39.1 5x6 2x4 E F 4.12 12 3x7 N 4x6 D L 0.25 12 5x6 3x8 C 4-8-5 A M B 4-0-0 1-10-21-8-2 I H J K 4x6 G 3x5 4x4 4x10 3x4 8-4-14 15-10-1 22-11-8 8-4-14 7-5-3 7-1-6 Plate Offsets (X,Y)-- [A:0-2-4,0-1-8], [B:0-3-12,0-1-8], [C:0-3-0,0-2-12], [D:0-1-8,0-2-0], [E:0-3-0,0-1-12], [F:Edge,0-2-8], [G:0-1-12,0-1-8], [H:0-2-0,0-1-8], [J:0-3-0,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.86 Vert(LL) -0.27 H-J >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.97 Vert(CT) -0.52 J-K >525 180 TCDL 13.0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.07 G n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 91 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-1-2 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): A-L, E-F. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. K-L: 2x6 SPF No.2, B-K,E-G: 2x4 SPF No.2 WEBS 1 Row at midpt E-G REACTIONS. (lb/size) K=1086/0-5-8, G=1086/Mechanical Max Horz K=174(LC 11) Max Uplift K=-119(LC 10), G=-124(LC 10) Max Grav K=1114(LC 2), G=1118(LC 39) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-268/193, B-C=-3980/491, C-D=-4353/568, D-E=-1644/194, F-G=-270/48 BOT CHORD J-K=-588/2523, H-J=-349/2239, G-H=-155/987 WEBS B-K=-2529/401, B-J=-96/1642, C-J=-1577/258, D-J=-312/2299, D-H=-1200/232, E-H=-111/1246, E-G=-1361/216 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 119 lb uplift at joint K and 124 lb uplift at joint G. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 26,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1353017 25191 C3 Half Hip 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries, Inc. Wed Jun 26 16:57:38 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-en9WqkiMR14_7khmcVxfYVQnu8Ap63?azN85ocz2Loh 4-4-13 8-4-14 14-2-1 19-11-4 22-11-8 4-4-13 4-0-2 5-9-3 5-9-3 3-0-4 Scale = 1:39.1 5x6 1.5x4 O E F 4.12 12 3x5 4x5 D N L 0.25 12 5x6 3x8 5-4-8 C A M B 4-0-0 1-10-21-8-2 I H J K 4x6 G 3x5 4x4 4x10 3x4 8-4-14 15-7-12 22-11-8 8-4-14 7-2-14 7-3-12 Plate Offsets (X,Y)-- [A:0-2-4,0-1-8], [B:0-3-12,0-1-8], [C:0-2-12,0-2-12], [D:0-1-12,0-1-8], [E:0-3-0,0-1-12], [H:0-1-8,0-1-8], [J:0-3-0,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.29 J-K >935 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.98 Vert(CT) -0.54 J-K >499 180 TCDL 13.0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.07 G n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 93 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-7-3 oc purlins, C-E: 2x4 SPF 2100F 1.8E except end verticals, and 2-0-0 oc purlins (6-0-0 max.): A-L, E-F. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2 *Except* K-L: 2x6 SPF No.2, B-K,E-G: 2x4 SPF No.2 REACTIONS. (lb/size) K=1086/0-5-8, G=1086/Mechanical Max Horz K=187(LC 11) Max Uplift K=-115(LC 10), G=-128(LC 10) Max Grav K=1114(LC 2), G=1212(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-270/192, B-C=-4077/473, C-D=-4469/555, D-E=-1846/210 BOT CHORD J-K=-598/2519, H-J=-318/2135, G-H=-99/609 WEBS B-K=-2524/389, B-J=-90/1693, C-J=-1669/263, D-J=-346/2464, D-H=-1233/248, E-H=-192/1671, E-G=-1280/212 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 115 lb uplift at joint K and 128 lb uplift at joint G. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 26,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1353018 25191 C4 Half Hip 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries, Inc. Wed Jun 26 16:57:53 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-igZBzsumvezsQ1Kf_8iBffYKTBOx7rlnQDHOqEz2LoS 4-4-13 8-4-14 15-2-1 21-11-4 22-11-8 4-4-13 4-0-2 6-9-3 6-9-3 1-0-4 Scale = 1:44.4 5x10 MT18HS 1.5x4 E F 4.12 12 3x5 3x7 D 0.25 12 N L 4x7 6-0-12 3x8 C A M B 4-0-0 1-10-21-8-2 I J H K 4x6 G 3x6 4x10 MT18HS 4x8 4x5 8-4-14 15-2-1 22-11-8 8-4-14 6-9-3 7-9-7 Plate Offsets (X,Y)-- [A:0-2-4,0-1-8], [B:0-3-8,0-1-8], [C:0-3-8,0-2-4], [E:0-5-0,0-1-13], [H:0-1-12,0-1-8], [J:0-2-0,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.66 Vert(LL) -0.25 J-K >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.62 Vert(CT) -0.47 J-K >581 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.08 G n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 98 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-7-15 oc purlins, C-E: 2x4 SPF 2100F 1.8E except end verticals, and 2-0-0 oc purlins (6-0-0 max.): A-L, E-F. BOT CHORD 2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt C-H, D-G K-L: 2x6 SPF No.2, B-K,C-H,D-G: 2x4 SPF No.2 REACTIONS. (lb/size) K=1086/0-5-8, G=1086/Mechanical Max Horz K=201(LC 11) Max Uplift K=-110(LC 10), G=-139(LC 14) Max Grav K=1114(LC 2), G=1346(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-275/192, B-C=-4146/455, C-D=-2141/179 BOT CHORD J-K=-605/2511, H-J=-607/4169, G-H=-273/1954 WEBS B-K=-2518/372, B-J=-87/1750, C-J=-491/110, C-H=-2333/342, D-H=0/813, D-G=-2099/286, E-G=-507/129 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) K=110, G=139. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 26,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1353019 25191 C5 Monopitch 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries, Inc. Wed Jun 26 16:57:54 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-As6ZBCuOgy5j2BvrYsDQCt5T6bj7sObxet0xMgz2LoR 4-0-3 8-4-14 15-10-6 22-11-7 4-0-3 4-4-11 7-5-8 7-1-1 2x4 Scale = 1:39.7 E 4.12 12 3x4 D 3x7 K 0.25 12 6-6-6 5x6 3x4 C A B 4-0-0 1-10-21-8-2 H G J 3x5 I F 3x4 3x4 3x4 3x4 5-9-4 14-3-15 22-11-7 5-9-4 8-6-11 8-7-9 Plate Offsets (X,Y)-- [A:0-2-0,0-1-8], [C:0-3-0,0-2-12], [J:0-2-4,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL) -0.15 F-G >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.68 Vert(CT) -0.30 F-G >688 180 TCDL 13.0 Rep Stress Incr YES WB 0.46 Horz(CT) 0.02 F n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 89 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-2 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. J-K: 2x6 SPF No.2, D-F: 2x4 SPF No.2 WEBS 1 Row at midpt D-F REACTIONS. (lb/size) J=66/0-5-8, F=755/Mechanical, I=1351/0-5-8 Max Horz J=210(LC 11) Max Uplift J=-23(LC 10), F=-113(LC 14), I=-169(LC 14) Max Grav J=123(LC 27), F=776(LC 3), I=1420(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-252/727, C-D=-1045/25 BOT CHORD I-J=-271/6, G-I=-169/637, F-G=-171/832 WEBS B-J=-217/287, B-I=-699/257, C-I=-1579/259, C-G=0/317, D-G=0/333, D-F=-949/197 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) J except (jt=lb) F=113, I=169. June 26,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1353020 25191 C6 Roof Special 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries, Inc. Wed Jun 26 16:57:56 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-6FEJbuweBZMRHV3EgHGuHIAqaOOGKEkE6BV2RZz2LoP 4-4-13 8-4-14 14-6-10 21-0-10 27-0-8 4-4-13 4-0-2 6-1-11 6-6-0 5-11-15 Scale = 1:46.9 F 2x4 4.12 12 4x4 E 3x7 5x6 D 0.25 12 7-11-3 L 5x6 3x12 C A B 4-0-0 1-10-21-8-2 I H M N K J G 4x7 4x12 4x7 4x4 3x6 8-4-14 17-7-7 27-0-8 8-4-14 9-2-9 9-5-1 Plate Offsets (X,Y)-- [A:0-2-4,0-1-8], [B:0-5-8,0-1-8], [C:0-2-8,0-3-0], [D:0-3-0,0-2-4], [E:0-1-4,0-1-12], [F:0-2-0,0-0-8], [G:0-2-12,0-1-8], [H:0-1-8,0-1-8], [J:0-4-4,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.38 G-H >841 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.70 Vert(CT) -0.69 H-J >467 180 TCDL 13.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.08 G n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 113 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, C-F: 2x4 SPF 2100F 1.8E except end verticals. BOT CHORD 2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 9-3-11 oc bracing. WEBS 2x4 SPF No.2 *Except* WEBS 1 Row at midpt F-G, B-K, E-G K-L: 2x6 SPF No.2, B-J,C-J,D-H,E-H: 2x3 SPF No.2 REACTIONS. (lb/size) K=1280/0-5-8, G=1280/Mechanical Max Horz K=237(LC 11) Max Uplift K=-119(LC 10), G=-182(LC 14) Max Grav K=1381(LC 3), G=1396(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-276/188, B-C=-5035/527, C-D=-5490/618, D-E=-2014/177 BOT CHORD J-K=-704/3241, H-J=-437/2569, G-H=-199/1091 WEBS B-K=-3261/406, B-J=-109/1912, C-J=-1933/289, D-J=-364/3006, D-H=-1170/271, E-H=-120/1486, E-G=-1520/283 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) K=119, G=182. June 26,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1353021 25191 C7 Roof Special 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries, Inc. Wed Jun 26 16:57:58 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-2eM40ZxvjBc9WoDcniIMMjFAOC45o7iWZU_9VSz2LoN 4-4-13 8-4-14 14-6-10 20-9-11 27-0-8 30-3-0 4-4-13 4-0-2 6-1-11 6-3-2 6-2-13 3-2-8 4.12 12 Scale = 1:50.7H 3x4 G 4x4 4x6 F E 3x7 4x7 D 0.25 12 8-2-14 7-9-1 N 5x6 3x12 O C A B 4-0-0 1-8-2 K J P Q M L I 4x7 4x12 4x5 4x4 5x6 8-4-14 18-1-1 27-0-8 8-4-14 9-8-3 8-11-7 Plate Offsets (X,Y)-- [A:0-2-4,0-1-8], [B:0-5-8,0-1-8], [C:0-2-8,0-3-0], [D:0-3-8,0-1-8], [E:0-3-0,Edge], [F:0-1-0,0-2-0], [I:0-3-0,0-2-12], [J:0-1-8,0-1-8], [L:0-4-8,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.71 Vert(LL) -0.36 J-L >897 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.68 Vert(CT) -0.71 J-L >449 180 TCDL 13.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.07 I n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 124 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, A-C: 2x4 SPF No.2, C-E: 2x4 SPF 2100F 1.8E except end verticals. BOT CHORD 2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 9-4-6 oc bracing. WEBS 2x4 SPF No.2 *Except* WEBS 1 Row at midpt G-I, B-M, F-I M-N: 2x6 SPF No.2, B-L,C-L,D-J,F-J: 2x3 SPF No.2 REACTIONS. (lb/size) M=1264/0-5-8, I=1551/Mechanical Max Horz M=270(LC 11) Max Uplift M=-107(LC 10), I=-249(LC 14) Max Grav M=1318(LC 3), I=1603(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-270/188, B-C=-4876/454, C-D=-5318/539, D-F=-1830/112, G-I=-617/279 BOT CHORD L-M=-693/3104, J-L=-416/2457, I-J=-184/1087 WEBS B-M=-3127/323, B-L=-41/1888, C-L=-1874/267, D-L=-336/2947, D-J=-1162/268, F-J=-99/1356, F-I=-1476/257 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) M=107, I=249. June 26,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351185 25191 C8 Half Hip Girder 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:01 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-bRLGAMXI?d4OgZ7lZh8l6y8RXmASg5D5fri2vwz7KpC 2-0-0 6-10-6 11-9-10 2-0-0 4-10-6 4-11-4 Scale = 1:20.1 0.25 12 4x5 1.5x4 1.5x4 4x5 A B C D 1-8-81-8-0 H I F J K 4x8 E G 4x4 3x4 5-10-5 11-9-10 5-10-5 5-11-5 Plate Offsets (X,Y)-- [D:Edge,0-1-12], [E:Edge,0-2-8], [F:0-1-15,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0.07 F >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.37 Vert(CT) -0.12 F >999 180 TCDL 13.0 Rep Stress Incr NO WB 0.45 Horz(CT) 0.01 E n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 49 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SPF No.2 except end verticals, and 2-0-0 oc purlins (3-10-1 max.): B-D. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. D-F: 2x4 SPF No.2 REACTIONS. (lb/size) E=727/Mechanical, G=720/0-5-8 Max Horz G=-25(LC 10) Max Uplift E=-104(LC 9), G=-102(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-1613/284, C-D=-1905/392, D-E=-583/142 BOT CHORD F-G=-196/817 WEBS B-G=-944/220, B-F=-101/879, C-F=-489/190, D-F=-377/1840 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) E=104, G=102. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 67 lb down and 23 lb up at 2-0-12, 67 lb down and 23 lb up at 4-0-12, 67 lb down and 23 lb up at 6-0-12, and 67 lb down and 23 lb up at 8-0-12, and 67 lb down and 23 lb up at 10-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) 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 + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-76, E-G=-20 Concentrated Loads (lb) Vert: F=-67(F) H=-67(F) I=-67(F) J=-67(F) K=-67(F) June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351186 25191 C9 Half Hip 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:02 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-3eveNiYwlxCFIiix6Of_e9heoATRPZxFtVSbRNz7KpB 4-0-0 7-11-10 11-9-10 4-0-0 3-11-10 3-10-0 Scale = 1:20.2 0.25 12 4x4 1.5x4 3x4 3x5 B C D A 1-9-01-8-0 F E 3x8 G 3x4 1.5x4 4-0-0 11-9-10 4-0-0 7-9-10 Plate Offsets (X,Y)-- [A:0-0-0,0-0-0], [E:Edge,0-1-8], [F:0-3-4,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.10 E-F >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.58 Vert(CT) -0.22 E-F >640 180 TCDL 13.0 Rep Stress Incr YES WB 0.42 Horz(CT) 0.01 E n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 39 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-8 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (5-4-2 max.): B-D. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) G=557/0-5-8, E=557/Mechanical Max Horz G=-26(LC 10) Max Uplift G=-63(LC 8), E=-64(LC 9) Max Grav G=571(LC 2), E=571(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-G=-531/104, A-B=-1151/169, B-C=-1133/163 BOT CHORD E-F=-227/970 WEBS A-F=-155/1171, B-F=-264/101, C-F=0/251, C-E=-982/250 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) G, E. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351187 25191 C10 Monopitch Girder 2 2 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:05 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-Egy5PDr9BQ0Lyyr_Hw8dr8qtIB_5Ymrsm884xAz7Kq4 2-9-6 5-4-4 8-6-8 11-9-10 2-9-6 2-6-14 3-2-4 3-3-2 Scale = 1:19.9 0.25 12 5x6 3x6 3x6 3x6 2x4 B C D E A 1-9-51-8-0 G F 3x8 H 4x5 5x6 5-4-4 11-9-10 5-4-4 6-5-6 Plate Offsets (X,Y)-- [C:0-3-0,0-2-12], [E:Edge,0-2-8], [F:Edge,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.06 G >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.64 Vert(CT) -0.12 F-G >999 180 TCDL 13.0 Rep Stress Incr NO WB 0.48 Horz(CT) 0.04 F n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 93 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): C-E. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) H=2585/0-5-8, F=2585/Mechanical Max Horz H=-24(LC 10) Max Uplift F=-847(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-H=-614/0, B-C=-5361/0, C-D=-5268/0, E-F=-674/1559 BOT CHORD G-H=0/3878, F-G=0/4238 WEBS B-H=-4227/0, B-G=0/1650, C-G=-1127/0, D-G=0/1131, D-F=-4516/0 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x3 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x3 - 1 row at 0-9-0 oc. 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. 3) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) F=847. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1800 lb up at 11-8-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 June 14,2019 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351187 25191 C10 Monopitch Girder 2 2 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:05 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-Egy5PDr9BQ0Lyyr_Hw8dr8qtIB_5Ymrsm884xAz7Kq4 LOAD CASE(S) Standard Uniform Loads (plf) Vert: A-E=-426, F-H=-20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351188 25191 C11 Monopitch 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:06 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-isWTdZsoyk8Ca6QBqdfsNMM3vbOnHCj??oudUcz7Kq3 3-9-6 7-4-4 11-9-10 3-9-6 3-6-14 4-5-6 Scale = 1:20.1 0.25 12 4x4 3x4 2x4 1.5x4 B C D A 1-9-131-8-0 F E 3x4 G 3x4 3x4 5-11-10 11-9-10 5-11-10 5-10-0 Plate Offsets (X,Y)-- [D:Edge,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.04 F-G >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.42 Vert(CT) -0.09 F-G >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.57 Horz(CT) 0.02 E n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 39 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-13 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): C-D. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) G=556/0-5-8, E=556/Mechanical Max Horz G=-25(LC 10) Max Uplift G=-63(LC 8), E=-62(LC 8) Max Grav G=571(LC 2), E=571(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-1142/160 BOT CHORD F-G=-213/984, E-F=-194/1030 WEBS B-G=-1008/213, C-E=-1030/197 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) G, E. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351189 25191 C12 Monopitch 14 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:06 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-isWTdZsoyk8Ca6QBqdfsNMM1SbRWHE1??oudUcz7Kq3 5-11-10 11-9-10 5-11-10 5-10-0 Scale = 1:19.6 0.25 12 1.5x4 4x4 B C 4x4 A 1-10-151-8-0 E D 4x8 F 2x4 3x4 5-11-10 11-9-10 5-11-10 5-10-0 Plate Offsets (X,Y)-- [A:0-1-12,0-1-12], [C:0-2-0,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0.07 E-F >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.24 Vert(CT) -0.14 E-F >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.42 Horz(CT) 0.00 D n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 39 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-10 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) F=556/0-5-8, D=556/Mechanical Max Horz F=25(LC 9) Max Uplift F=-62(LC 8), D=-62(LC 12) Max Grav F=571(LC 2), D=571(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-F=-491/121, A-B=-1309/238, B-C=-1244/214, C-D=-498/120 WEBS A-E=-224/1232, B-E=-498/182, C-E=-211/1220 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) F, D. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351190 25191 C13 MONOPITCH GIRDER 1 3 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:09 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-7RCcFaugEfWmRZ9lWmDZ?__WupHhUU5Shm6I4xz7Kq0 5-2-5 8-7-2 12-0-0 19-1-2 23-6-0 5-2-5 3-4-14 3-4-14 7-1-2 4-4-14 8x14 2x4 Scale = 1:46.7 E F R 4.12 12 5x7 D 3x4 C 6-10-10 3x4 B Q A 0-3-15 L J I S T U N M K H G 4x12 MT18HS 6x10 MT18HS 7x10 MT18HS 2x4 2x4 7x10 MT18HS 3x4 12x12 6x10 MT18HS 5-2-5 8-7-2 12-0-0 15-8-13 19-1-2 23-6-0 5-2-5 3-4-14 3-4-14 3-8-13 3-4-4 4-4-14 Plate Offsets (X,Y)-- [A:0-11-4,Edge], [D:0-2-8,0-1-8], [E:0-6-12,0-2-12], [G:Edge,0-4-0], [I:0-3-0,0-2-4], [K:0-6-0,0-8-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.23 K-M >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.92 Vert(CT) -0.42 K-M >660 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr NO WB 0.85 Horz(CT) 0.11 G n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 443 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF 2100F 1.8E *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, E-F: 2x6 SPF No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): E-F. BOT CHORD 2x6 SPF 2100F 1.8E *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. J-L: 2x10 DF SS WEBS 2x4 SPF No.2 *Except* D-K: 2x8 SPF 1950F 1.7E, E-I: 2x4 SPF 2100F 1.8E REACTIONS. (lb/size) A=9544/0-5-8, G=10170/0-5-8 Max Horz A=189(LC 14) Max Uplift A=-143(LC 10), G=-1615(LC 10) Max Grav A=9869(LC 29), G=10325(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-27341/1732, B-C=-25111/2747, C-D=-22427/3592, D-E=-13319/2056 BOT CHORD A-N=-1688/25745, M-N=-1688/25745, K-M=-2644/23603, I-K=-3412/20967, H-I=-1020/6421, G-H=-1025/6465 WEBS B-N=0/348, B-M=-2564/0, C-M=0/1217, C-K=-3342/0, D-K=-339/10755, D-I=-12420/2094, E-I=-2070/13052, E-H=-218/1981, E-G=-11648/1846 NOTES- 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc, 2x10 - 5 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 4 rows staggered at 0-4-0 oc. 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. 3) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) A=143, G=1615. June 14,2019 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351190 25191 C13 MONOPITCH GIRDER 1 3 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:09 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-7RCcFaugEfWmRZ9lWmDZ?__WupHhUU5Shm6I4xz7Kq0 NOTES- 12) Load case(s) 1, 2, 3, 4, 5, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36, 37, 38, 39, 40, 41, 46, 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 58, 59, 60, 61, 62, 63, 64, 65, 66, 67 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1800 lb up at 12-1-0 on top chord, and 8300 lb down and 1089 lb up at 12-0-0, 1088 lb down and 155 lb up at 14-0-0, 1197 lb down and 159 lb up at 16-0-0, 1332 lb down and 164 lb up at 18-0-0, and 740 lb down and 132 lb up at 20-0-0 , and 740 lb down and 132 lb up at 22-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-426, D-E=-76, E-F=-76, A-G=-20 Concentrated Loads (lb) Vert: K=-8300(F) I=-1197(F) J=-1076(F) S=-1332(F) T=-735(F) U=-735(F) 2) Dead + 0.75 Snow (balanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-370, D-E=-64, E-F=-64, A-G=-35 Concentrated Loads (lb) Vert: K=-6343(F) D=1350 I=-1179(F) J=-1088(F) S=-1280(F) T=-740(F) U=-740(F) 3) Dead + 0.75 Snow (Unbal. Left) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-370, D-R=-64, E-R=-67, E-F=-37, A-G=-35 Concentrated Loads (lb) Vert: K=-6343(F) D=1350 I=-1179(F) J=-1088(F) S=-1280(F) T=-740(F) U=-740(F) 4) Dead + 0.75 Snow (Unbal. Right) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-344, D-E=-37, E-F=-80, A-G=-35 Concentrated Loads (lb) Vert: K=-6343(F) D=1350 I=-1179(F) J=-1088(F) S=-1280(F) T=-740(F) U=-740(F) 5) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-D=-201, D-E=-26, E-F=-26, A-G=-40 Concentrated Loads (lb) Vert: K=-4716(F) I=-711(F) J=-711(F) S=-711(F) T=-481(F) U=-481(F) 10) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-154, D-E=21, E-F=21, A-G=-10 Horz: A-E=-29 Concentrated Loads (lb) Vert: K=1079(F) D=1800 I=149(F) J=145(F) S=154(F) T=122(F) U=122(F) 11) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-163, D-E=12, E-F=21, A-G=-10 Horz: A-E=-20 Concentrated Loads (lb) Vert: K=1079(F) D=1800 I=149(F) J=145(F) S=154(F) T=122(F) U=122(F) 12) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-180, D-E=-5, E-F=-5, A-G=-20 Horz: A-E=-21 Concentrated Loads (lb) Vert: K=1089(F) D=1800 I=159(F) J=155(F) S=164(F) T=132(F) U=132(F) 13) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-189, D-E=-14, E-F=-5, A-G=-20 Horz: A-E=-12 Concentrated Loads (lb) Vert: K=1089(F) D=1800 I=159(F) J=155(F) S=164(F) T=132(F) U=132(F) 14) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-154, D-E=21, E-F=8, A-G=-10 Horz: A-E=-29 Concentrated Loads (lb) Vert: K=1079(F) D=1800 I=149(F) J=145(F) S=154(F) T=122(F) U=122(F) 15) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-167, D-E=8, E-F=8, A-G=-10 Horz: A-E=-17 Concentrated Loads (lb) Vert: K=1079(F) D=1800 I=149(F) J=145(F) S=154(F) T=122(F) U=122(F) 16) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-154, D-E=21, E-F=8, A-G=-10 Horz: A-E=-29 Concentrated Loads (lb) Vert: K=1079(F) D=1800 I=149(F) J=145(F) S=154(F) T=122(F) U=122(F) Continued on page 3 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351190 25191 C13 MONOPITCH GIRDER 1 3 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:09 2019 Page 3 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-7RCcFaugEfWmRZ9lWmDZ?__WupHhUU5Shm6I4xz7Kq0 LOAD CASE(S) Standard 17) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-167, D-E=8, E-F=8, A-G=-10 Horz: A-E=-17 Concentrated Loads (lb) Vert: K=1079(F) D=1800 I=149(F) J=145(F) S=154(F) T=122(F) U=122(F) 18) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-180, D-E=-5, E-F=-18, A-G=-20 Horz: A-E=-21 Concentrated Loads (lb) Vert: K=1089(F) D=1800 I=159(F) J=155(F) S=164(F) T=132(F) U=132(F) 19) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-193, D-E=-18, E-F=-18, A-G=-20 Horz: A-E=-8 Concentrated Loads (lb) Vert: K=1089(F) D=1800 I=159(F) J=155(F) S=164(F) T=132(F) U=132(F) 20) Dead + Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-426, D-R=-76, E-R=-80, E-F=-41, A-G=-20 Concentrated Loads (lb) Vert: K=-8300(F) I=-1197(F) J=-1076(F) S=-1332(F) T=-735(F) U=-735(F) 21) Dead + Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-391, D-E=-41, E-F=-97, A-G=-20 Concentrated Loads (lb) Vert: K=-8300(F) I=-1197(F) J=-1076(F) S=-1332(F) T=-735(F) U=-735(F) 22) Dead + Uninhabitable Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-D=-201, D-E=-26, E-F=-26, A-G=-40 Concentrated Loads (lb) Vert: K=-4716(F) I=-711(F) J=-711(F) S=-711(F) T=-481(F) U=-481(F) 23) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-354, D-E=-48, E-F=-48, A-G=-35 Horz: A-E=-16 Concentrated Loads (lb) Vert: K=107(F) D=1350 I=72(F) J=69(F) S=76(F) T=67(F) U=67(F) 24) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-361, D-E=-55, E-F=-48, A-G=-35 Horz: A-E=-9 Concentrated Loads (lb) Vert: K=107(F) D=1350 I=72(F) J=69(F) S=76(F) T=67(F) U=67(F) 25) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-354, D-E=-48, E-F=-57, A-G=-35 Horz: A-E=-16 Concentrated Loads (lb) Vert: K=107(F) D=1350 I=72(F) J=69(F) S=76(F) T=67(F) U=67(F) 26) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-364, D-E=-57, E-F=-57, A-G=-35 Horz: A-E=-6 Concentrated Loads (lb) Vert: K=107(F) D=1350 I=72(F) J=69(F) S=76(F) T=67(F) U=67(F) 27) Dead + Minimum Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-376, D-E=-26, E-F=-66, A-G=-20 Concentrated Loads (lb) Vert: K=-8300(F) I=-1197(F) J=-1076(F) S=-1332(F) T=-735(F) U=-735(F) 28) 3rd Unbal.Dead + Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-391, D-E=-41, E-F=-114, A-G=-20 Concentrated Loads (lb) Vert: K=-8300(F) I=-1197(F) J=-1076(F) S=-1332(F) T=-735(F) U=-735(F) 29) 4th Unbal.Dead + Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-Q=-426, D-Q=-464, D-E=-114, E-F=-41, A-G=-20 Concentrated Loads (lb) Vert: K=-8300(F) I=-1197(F) J=-1076(F) S=-1332(F) T=-735(F) U=-735(F) 30) 5th Unbal.Dead + 0.75 Snow (balanced) + 0.75 Uninhab. Attic Storage + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-344, D-E=-37, E-F=-92, A-G=-35 Continued on page 4 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351190 25191 C13 MONOPITCH GIRDER 1 3 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:09 2019 Page 4 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-7RCcFaugEfWmRZ9lWmDZ?__WupHhUU5Shm6I4xz7Kq0 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: K=-6343(F) D=1350 I=-1179(F) J=-1088(F) S=-1280(F) T=-740(F) U=-740(F) 31) 6th Unbal.Dead + 0.75 Snow (balanced) + 0.75 Uninhab. Attic Storage + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-Q=-370, D-Q=-399, D-E=-92, E-F=-37, A-G=-35 Concentrated Loads (lb) Vert: K=-6343(F) D=1350 I=-1179(F) J=-1088(F) S=-1280(F) T=-740(F) U=-740(F) 32) 7th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-328, D-E=-22, E-F=-77, A-G=-35 Horz: A-E=-16 Concentrated Loads (lb) Vert: K=107(F) D=1350 I=72(F) J=69(F) S=76(F) T=67(F) U=67(F) 33) 8th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-Q=-354, D-Q=-383, D-E=-77, E-F=-22, A-G=-35 Horz: A-E=-16 Concentrated Loads (lb) Vert: K=107(F) D=1350 I=72(F) J=69(F) S=76(F) T=67(F) U=67(F) 34) 9th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-335, D-E=-29, E-F=-77, A-G=-35 Horz: A-E=-9 Concentrated Loads (lb) Vert: K=107(F) D=1350 I=72(F) J=69(F) S=76(F) T=67(F) U=67(F) 35) 10th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-Q=-361, D-Q=-390, D-E=-84, E-F=-22, A-G=-35 Horz: A-E=-9 Concentrated Loads (lb) Vert: K=107(F) D=1350 I=72(F) J=69(F) S=76(F) T=67(F) U=67(F) 36) 11th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-328, D-E=-22, E-F=-86, A-G=-35 Horz: A-E=-16 Concentrated Loads (lb) Vert: K=107(F) D=1350 I=72(F) J=69(F) S=76(F) T=67(F) U=67(F) 37) 12th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-Q=-354, D-Q=-383, D-E=-77, E-F=-31, A-G=-35 Horz: A-E=-16 Concentrated Loads (lb) Vert: K=107(F) D=1350 I=72(F) J=69(F) S=76(F) T=67(F) U=67(F) 38) 13th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-337, D-E=-31, E-F=-86, A-G=-35 Horz: A-E=-6 Concentrated Loads (lb) Vert: K=107(F) D=1350 I=72(F) J=69(F) S=76(F) T=67(F) U=67(F) 39) 14th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-Q=-364, D-Q=-392, D-E=-86, E-F=-31, A-G=-35 Horz: A-E=-6 Concentrated Loads (lb) Vert: K=107(F) D=1350 I=72(F) J=69(F) S=76(F) T=67(F) U=67(F) 40) 15th Unbal.Dead + Minimum Snow + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-391, D-E=-41, E-F=-114, A-G=-20 Concentrated Loads (lb) Vert: K=-8300(F) I=-1197(F) J=-1076(F) S=-1332(F) T=-735(F) U=-735(F) 41) 16th Unbal.Dead + Minimum Snow + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-Q=-426, D-Q=-464, D-E=-114, E-F=-41, A-G=-20 Concentrated Loads (lb) Vert: K=-8300(F) I=-1197(F) J=-1076(F) S=-1332(F) T=-735(F) U=-735(F) 46) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-154, D-E=21, E-F=21, A-G=-10 Horz: A-E=-29 Concentrated Loads (lb) Vert: K=-1935(F) D=1800 I=-452(F) J=-453(F) S=-452(F) T=-308(F) U=-308(F) 47) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Continued on page 5 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351190 25191 C13 MONOPITCH GIRDER 1 3 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:09 2019 Page 5 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-7RCcFaugEfWmRZ9lWmDZ?__WupHhUU5Shm6I4xz7Kq0 LOAD CASE(S) Standard Uniform Loads (plf) Vert: A-D=-163, D-E=12, E-F=21, A-G=-10 Horz: A-E=-20 Concentrated Loads (lb) Vert: K=-1935(F) D=1800 I=-452(F) J=-453(F) S=-452(F) T=-308(F) U=-308(F) 48) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-180, D-E=-5, E-F=-5, A-G=-20 Horz: A-E=-21 Concentrated Loads (lb) Vert: K=-1925(F) D=1800 I=-442(F) J=-443(F) S=-442(F) T=-298(F) U=-298(F) 49) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-189, D-E=-14, E-F=-5, A-G=-20 Horz: A-E=-12 Concentrated Loads (lb) Vert: K=-1925(F) D=1800 I=-442(F) J=-443(F) S=-442(F) T=-298(F) U=-298(F) 50) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-154, D-E=21, E-F=8, A-G=-10 Horz: A-E=-29 Concentrated Loads (lb) Vert: K=-1935(F) D=1800 I=-452(F) J=-453(F) S=-452(F) T=-308(F) U=-308(F) 51) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-167, D-E=8, E-F=8, A-G=-10 Horz: A-E=-17 Concentrated Loads (lb) Vert: K=-1935(F) D=1800 I=-452(F) J=-453(F) S=-452(F) T=-308(F) U=-308(F) 52) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-154, D-E=21, E-F=8, A-G=-10 Horz: A-E=-29 Concentrated Loads (lb) Vert: K=-1935(F) D=1800 I=-452(F) J=-453(F) S=-452(F) T=-308(F) U=-308(F) 53) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-167, D-E=8, E-F=8, A-G=-10 Horz: A-E=-17 Concentrated Loads (lb) Vert: K=-1935(F) D=1800 I=-452(F) J=-453(F) S=-452(F) T=-308(F) U=-308(F) 54) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-180, D-E=-5, E-F=-18, A-G=-20 Horz: A-E=-21 Concentrated Loads (lb) Vert: K=-1925(F) D=1800 I=-442(F) J=-443(F) S=-442(F) T=-298(F) U=-298(F) 55) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-193, D-E=-18, E-F=-18, A-G=-20 Horz: A-E=-8 Concentrated Loads (lb) Vert: K=-1925(F) D=1800 I=-442(F) J=-443(F) S=-442(F) T=-298(F) U=-298(F) 56) Reversal: Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-354, D-E=-48, E-F=-48, A-G=-35 Horz: A-E=-16 Concentrated Loads (lb) Vert: K=-4928(F) D=1350 I=-961(F) J=-893(F) S=-1036(F) T=-604(F) U=-604(F) 57) Reversal: Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.33 , Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-361, D-E=-55, E-F=-48, A-G=-35 Horz: A-E=-9 Concentrated Loads (lb) Vert: K=-4928(F) D=1350 I=-961(F) J=-893(F) S=-1036(F) T=-604(F) U=-604(F) 58) Reversal: Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-354, D-E=-48, E-F=-57, A-G=-35 Horz: A-E=-16 Concentrated Loads (lb) Vert: K=-4928(F) D=1350 I=-961(F) J=-893(F) S=-1036(F) T=-604(F) U=-604(F) Continued on page 6 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351190 25191 C13 MONOPITCH GIRDER 1 3 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:09 2019 Page 6 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-7RCcFaugEfWmRZ9lWmDZ?__WupHhUU5Shm6I4xz7Kq0 LOAD CASE(S) Standard 59) Reversal: Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-364, D-E=-57, E-F=-57, A-G=-35 Horz: A-E=-6 Concentrated Loads (lb) Vert: K=-4928(F) D=1350 I=-961(F) J=-893(F) S=-1036(F) T=-604(F) U=-604(F) 60) Reversal: 7th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-328, D-E=-22, E-F=-77, A-G=-35 Horz: A-E=-16 Concentrated Loads (lb) Vert: K=-4928(F) D=1350 I=-961(F) J=-893(F) S=-1036(F) T=-604(F) U=-604(F) 61) Reversal: 8th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-Q=-354, D-Q=-383, D-E=-77, E-F=-22, A-G=-35 Horz: A-E=-16 Concentrated Loads (lb) Vert: K=-4928(F) D=1350 I=-961(F) J=-893(F) S=-1036(F) T=-604(F) U=-604(F) 62) Reversal: 9th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-335, D-E=-29, E-F=-77, A-G=-35 Horz: A-E=-9 Concentrated Loads (lb) Vert: K=-4928(F) D=1350 I=-961(F) J=-893(F) S=-1036(F) T=-604(F) U=-604(F) 63) Reversal: 10th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-Q=-361, D-Q=-390, D-E=-84, E-F=-22, A-G=-35 Horz: A-E=-9 Concentrated Loads (lb) Vert: K=-4928(F) D=1350 I=-961(F) J=-893(F) S=-1036(F) T=-604(F) U=-604(F) 64) Reversal: 11th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-328, D-E=-22, E-F=-86, A-G=-35 Horz: A-E=-16 Concentrated Loads (lb) Vert: K=-4928(F) D=1350 I=-961(F) J=-893(F) S=-1036(F) T=-604(F) U=-604(F) 65) Reversal: 12th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-Q=-354, D-Q=-383, D-E=-77, E-F=-31, A-G=-35 Horz: A-E=-16 Concentrated Loads (lb) Vert: K=-4928(F) D=1350 I=-961(F) J=-893(F) S=-1036(F) T=-604(F) U=-604(F) 66) Reversal: 13th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-337, D-E=-31, E-F=-86, A-G=-35 Horz: A-E=-6 Concentrated Loads (lb) Vert: K=-4928(F) D=1350 I=-961(F) J=-893(F) S=-1036(F) T=-604(F) U=-604(F) 67) Reversal: 14th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-Q=-364, D-Q=-392, D-E=-86, E-F=-31, A-G=-35 Horz: A-E=-6 Concentrated Loads (lb) Vert: K=-4928(F) D=1350 I=-961(F) J=-893(F) S=-1036(F) T=-604(F) U=-604(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1353022 25191 C14 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries, Inc. Wed Jun 26 16:57:35 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-DDTNBigT86iPGGyCxMOyxsoNZxNHvuK8HPwRBHz2Lok 4-5-8 4-5-8 Scale = 1:23.0 G 0.25 12 1.5x4 3x4 C 4-0-0 3x7 A B 1-8-2 1-9-2 1-5-10 F E D 2x4 3x4 1.5x4 Plate Offsets (X,Y)-- [A:0-2-4,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.07 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 D n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 21 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-8 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x6 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. C-D: 2x4 SPF No.2, C-E: 2x3 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. (lb/size) F=99/4-5-8, D=80/4-5-8, E=213/4-5-8 Max Horz F=128(LC 11) Max Uplift F=-28(LC 8), D=-124(LC 9), E=-124(LC 8) Max Grav F=103(LC 20), D=155(LC 19), E=293(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-273/233, B-C=-271/236 BOT CHORD E-F=-264/314 WEBS C-E=-319/372 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 lb uplift at joint F, 124 lb uplift at joint D and 124 lb uplift at joint E. June 26,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1353023 25191 C15 Monopitch 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries, Inc. Wed Jun 26 16:57:36 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-hP1mP2g6vQqGuQXOV4vBT4LX4KijeLJHV3f_jjz2Loj 4-5-8 4-5-8 Scale = 1:23.0 E 0.25 12 1.5x4 B 4-0-0 4x7 A 1-8-2 1-9-2 1-5-10 D C 2x4 3x4 4-5-8 4-5-8 Plate Offsets (X,Y)-- [A:0-3-4,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.02 C-D >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.18 Vert(CT) -0.03 C-D >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.13 Horz(CT) -0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MP Weight: 20 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-8 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. D-E: 2x6 SPF No.2 REACTIONS. (lb/size) D=198/0-5-8, C=198/0-5-8 Max Horz D=128(LC 11) Max Uplift D=-84(LC 8), C=-59(LC 9) Max Grav D=238(LC 20), C=217(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD C-D=-323/291 WEBS A-C=-284/326 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84 lb uplift at joint D and 59 lb uplift at joint C. June 26,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351193 25191 C16 Common 9 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:11 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-3qJMgGwwmGmUgtJ8dAF14P4qCc_tySbk94bO9qz7Kq_ 7-1-14 13-6-4 19-10-10 26-3-0 30-8-0 7-1-14 6-4-6 6-4-6 6-4-6 4-5-0 Scale = 1:58.5 5x6 4.12 12 R F 2x4 4x4 G 3x4 H E D 3x4 C 9-4-2 1.5x4 7-9-14 B A 0-3-15 N M L S T U V K JI 3x5 3x5 3x4 4x4 3x4 5x6 8-3-6 15-9-5 23-3-4 30-8-0 8-3-6 7-5-15 7-5-15 7-4-12 Plate Offsets (X,Y)-- [A:0-2-8,Edge], [C:0-1-4,0-1-8], [E:0-1-12,0-2-0], [F:0-2-12,0-2-8], [G:0-2-14,0-0-8], [J:0-3-0,0-3-0], [L:0-2-0,0-1-12], [N:0-2-0,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.69 Vert(LL) -0.19 N-Q >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.87 Vert(CT) -0.37 N-Q >753 180 TCDL 13.0 Rep Stress Incr YES WB 0.60 Horz(CT) 0.03 K n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 125 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-1 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. E-K,F-K,G-J: 2x4 SPF No.2 WEBS 1 Row at midpt E-K, F-K, G-J REACTIONS. (lb/size) A=866/0-5-8, K=2531/0-5-8, J=-452/Mechanical Max Horz A=238(LC 14) Max Uplift A=-59(LC 10), K=-301(LC 10), J=-563(LC 20) Max Grav A=893(LC 2), K=2785(LC 2), J=81(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-1823/166, B-C=-1651/162, C-E=-434/27, E-F=-115/860, G-J=-261/54 BOT CHORD A-N=-350/1693, L-N=-170/692, J-K=-335/39 WEBS B-N=-526/178, C-N=-137/1076, C-L=-831/216, E-L=-138/1150, E-K=-1173/270, F-K=-1386/245, F-J=-91/830 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A except (jt=lb) K=301, J=563. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351194 25191 C16A GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:14 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-TP?VIIyp3B93XK1jIJoki2iGbq169liBr1q3l9z7Kpx 26-3-0 30-8-0 26-3-0 4-5-0 4.12 12 4x7 Scale = 1:61.4 AU N O 3x4 M 4x4 4x10 MT18HS P L K J I 2x4 H G F 9-4-2 E AH D 4x7 3x10 7-9-15 C 4x7 B 6x10 MT18HS 4x7 4x7 A 4x7 4x7 4x7 0-3-15 2x4 2x4 2x4 T S R Q AG AF AE AD AC AB AA Z Y X W V U 3x4 4x7 4x4 5x10 MT18HS 3x4 2x4 23-6-0 30-8-0 23-6-0 7-2-0 Plate Offsets (X,Y)-- [A:0-6-8,Edge], [J:0-5-0,Edge], [N:0-3-8,0-2-4], [Q:Edge,0-3-8], [AC:0-1-12,0-0-0], [AD:0-0-0,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 1.00 Vert(LL) 0.19 R-S >460 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.77 Vert(CT) -0.20 R-S >444 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.89 Horz(CT) -0.11 Q n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 210 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. A-J: 2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 3-0-13 oc bracing. BOT CHORD 2x4 SPF No.2 *Except* WEBS 1 Row at midpt P-Q, N-S, O-R A-AD: 2x6 SPF 2100F 1.8E, X-AD: 2x4 SPF 2100F 1.8E JOINTS 1 Brace at Jt(s): AH WEBS 2x8 SPF 1950F 1.7E *Except* P-Q,L-S,B-AG: 2x4 SPF No.2, AQ-AR: 2x6 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 23-6-0 except (jt=length) Q=0-5-8, U=0-5-8. (lb) - Max Horz A=276(LC 43) Max Uplift All uplift 100 lb or less at joint(s) W, Y, Z, AA, AB except Q=-196(LC 37), A=-3085(LC 36), V=-130(LC 38), AC=-277(LC 37), AE=-331(LC 44), AF=-200(LC 37), AG=-389(LC 44), U=-895(LC 45) Max Grav All reactions 250 lb or less at joint(s) Y, Z, AA, AB, AF except Q=392(LC 30), A=3213(LC 43), V=558(LC 27), W=252(LC 26), AC=382(LC 26), AE=443(LC 29), AG=670(LC 29), U=989(LC 56) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-9990/9938, B-C=-9021/9051, C-D=-8404/8385, D-E=-7726/7722, E-F=-7047/7058, F-G=-6368/6395, G-H=-5689/5731, H-I=-5010/5067, I-K=-4331/4404, K-L=-3659/3746, L-M=-2699/2688, M-N=-2034/2051, N-O=-1391/1434, O-P=-764/766 BOT CHORD A-AG=-9193/9122, AF-AG=-7989/7919, AE-AF=-7180/7110, AC-AE=-6376/6226, AB-AC=-5562/5456, AA-AB=-4753/4682, Z-AA=-3944/3873, Y-Z=-3135/3064, W-Y=-2326/2255, V-W=-1517/1446, U-V=-708/637, T-U=-339/224, S-T=-339/224 WEBS N-S=-789/724, M-AH=-290/264, T-AH=-346/317, L-V=-863/553, L-AH=-503/769, S-AH=-550/814 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) All plates are MT20 plates unless otherwise indicated. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide June 14,2019 Continued on page 2will fit between the bottom chord and any other members, with BCDL = 10.0psf. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351194 25191 C16A GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:14 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-TP?VIIyp3B93XK1jIJoki2iGbq169liBr1q3l9z7Kpx NOTES- 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) W, Y, Z, AA, AB except (jt=lb) Q=196, A=3085, V=130, AC=277, AE=331, AF=200, AG=389, U=895. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-6-0 for 404.5 plf. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351195 25191 C17 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:16 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-Qn7Fjz_3boPnneB6QkrCnTnfQdlmdegUILJ9p1z7Kpv 26-3-0 30-8-0 26-3-0 4-5-0 4x7 Scale = 1:65.8 4.12 12 4x4 AK N 3x4 M O L P K 3x10 J 4x12 I H G F 9-4-29-0-69-2-4 10x12 E AG D 3x7 7-9-14 C B A 0-3-15 10x12 T S R Q AF AE AD AC AB AA Z Y X W V U 3x5 3x4 4x10 5x10 MT18HS 3x4 23-6-0 30-8-0 23-6-0 7-2-0 Plate Offsets (X,Y)-- [A:0-0-2,Edge], [D:0-5-12,0-3-0], [G:0-5-11,Edge], [G:0-3-4,0-2-4], [N:0-1-0,0-1-8], [N:0-3-8,0-2-4], [O:0-2-0,0-0-0], [P:0-2-0,0-0-2], [Q:0-2-0,0-0-0], [S:0-1-12,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL) 0.16 R-S >542 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.63 Vert(CT) -0.17 R-S >517 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.93 Horz(CT) -0.09 Q n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 186 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-6-1 oc purlins, G-N,A-I: 2x4 SPF 2100F 1.8E except end verticals. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 3-1-13 oc bracing. A-Y: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt N-S WEBS 2x4 SPF No.2 *Except* JOINTS 1 Brace at Jt(s): AG L-S: 2x3 SPF No.2, D-AC: 2x4 SPF 2100F 1.8E OTHERS 2x4 SPF No.2 *Except* D-AD: 2x4 SPF 2100F 1.8E REACTIONS. All bearings 23-6-0 except (jt=length) Q=0-5-8, U=0-5-8. (lb) - Max Horz A=277(LC 45) Max Uplift All uplift 100 lb or less at joint(s) V, W, X, Z, AF except Q=-178(LC 39), AA=-400(LC 36), AB=-506(LC 45), AC=-5549(LC 37), AD=-6766(LC 58), AE=-249(LC 36), A=-1756(LC 46), U=-787(LC 45) Max Grav All reactions 250 lb or less at joint(s) W, X, Z, A except Q=378(LC 30), V=531(LC 26), AA=469(LC 29), AB=570(LC 56), AC=5615(LC 56), AD=6830(LC 37), AE=280(LC 57), AF=457(LC 26), A=1857(LC 53), U=878(LC 56) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-5733/5644, B-C=-4594/4520, C-D=-3985/3932, D-E=-7664/7652, E-F=-7030/6980, F-G=-6147/6231, G-H=-5660/5690, H-J=-5007/5052, J-K=-4328/4390, K-L=-3656/3731, L-M=-2663/2670, M-N=-2019/2029, N-O=-1357/1395, O-P=-685/695 BOT CHORD A-AF=-5254/5182, AE-AF=-3855/3778, AD-AE=-2999/2973, AC-AD=-2236/2164, AB-AC=-5595/5507, AA-AB=-4785/4698, Z-AA=-3977/3890, X-Z=-3169/3081, W-X=-2360/2272, V-W=-1552/1463, U-V=-748/658, T-U=-377/245, S-T=-377/245 WEBS N-S=-775/715, M-AG=-283/253, T-AG=-317/283, L-V=-922/610, G-AA=-445/425, F-AB=-557/532, D-AD=-6830/6846, B-AF=-293/140, L-AG=-561/835, S-AG=-586/867, D-AC=-7097/7054 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) All plates are MT20 plates unless otherwise indicated. 6) All plates are 1.5x4 MT20 unless otherwise indicated. June 14,2019 Continued on page 27) Gable studs spaced at 2-0-0 oc. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351195 25191 C17 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:17 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-uzhdxJ?hM6XePomI_RMRKgKqA15?M5wdX?2jLUz7Kpu NOTES- 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) V, W, X, Z, AF except (jt=lb) Q=178, AA=400, AB=506, AC=5549, AD=6766, AE=249, A=1756, U=787, A=1756. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-6-0 for 404.5 plf. 13) No notches allowed in overhang and 0 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351196 25191 C17A GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:19 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-qMoOL?0xujnMe5wg5sOvP5PARrjMqzaw?JXqQMz7Kps 5-11-5 11-4-14 16-3-0 17-10-10 23-8-7 29-6-4 33-11-4 5-11-5 5-5-10 4-10-2 1-7-10 5-9-13 5-9-13 4-5-0 4x4 Scale = 1:60.1 1.5x4 AQ G 1.5x4 1.5x4 3x5 4x4 H AP 1.5x4 F 4x4 1.5x4 6x8 2x4 D E 4.12 12 3x4 C 9-4-2 AO 4x6 3x6 1.5x4 3x6 2x4 7-9-14 3x6 2x4 B 5-4-35-10-14 4x7 4x6 1.5x4 4x7 A 3x6 4x6 0-3-15 4x6 N L 4x5 M K J 6x12 I 3x4 3x4 3x4 3x4 4x8 3x4 12x16 8-2-6 16-3-0 23-0-0 23-0-4 29-6-4 33-11-4 8-2-6 8-0-10 6-9-0 0-0-4 6-6-0 4-5-0 Plate Offsets (X,Y)-- [A:0-1-8,Edge], [D:0-2-0,0-2-4], [E:0-3-12,0-3-0], [G:0-2-12,0-2-0], [H:0-2-0,0-1-8], [I:0-1-6,0-1-8], [J:0-3-8,Edge], [J:0-0-0,0-1-12], [M:0-1-8,0-1-12], [W:0-3-0,0-0-8], [Y:0-3-0,0-0-8], [AA:0-3-0,0-0-8], [AI:0-3-4,0-1-12], [AJ:0-3-13,0-0-1], [AK:0-3-0,0-1-7] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.74 Vert(LL) -0.15 N-AN >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.83 Vert(CT) -0.29 N-AN >973 180 TCDL 13.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.04 K n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 249 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-5 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x8 SPF 1950F 1.7E *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. B-N,C-N,C-M,D-M,E-M,F-J: 2x3 SPF No.2 WEBS 1 Row at midpt E-K, F-K, G-J, H-I, H-J E-K,F-K,G-J,H-I,H-J: 2x4 SPF No.2 OTHERS 2x3 SPF No.2 REACTIONS. (lb/size) A=868/0-5-8, K=2391/0-5-8, I=-15/0-5-8 Max Horz A=228(LC 13) Max Uplift A=-78(LC 10), K=-273(LC 10), I=-223(LC 35) Max Grav A=912(LC 29), K=2457(LC 2), I=244(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-1996/269, B-C=-1665/198, C-D=-396/73, D-E=-355/85, E-F=-218/923, H-I=-208/256 BOT CHORD A-N=-446/1857, M-N=-292/1056, J-K=-761/180 WEBS B-N=-512/168, C-N=-41/772, C-M=-1007/199, E-M=-141/934, E-K=-1171/208, F-K=-1457/304, F-J=-115/966, G-J=-434/148, H-J=-323/69 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A except (jt=lb) K=273, I=223. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351197 25191 C18 Common 5 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:20 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-IYMmZL1af1vCGFVtfZv8yJyMdE2JZQi3DzHNyoz7Kpr 5-11-5 11-4-14 16-3-0 21-1-2 26-5-8 32-6-0 34-4-8 5-11-5 5-5-10 4-10-2 4-10-2 5-4-7 6-0-8 1-10-8 Scale = 1:55.4 4x4 D 4.12 12 3x4 4x4 C E T S 1.5x4 1.5x4 B F 5-10-14 A G H 0-3-15 0-3-15 L J K I 3x4 3x4 3x10 4x4 3x6 3x5 8-2-6 16-3-0 23-0-4 32-6-0 8-2-6 8-0-10 6-9-4 9-5-12 Plate Offsets (X,Y)-- [D:0-2-0,0-2-4], [G:0-7-8,0-0-12], [K:0-2-8,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.65 Vert(LL) -0.15 L-O >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.91 Vert(CT) -0.31 I-R >364 180 TCDL 13.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.04 I n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 106 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-2 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) A=972/0-5-8, I=2002/0-5-8, G=289/0-5-8 Max Horz A=-86(LC 19) Max Uplift A=-97(LC 10), I=-130(LC 11), G=-100(LC 11) Max Grav A=1037(LC 3), I=2052(LC 2), G=358(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-2371/353, B-C=-2043/283, C-D=-754/161, D-E=-708/161, E-F=-134/1017, F-G=-62/625 BOT CHORD A-L=-271/2212, K-L=-118/1412, G-I=-543/89 WEBS B-L=-509/168, C-L=-38/776, C-K=-1015/195, E-K=-83/1067, E-I=-1687/307, F-I=-610/181 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A except (jt=lb) I=130, G=100. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351198 25191 C18A Common 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:21 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-mlw8mh2CPL13tP43DHQNUWUVueMkIt0DSd0wVFz7Kpq 5-11-5 11-4-14 16-3-0 23-1-4 27-0-13 32-6-0 34-4-8 5-11-5 5-5-10 4-10-2 6-10-4 3-11-9 5-5-3 1-10-8 Scale = 1:55.5 4x5 D 4.12 12 3x4 C 5x16 Z Y E X W 1.5x4 1.5x4 B F 5-10-14 A G U V N H 0-3-15 5x10 0-3-15 M L K J I 3x4 3x5 3x8 3x4 4x6 3x5 1.5x4 8-6-4 16-3-0 23-1-4 32-6-0 8-6-4 7-8-12 6-10-4 9-4-12 Plate Offsets (X,Y)-- [A:0-1-0,Edge], [D:0-2-8,0-2-8], [E:0-4-4,0-2-8], [G:0-1-4,Edge], [K:0-2-0,0-1-8], [N:0-5-0,0-10-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.81 Vert(LL) -0.20 I-T >569 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.97 Vert(CT) -0.42 I-T >273 180 TCDL 13.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.04 N n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 115 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-14 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2 *Except* E-J,E-I: 2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) A=1048/0-5-8, G=473/0-5-8, N=1726/0-3-8 Max Horz A=-86(LC 19) Max Uplift A=-106(LC 10), G=-119(LC 11), N=-111(LC 11) Max Grav A=1116(LC 3), G=495(LC 22), N=1755(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-2591/407, B-C=-2228/324, C-D=-1004/210, D-W=-971/205, E-W=-28/498, E-X=0/526, F-X=0/385, F-G=-278/131 BOT CHORD A-M=-320/2424, K-M=-161/1636 WEBS B-M=-537/173, C-M=-33/723, C-K=-1010/189, D-K=-10/304, K-W=-73/1212, F-I=-563/133, E-N=-511/0, I-V=-23/363, V-X=-23/363 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Bearing at joint(s) N considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) A=106, G=119, N=111. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351199 25191 C19 COMMON 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:22 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-ExUW_13qAe9wVZeFm_yc1k1iA2kR1KPMhHmU1hz7Kpp -1-10-8 5-11-5 11-4-14 16-3-0 21-1-2 26-5-8 32-6-0 34-4-8 1-10-8 5-11-5 5-5-10 4-10-2 4-10-2 5-4-7 6-0-8 1-10-8 Scale = 1:58.1 4x4 E 4.12 12 3x4 4x4 D F T U 1.5x4 1.5x4 C G 5-10-14 B H A I 0-3-15 0-3-15 M K L J 3x4 3x4 3x10 4x4 3x6 4x4 8-2-6 16-3-0 23-0-4 32-6-0 8-2-6 8-0-10 6-9-4 9-5-12 Plate Offsets (X,Y)-- [B:0-1-12,Edge], [E:0-2-0,0-2-4], [H:0-7-8,0-0-12], [L:0-2-8,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.65 Vert(LL) -0.15 J-S >768 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.87 Vert(CT) -0.31 J-S >363 180 TCDL 13.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.04 J n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 108 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-3 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) B=1122/0-5-8, J=1990/0-5-8, H=293/0-5-8 Max Horz B=78(LC 14) Max Uplift B=-157(LC 10), J=-128(LC 11), H=-101(LC 11) Max Grav B=1173(LC 21), J=2042(LC 2), H=359(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-2321/339, C-D=-2012/272, D-E=-753/160, E-F=-707/160, F-G=-126/1005, G-H=-59/613 BOT CHORD B-M=-245/2168, L-M=-115/1399, H-J=-532/86 WEBS C-M=-485/161, D-M=-28/748, D-L=-1001/191, F-L=-77/1059, F-J=-1675/301, G-J=-610/181 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) B=157, J=128, H=101. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351200 25191 C19A COMMON 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:22 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-ExUW_13qAe9wVZeFm_yc1k1gI2jh1KUMhHmU1hz7Kpp -1-10-8 5-11-5 11-4-14 16-3-0 23-1-4 27-0-13 32-6-0 34-4-8 1-10-8 5-11-5 5-5-10 4-10-2 6-10-4 3-11-9 5-5-3 1-10-8 Scale = 1:58.1 4x5 E 4.12 12 3x4 D 5x16 Z X F Y 1.5x4 1.5x4 C G 5-10-14 B V W H O I A 0-3-15 5x10 0-3-15 N M L K J 3x4 3x5 3x8 3x4 4x6 3x6 1.5x4 8-6-4 16-3-0 23-1-4 32-6-0 8-6-4 7-8-12 6-10-4 9-4-12 Plate Offsets (X,Y)-- [B:0-0-4,0-0-0], [E:0-2-8,0-2-8], [F:0-4-4,0-2-8], [H:0-1-4,Edge], [L:0-2-0,0-1-8], [O:0-5-0,0-10-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.83 Vert(LL) -0.20 J-U >569 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.92 Vert(CT) -0.42 J-U >273 180 TCDL 13.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.04 O n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 117 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-4 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2 *Except* F-K,F-J: 2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) B=1197/0-5-8, H=475/0-5-8, O=1719/0-3-8 Max Horz B=78(LC 14) Max Uplift B=-166(LC 10), H=-119(LC 11), O=-110(LC 11) Max Grav B=1248(LC 21), H=495(LC 22), O=1748(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-2541/391, C-D=-2196/313, D-E=-1000/209, E-X=-967/204, F-X=-26/504, F-Y=0/522, G-Y=0/381, G-H=-277/131 BOT CHORD B-N=-294/2379, L-N=-151/1620 WEBS C-N=-512/166, D-N=-24/697, D-L=-996/185, E-L=-10/303, L-X=-67/1205, G-J=-563/133, F-O=-507/0, J-W=-23/363, W-Y=-23/363 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Bearing at joint(s) O considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) B=166, H=119, O=110. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351201 25191 C20 Monopitch 3 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:24 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-BKcGPj44iGPektoeuP_46961zsPjVK6f8bFa5az7Kpn -1-10-8 6-5-0 12-0-8 17-8-0 23-6-0 27-0-0 1-10-8 6-5-0 5-7-8 5-7-8 5-10-0 3-6-0 H 4.12 12 3x4 Scale = 1:49.9 G 4x4 4x6 P F E 3x4 D 9-7-3 8-4-12 1.5x4 C B A 0-3-15 L K J Q R I 3x4 3x5 4x4 5x6 3x6 8-3-8 15-9-8 23-6-0 8-3-8 7-6-0 7-8-8 Plate Offsets (X,Y)-- [B:0-0-8,0-0-0], [E:0-3-0,Edge], [F:0-1-12,0-2-0], [G:0-2-0,0-1-4], [I:0-3-0,0-2-12], [J:0-2-0,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.20 I-J >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.95 Vert(CT) -0.34 L-O >819 180 TCDL 13.0 Rep Stress Incr YES WB 0.64 Horz(CT) 0.06 I n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 102 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-11-10 oc purlins, A-E: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt G-I, F-I G-I,F-I: 2x4 SPF No.2 REACTIONS. (lb/size) I=1414/0-5-8, B=1248/0-5-8 Max Horz B=287(LC 10) Max Uplift I=-240(LC 14), B=-129(LC 10) Max Grav I=1744(LC 21), B=1279(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-2620/204, C-D=-2350/156, D-F=-1241/47, G-I=-853/301 BOT CHORD B-L=-437/2449, J-L=-287/1635, I-J=-139/836 WEBS C-L=-484/161, D-L=-63/790, D-J=-802/195, F-J=-67/960, F-I=-1208/207 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) I=240, B=129. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351202 25191 C20A Monopitch 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:25 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-fWAfc25iTZXVM1NqS7VJfMfFQFlFEnOoNF_8e0z7Kpm -1-10-8 6-5-0 12-0-8 17-8-0 23-6-0 27-0-0 1-10-8 6-5-0 5-7-8 5-7-8 5-10-0 3-6-0 H /\ 4.12 12 Scale = 1:50.2 6x8 0-6-5 G 4x4 4x6 R F E 3x4 D 9-7-3 4x6 9-7-3 9-0-14 1.5x4 C 4x8 B A M 0-3-15 L K J S T I 3x4 3x4 4x4 4x5 3x6 8-3-8 15-9-8 23-6-0 27-0-0 8-3-8 7-6-0 7-8-8 3-6-0 Plate Offsets (X,Y)-- [B:0-0-8,0-0-0], [D:0-1-12,0-1-8], [E:0-3-0,Edge], [F:0-1-12,0-2-0], [G:0-3-4,0-4-0], [I:Edge,0-2-0], [J:0-2-0,0-1-12], [M:0-2-12,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.52 Vert(LL) -0.17 L-P >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.93 Vert(CT) -0.33 L-P >826 180 TCDL 13.0 Rep Stress Incr YES WB 0.64 Horz(CT) -0.06 H n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 114 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-0-4 oc purlins, A-E: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt F-I G-I,F-I: 2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) H=80/Mechanical, B=1234/0-5-8, M=1334/0-3-8 Max Horz B=292(LC 10) Max Uplift H=REL, B=-122(LC 10), M=-267(LC 14) Max Grav H=132(LC 21), B=1263(LC 3), M=1607(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-2577/177, C-D=-2306/129, D-F=-1188/21, I-M=-122/1046, G-M=-662/198 BOT CHORD B-L=-416/2408, J-L=-267/1586, I-J=-117/797 WEBS C-L=-487/161, D-L=-61/801, D-J=-799/193, F-J=-69/934, F-I=-1210/203 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Bearing at joint(s) M considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) B=122, M=267. 11) "/\" indicates Released bearing: allow for upward movement at joint(s) H. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351203 25191 C21 Monopitch Girder 1 2 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:27 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-bvHP1k6z?BnDbKXDZYXnknkZx3Qiic_5qZTFivz7Kpk 3-8-5 6-7-10 12-0-0 17-7-12 23-6-0 27-0-0 3-8-5 2-11-6 5-4-6 5-7-12 5-10-4 3-6-0 H 4.12 12 2x4 Scale = 1:51.8 G 5x6 S F 4x6 6x8 E D 9-7-3 8-4-12 3x4 C 3x4 B A 0-3-15 N L J P O M K I 5x14 MT18HS 6x10 MT18HS 6x10 MT18HS 2x4 3x4 6x8 4x10 MT18HS 6x12 MT18HS 3-8-5 6-7-10 12-0-0 17-7-12 23-6-0 3-8-5 2-11-6 5-4-6 5-7-12 5-10-4 Plate Offsets (X,Y)-- [A:0-0-0,Edge], [D:0-3-8,0-1-12], [F:0-2-0,0-1-8], [I:Edge,0-1-12], [K:0-3-8,0-2-4], [M:0-6-4,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.25 M-O >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.99 Vert(CT) -0.47 M-O >593 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr NO WB 0.95 Horz(CT) 0.13 I n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 292 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-11-13 oc purlins, A-E: 2x6 SPF 2100F 1.8E except end verticals. BOT CHORD 2x6 SPF 2100F 1.8E *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. L-N: 2x8 SPF 1950F 1.7E WEBS 1 Row at midpt G-I, D-K, F-I WEBS 2x4 SPF No.2 *Except* C-O,C-M,B-O,B-P: 2x3 SPF No.2, D-K: 2x4 SPF 2100F 1.8E REACTIONS. (lb/size) I=5554/(0-3-8 + bearing block), A=7147/(0-5-8 + bearing block) Max Horz A=263(LC 32) Max Grav I=5858(LC 21), A=7152(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-19236/0, B-C=-18194/0, C-D=-14675/0, D-F=-5136/0, G-I=-855/300 BOT CHORD A-P=0/18113, O-P=0/18113, M-O=0/17193, K-M=0/13526, I-K=0/4770 WEBS C-O=0/492, C-M=-3929/0, D-M=0/7754, D-K=-10714/0, F-K=0/6274, F-I=-6867/0, B-O=-1244/0 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x3 - 1 row at 0-9-0 oc, 2x4 - 2 rows staggered at 0-2-0 oc, Except member K-D 2x4 - 1 row at 0-9-0 oc, member F-K 2x4 - 1 row at 0-9-0 oc, member I-F 2x4 - 1 row at 0-9-0 oc. 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. 3) 2x6 SPF 2100F 1.8E bearing block 12" long at jt. A attached to each face with 3 rows of 10d (0.131"x3") nails spaced 3" o.c. 12 Total fasteners per block. Bearing is assumed to be SPF No.2. 4) 2x6 SPF 2100F 1.8E bearing block 12" long at jt. I attached to each face with 3 rows of 10d (0.131"x3") nails spaced 3" o.c. 12 Total fasteners per block. Bearing is assumed to be SPF No.2. 5) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 6) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 7) Unbalanced snow loads have been considered for this design. 8) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 9) All plates are MT20 plates unless otherwise indicated. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. June 14,2019 Continued on page 212) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351203 25191 C21 Monopitch Girder 1 2 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:27 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-bvHP1k6z?BnDbKXDZYXnknkZx3Qiic_5qZTFivz7Kpk NOTES- 13) Load case(s) 1, 2, 3, 4, 5, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 32, 33, 34, 35, 36, 37, 38, 39, 40, 41, 42, 43, 44, 45 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6084 lb down at 12-0-13, and 1800 lb up at 12-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-426, D-G=-76, G-H=-76, A-I=-20 Concentrated Loads (lb) Vert: M=-6084(B) 2) Dead + 0.75 Snow (balanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-370, D-G=-64, G-H=-63, A-I=-35 Concentrated Loads (lb) Vert: M=-4444(B=-5794) 3) Dead + 0.75 Snow (Unbal. Left) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-370, D-S=-64, G-S=-92, G-H=-92, A-I=-35 Concentrated Loads (lb) Vert: M=-4444(B=-5794) 4) Dead + 0.75 Snow (Unbal. Right) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-344, D-G=-37, G-H=-37, A-I=-35 Concentrated Loads (lb) Vert: M=-4444(B=-5794) 5) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-D=-201, D-G=-26, G-H=-26, A-I=-40 Concentrated Loads (lb) Vert: M=-3476(B) 10) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-154, D-G=21, G-H=17, A-I=-10 Horz: A-G=-29, G-H=-25 Concentrated Loads (lb) Vert: M=88(B=-1712) 11) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-163, D-G=12, G-H=21, A-I=-10 Horz: A-G=-20, G-H=-30 Concentrated Loads (lb) Vert: M=88(B=-1712) 12) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-180, D-G=-5, G-H=-1, A-I=-20 Horz: A-G=-21, G-H=-25 Concentrated Loads (lb) Vert: M=98(B=-1702) 13) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-189, D-G=-14, G-H=-10, A-I=-20 Horz: A-G=-12, G-H=-16 Concentrated Loads (lb) Vert: M=98(B=-1702) 14) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-154, D-G=21, G-H=17, A-I=-10 Horz: A-G=-29, G-H=-25 Concentrated Loads (lb) Vert: M=88(B=-1712) 15) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-167, D-G=8, G-H=4, A-I=-10 Horz: A-G=-17, G-H=-12 Concentrated Loads (lb) Vert: M=88(B=-1712) 16) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-154, D-G=21, G-H=17, A-I=-10 Horz: A-G=-29, G-H=-25 Concentrated Loads (lb) Vert: M=88(B=-1712) 17) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.33, Plate Increase=1.33 Continued on page 3 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351203 25191 C21 Monopitch Girder 1 2 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:27 2019 Page 3 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-bvHP1k6z?BnDbKXDZYXnknkZx3Qiic_5qZTFivz7Kpk LOAD CASE(S) Standard Uniform Loads (plf) Vert: A-D=-167, D-G=8, G-H=4, A-I=-10 Horz: A-G=-17, G-H=-12 Concentrated Loads (lb) Vert: M=88(B=-1712) 18) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-180, D-G=-5, G-H=-1, A-I=-20 Horz: A-G=-21, G-H=-25 Concentrated Loads (lb) Vert: M=98(B=-1702) 19) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-193, D-G=-18, G-H=-14, A-I=-20 Horz: A-G=-8, G-H=-12 Concentrated Loads (lb) Vert: M=98(B=-1702) 20) Dead + Snow on Overhangs: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-376, D-G=-26, G-H=-126, A-I=-20 Concentrated Loads (lb) Vert: M=-2777(B) 21) Dead + Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-426, D-S=-76, G-S=-114, G-H=-114, A-I=-20 Concentrated Loads (lb) Vert: M=-6084(B) 22) Dead + Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-391, D-G=-41, G-H=-41, A-I=-20 Concentrated Loads (lb) Vert: M=-6084(B) 23) Dead + Uninhabitable Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-D=-201, D-G=-26, G-H=-26, A-I=-40 Concentrated Loads (lb) Vert: M=-3493(B) 24) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-354, D-G=-48, G-H=-45, A-I=-35 Horz: A-G=-16, G-H=-19 Concentrated Loads (lb) Vert: M=-352(B=-1702) 25) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-361, D-G=-55, G-H=-52, A-I=-35 Horz: A-G=-9, G-H=-12 Concentrated Loads (lb) Vert: M=-352(B=-1702) 26) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-354, D-G=-48, G-H=-45, A-I=-35 Horz: A-G=-16, G-H=-19 Concentrated Loads (lb) Vert: M=-352(B=-1702) 27) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-364, D-G=-57, G-H=-54, A-I=-35 Horz: A-G=-6, G-H=-9 Concentrated Loads (lb) Vert: M=-352(B=-1702) 32) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-154, D-G=21, G-H=17, A-I=-10 Horz: A-G=-29, G-H=-25 Concentrated Loads (lb) Vert: M=-871(B=-2671) 33) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-163, D-G=12, G-H=21, A-I=-10 Horz: A-G=-20, G-H=-30 Concentrated Loads (lb) Vert: M=-871(B=-2671) Continued on page 4 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351203 25191 C21 Monopitch Girder 1 2 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:27 2019 Page 4 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-bvHP1k6z?BnDbKXDZYXnknkZx3Qiic_5qZTFivz7Kpk LOAD CASE(S) Standard 34) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-180, D-G=-5, G-H=-1, A-I=-20 Horz: A-G=-21, G-H=-25 Concentrated Loads (lb) Vert: M=-861(B=-2661) 35) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-189, D-G=-14, G-H=-10, A-I=-20 Horz: A-G=-12, G-H=-16 Concentrated Loads (lb) Vert: M=-861(B=-2661) 36) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-154, D-G=21, G-H=17, A-I=-10 Horz: A-G=-29, G-H=-25 Concentrated Loads (lb) Vert: M=-871(B=-2671) 37) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-167, D-G=8, G-H=4, A-I=-10 Horz: A-G=-17, G-H=-12 Concentrated Loads (lb) Vert: M=-871(B=-2671) 38) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-154, D-G=21, G-H=17, A-I=-10 Horz: A-G=-29, G-H=-25 Concentrated Loads (lb) Vert: M=-871(B=-2671) 39) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-167, D-G=8, G-H=4, A-I=-10 Horz: A-G=-17, G-H=-12 Concentrated Loads (lb) Vert: M=-871(B=-2671) 40) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-180, D-G=-5, G-H=-1, A-I=-20 Horz: A-G=-21, G-H=-25 Concentrated Loads (lb) Vert: M=-861(B=-2661) 41) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-193, D-G=-18, G-H=-14, A-I=-20 Horz: A-G=-8, G-H=-12 Concentrated Loads (lb) Vert: M=-861(B=-2661) 42) Reversal: Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-354, D-G=-48, G-H=-45, A-I=-35 Horz: A-G=-16, G-H=-19 Concentrated Loads (lb) Vert: M=-3109(B=-4459) 43) Reversal: Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.33 , Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-361, D-G=-55, G-H=-52, A-I=-35 Horz: A-G=-9, G-H=-12 Concentrated Loads (lb) Vert: M=-3109(B=-4459) 44) Reversal: Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-354, D-G=-48, G-H=-45, A-I=-35 Horz: A-G=-16, G-H=-19 Concentrated Loads (lb) Vert: M=-3109(B=-4459) 45) Reversal: Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-364, D-G=-57, G-H=-54, A-I=-35 Horz: A-G=-6, G-H=-9 Concentrated Loads (lb) Vert: M=-3109(B=-4459) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351204 25191 C22 Roof Special 6 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:28 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-35rnE47bmUw4DU6P7F20G_HmDTs6R3HF3DDoELz7Kpj 6-3-2 11-11-4 6-3-2 5-8-2 Scale = 1:24.3 C 2x4 4.12 12 3x4 I B 4-5-2 A 0-3-15 E 1.5x4 D 3x4 3x4 6-3-2 11-11-4 6-3-2 5-8-2 Plate Offsets (X,Y)-- [A:0-2-0,Edge], [C:0-2-0,0-0-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.07 E-H >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.54 Vert(CT) -0.14 E-H >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.02 D n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 37 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-5 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) A=568/0-5-8, D=568/Mechanical Max Horz A=118(LC 10) Max Uplift A=-43(LC 10), D=-84(LC 10) Max Grav A=597(LC 3), D=647(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-1096/121 BOT CHORD A-E=-215/1011, D-E=-215/1011 WEBS B-E=0/277, B-D=-1069/227 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A, D. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351205 25191 C23 Monopitch 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:28 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-35rnE47bmUw4DU6P7F20G_HjyTwAR8aF3DDoELz7Kpj 5-7-13 11-3-10 14-9-10 5-7-13 5-7-13 3-6-0 D 3x4 Scale = 1:48.8 4.12 12 C H 3x4 B 4x4 A 9-7-3 8-4-12 4-6-3 G F E 1.5x4 3x4 5x6 5-7-13 11-3-10 5-7-13 5-7-13 Plate Offsets (X,Y)-- [C:0-2-0,0-1-4], [E:0-3-0,0-2-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.02 F-G >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.28 Vert(CT) -0.05 F-G >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.61 Horz(CT) -0.00 E n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 69 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. C-E: 2x4 SPF No.2 WEBS 1 Row at midpt C-E REACTIONS. (lb/size) G=485/Mechanical, E=853/0-5-8 Max Horz G=177(LC 11) Max Uplift E=-207(LC 14) Max Grav G=506(LC 2), E=1002(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-324/0, C-E=-709/314, A-G=-439/0 BOT CHORD E-F=-128/254 WEBS B-E=-379/194, A-F=0/332 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) E=207. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351206 25191 C23A Monopitch 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:29 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-XHP9SQ8DXo2xrehbhyaFpCpxEtIOAbzOItyLnnz7Kpi 5-7-13 11-3-10 14-9-10 5-7-13 5-7-13 3-6-0 D Scale = 1:48.8 4.12 12 4x12 C J 3x4 B 4x4 A 9-7-3 4x6 9-7-3 8-4-12 4-6-3 H I 4x8 0-7-4 G F E 1.5x4 3x4 3x4 5-7-13 11-3-10 5-7-13 5-7-13 Plate Offsets (X,Y)-- [C:0-5-8,0-2-0], [H:0-3-0,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.02 F-G >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.15 Vert(CT) -0.04 F-G >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.60 Horz(CT) -0.00 I n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 81 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 2100F 1.8E except end verticals. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. C-E: 2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) G=485/Mechanical, I=844/0-3-8 Max Horz G=179(LC 11) Max Uplift I=-209(LC 14) Max Grav G=506(LC 2), I=993(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-319/0, E-H=-116/323, C-H=-116/323, A-G=-438/0 WEBS B-E=-328/177, A-F=0/324, C-I=-994/408 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Bearing at joint(s) I considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) I=209. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351207 25191 C24 Monopitch 3 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:30 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-?UzYfm9rI6AoSoGoEg5ULPM2GGXOv_1XWXivJDz7Kph 7-4-3 14-9-10 18-3-14 20-2-6 7-4-3 7-5-7 3-6-4 1-10-8 4x7 Scale = 1:54.6 C 4.12 12 J 2x4 D E 3x4 B 5x6 A 9-7-3 8-4-11 4-6-3 H K L M N I G F 1.5x4 3x4 3x4 3x4 4-9-5 11-0-14 18-3-14 4-9-5 6-3-9 7-3-0 Plate Offsets (X,Y)-- [A:0-2-0,0-1-12], [C:0-3-8,0-1-12], [D:0-2-0,0-0-12], [F:0-1-8,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.83 Vert(LL) -0.18 F-G >471 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.61 Vert(CT) -0.25 F-G >343 180 TCDL 13.0 Rep Stress Incr YES WB 0.87 Horz(CT) 0.00 F n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 96 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. C-G,D-F,C-F: 2x4 SPF No.2 WEBS 1 Row at midpt C-G, D-F, C-F REACTIONS. (lb/size) I=494/Mechanical, G=929/0-5-8, F=466/0-5-8 Max Horz I=106(LC 11) Max Uplift I=-19(LC 10), G=-104(LC 10), F=-110(LC 11) Max Grav I=517(LC 3), G=1108(LC 2), F=570(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-295/61, A-I=-455/54, D-F=-411/155 WEBS B-G=-587/219, C-G=-282/51, A-H=0/286 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) I except (jt=lb) G=104, F=110. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351208 25191 C25 Flat Girder 1 2 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:31 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-UgXwt6AT3PIf4yq_oNcjudvLZgsReU7hlBRSrgz7Kpg 4-1-12 7-11-13 12-1-10 4-1-12 3-10-1 4-1-13 2x4 3x4 5x6 Scale = 1:25.9 7x10 A B C D 4-5-2 4-5-2 I J K L M N G F 7x8 H 8x10 E 5x8 5x8 4-1-12 7-11-13 12-1-10 4-1-12 3-10-1 4-1-13 Plate Offsets (X,Y)-- [A:Edge,0-4-8], [D:0-2-12,0-1-12], [E:0-2-8,0-0-0], [F:0-2-0,0-4-8], [G:0-5-0,0-4-8], [H:0-2-8,0-0-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.04 F-G >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.69 Vert(CT) -0.08 F-G >999 180 TCDL 13.0 Rep Stress Incr NO WB 0.69 Horz(CT) 0.01 E n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 162 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins (6-0-0 max.): A-D, except end verticals. BOT CHORD 2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 *Except* A-H,D-E: 2x6 SPF No.2 REACTIONS. (lb/size) H=5692/0-4-8, E=6104/Mechanical Max Horz H=-81(LC 10) Max Uplift H=-1123(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-H=-4773/1093, A-B=-4081/0, B-C=-4081/0, C-D=-4094/0, D-E=-4771/0 BOT CHORD F-G=0/4094 WEBS A-G=0/5569, B-G=-1664/0, C-F=-1693/0, D-F=0/5590 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 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. 3) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Refer to girder(s) for truss to truss connections. 10) Bearing at joint(s) H considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) H=1123. 12) Load case(s) 1, 2, 3, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 28, 29, 30, 31, 32, 33, 34, 35, 36, 37, 38, 39, 40, 41 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351208 25191 C25 Flat Girder 1 2 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:31 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-UgXwt6AT3PIf4yq_oNcjudvLZgsReU7hlBRSrgz7Kpg NOTES- 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1800 lb up at 0-2-12 on top chord, and 482 lb down and 39 lb up at 1-5-4, 627 lb down and 104 lb up at 1-5-4, 482 lb down and 39 lb up at 3-5-4, 627 lb down and 104 lb up at 3-5-4, 482 lb down and 39 lb up at 5-5-4, 627 lb down and 104 lb up at 5-5-4, 471 lb down at 7-5-4, 627 lb down and 104 lb up at 7-5-4, 471 lb down at 9-5-4, 627 lb down and 104 lb up at 9-5-4, and 480 lb down at 11-5-4, and 632 lb down and 99 lb up at 11-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-426, E-H=-20 Concentrated Loads (lb) Vert: I=-1101(F=-627, B=-474) J=-1101(F=-627, B=-474) K=-1101(F=-627, B=-474) L=-1091(F=-627, B=-465) M=-1091(F=-627, B=-465) N=-1102(F=-632, B=-470) 2) Dead + 0.75 Snow (balanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-370, E-H=-35 Concentrated Loads (lb) Vert: A=1350 I=-1089(F=-607, B=-482) J=-1089(F=-607, B=-482) K=-1089(F=-607, B=-482) L=-1078(F=-607, B=-471) M=-1078(F=-607, B=-471) N=-1096(F=-616, B=-480) 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-D=-201, E-H=-40 Concentrated Loads (lb) Vert: I=-641(F=-350, B=-290) J=-641(F=-350, B=-290) K=-641(F=-350, B=-290) L=-660(F=-350, B=-309) M=-660(F=-350, B=-309) N=-680(F=-361, B=-319) 8) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-154, E-H=-10 Horz: A-H=12 Concentrated Loads (lb) Vert: A=1800 I=124(F=94, B=29) J=124(F=94, B=29) K=124(F=94, B=29) L=8(F=94, B=-87) M=8(F=94, B=-87) N=2(F=92, B=-89) 9) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-154, E-H=-10 Horz: A-H=-15 Concentrated Loads (lb) Vert: A=1800 I=124(F=94, B=29) J=124(F=94, B=29) K=124(F=94, B=29) L=8(F=94, B=-87) M=8(F=94, B=-87) N=2(F=92, B=-89) 10) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-180, E-H=-20 Horz: A-H=20 Concentrated Loads (lb) Vert: A=1800 I=144(F=104, B=39) J=144(F=104, B=39) K=144(F=104, B=39) L=28(F=104, B=-77) M=28(F=104, B=-77) N=17(F=99, B=-82) 11) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-180, E-H=-20 Horz: A-H=-7 Concentrated Loads (lb) Vert: A=1800 I=144(F=104, B=39) J=144(F=104, B=39) K=144(F=104, B=39) L=28(F=104, B=-77) M=28(F=104, B=-77) N=17(F=99, B=-82) 12) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-154, E-H=-10 Horz: A-H=10 Concentrated Loads (lb) Vert: A=1800 I=124(F=94, B=29) J=124(F=94, B=29) K=124(F=94, B=29) L=8(F=94, B=-87) M=8(F=94, B=-87) N=2(F=92, B=-89) 13) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-154, E-H=-10 Horz: A-H=-14 Concentrated Loads (lb) Vert: A=1800 I=124(F=94, B=29) J=124(F=94, B=29) K=124(F=94, B=29) L=8(F=94, B=-87) M=8(F=94, B=-87) N=2(F=92, B=-89) 14) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-154, E-H=-10 Horz: A-H=10 Concentrated Loads (lb) Vert: A=1800 I=124(F=94, B=29) J=124(F=94, B=29) K=124(F=94, B=29) L=8(F=94, B=-87) M=8(F=94, B=-87) N=2(F=92, B=-89) 15) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-154, E-H=-10 Horz: A-H=-14 Concentrated Loads (lb) Vert: A=1800 I=124(F=94, B=29) J=124(F=94, B=29) K=124(F=94, B=29) L=8(F=94, B=-87) M=8(F=94, B=-87) N=2(F=92, B=-89) 16) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Continued on page 3 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351208 25191 C25 Flat Girder 1 2 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:31 2019 Page 3 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-UgXwt6AT3PIf4yq_oNcjudvLZgsReU7hlBRSrgz7Kpg LOAD CASE(S) Standard Uniform Loads (plf) Vert: A-D=-180, E-H=-20 Horz: A-H=18 Concentrated Loads (lb) Vert: A=1800 I=144(F=104, B=39) J=144(F=104, B=39) K=144(F=104, B=39) L=28(F=104, B=-77) M=28(F=104, B=-77) N=17(F=99, B=-82) 17) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-180, E-H=-20 Horz: A-H=-6 Concentrated Loads (lb) Vert: A=1800 I=144(F=104, B=39) J=144(F=104, B=39) K=144(F=104, B=39) L=28(F=104, B=-77) M=28(F=104, B=-77) N=17(F=99, B=-82) 18) Dead + Uninhabitable Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-D=-201, E-H=-40 Concentrated Loads (lb) Vert: I=-661(F=-350, B=-311) J=-661(F=-350, B=-311) K=-661(F=-350, B=-311) L=-660(F=-350, B=-309) M=-660(F=-350, B=-309) N=-680(F=-361, B=-319) 19) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-354, E-H=-35 Horz: A-H=15 Concentrated Loads (lb) Vert: A=1350 I=67(F=56, B=11) J=67(F=56, B=11) K=67(F=56, B=11) L=-21(F=56, B=-77) M=-21(F=56, B=-77) N=-31(F=51, B=-82) 20) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-354, E-H=-35 Horz: A-H=-5 Concentrated Loads (lb) Vert: A=1350 I=67(F=56, B=11) J=67(F=56, B=11) K=67(F=56, B=11) L=-21(F=56, B=-77) M=-21(F=56, B=-77) N=-31(F=51, B=-82) 21) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-354, E-H=-35 Horz: A-H=14 Concentrated Loads (lb) Vert: A=1350 I=67(F=56, B=11) J=67(F=56, B=11) K=67(F=56, B=11) L=-21(F=56, B=-77) M=-21(F=56, B=-77) N=-31(F=51, B=-82) 22) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-354, E-H=-35 Horz: A-H=-4 Concentrated Loads (lb) Vert: A=1350 I=67(F=56, B=11) J=67(F=56, B=11) K=67(F=56, B=11) L=-21(F=56, B=-77) M=-21(F=56, B=-77) N=-31(F=51, B=-82) 23) Dead + Minimum Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-416, E-H=-20 Concentrated Loads (lb) Vert: I=-1101(F=-627, B=-474) J=-1101(F=-627, B=-474) K=-1101(F=-627, B=-474) L=-1091(F=-627, B=-465) M=-1091(F=-627, B=-465) N=-1102(F=-632, B=-470) 28) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-154, E-H=-10 Horz: A-H=12 Concentrated Loads (lb) Vert: A=1800 I=-424(F=-229, B=-196) J=-424(F=-229, B=-196) K=-424(F=-229, B=-196) L=-469(F=-229, B=-241) M=-469(F=-229, B=-241) N=-476(F=-231, B=-245) 29) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-154, E-H=-10 Horz: A-H=-15 Concentrated Loads (lb) Vert: A=1800 I=-424(F=-229, B=-196) J=-424(F=-229, B=-196) K=-424(F=-229, B=-196) L=-469(F=-229, B=-241) M=-469(F=-229, B=-241) N=-476(F=-231, B=-245) 30) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-180, E-H=-20 Horz: A-H=20 Concentrated Loads (lb) Vert: A=1800 I=-404(F=-219, B=-186) J=-404(F=-219, B=-186) K=-404(F=-219, B=-186) L=-449(F=-219, B=-231) M=-449(F=-219, B=-231) N=-462(F=-224, B=-238) 31) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-180, E-H=-20 Horz: A-H=-7 Concentrated Loads (lb) Vert: A=1800 I=-404(F=-219, B=-186) J=-404(F=-219, B=-186) K=-404(F=-219, B=-186) L=-449(F=-219, B=-231) M=-449(F=-219, B=-231) N=-462(F=-224, B=-238) 32) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Continued on page 4 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351208 25191 C25 Flat Girder 1 2 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:31 2019 Page 4 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-UgXwt6AT3PIf4yq_oNcjudvLZgsReU7hlBRSrgz7Kpg LOAD CASE(S) Standard Uniform Loads (plf) Vert: A-D=-154, E-H=-10 Horz: A-H=10 Concentrated Loads (lb) Vert: A=1800 I=-424(F=-229, B=-196) J=-424(F=-229, B=-196) K=-424(F=-229, B=-196) L=-469(F=-229, B=-241) M=-469(F=-229, B=-241) N=-476(F=-231, B=-245) 33) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-154, E-H=-10 Horz: A-H=-14 Concentrated Loads (lb) Vert: A=1800 I=-424(F=-229, B=-196) J=-424(F=-229, B=-196) K=-424(F=-229, B=-196) L=-469(F=-229, B=-241) M=-469(F=-229, B=-241) N=-476(F=-231, B=-245) 34) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-154, E-H=-10 Horz: A-H=10 Concentrated Loads (lb) Vert: A=1800 I=-424(F=-229, B=-196) J=-424(F=-229, B=-196) K=-424(F=-229, B=-196) L=-469(F=-229, B=-241) M=-469(F=-229, B=-241) N=-476(F=-231, B=-245) 35) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-154, E-H=-10 Horz: A-H=-14 Concentrated Loads (lb) Vert: A=1800 I=-424(F=-229, B=-196) J=-424(F=-229, B=-196) K=-424(F=-229, B=-196) L=-469(F=-229, B=-241) M=-469(F=-229, B=-241) N=-476(F=-231, B=-245) 36) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-180, E-H=-20 Horz: A-H=18 Concentrated Loads (lb) Vert: A=1800 I=-404(F=-219, B=-186) J=-404(F=-219, B=-186) K=-404(F=-219, B=-186) L=-449(F=-219, B=-231) M=-449(F=-219, B=-231) N=-462(F=-224, B=-238) 37) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-180, E-H=-20 Horz: A-H=-6 Concentrated Loads (lb) Vert: A=1800 I=-404(F=-219, B=-186) J=-404(F=-219, B=-186) K=-404(F=-219, B=-186) L=-449(F=-219, B=-231) M=-449(F=-219, B=-231) N=-462(F=-224, B=-238) 38) Reversal: Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-354, E-H=-35 Horz: A-H=15 Concentrated Loads (lb) Vert: A=1350 I=-835(F=-445, B=-391) J=-835(F=-445, B=-391) K=-835(F=-445, B=-391) L=-858(F=-445, B=-413) M=-858(F=-445, B=-413) N=-878(F=-454, B=-424) 39) Reversal: Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.33 , Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-354, E-H=-35 Horz: A-H=-5 Concentrated Loads (lb) Vert: A=1350 I=-835(F=-445, B=-391) J=-835(F=-445, B=-391) K=-835(F=-445, B=-391) L=-858(F=-445, B=-413) M=-858(F=-445, B=-413) N=-878(F=-454, B=-424) 40) Reversal: Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-354, E-H=-35 Horz: A-H=14 Concentrated Loads (lb) Vert: A=1350 I=-835(F=-445, B=-391) J=-835(F=-445, B=-391) K=-835(F=-445, B=-391) L=-858(F=-445, B=-413) M=-858(F=-445, B=-413) N=-878(F=-454, B=-424) 41) Reversal: Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-354, E-H=-35 Horz: A-H=-4 Concentrated Loads (lb) Vert: A=1350 I=-835(F=-445, B=-391) J=-835(F=-445, B=-391) K=-835(F=-445, B=-391) L=-858(F=-445, B=-413) M=-858(F=-445, B=-413) N=-878(F=-454, B=-424) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351209 25191 C26 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:34 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-uFC2V7CMMKgDxPZZTW9QWFXiCtrmrwU7R9g6S?z7Kpd -1-10-8 27-1-8 28-0-12 1-10-8 27-1-8 0-11-4 3x4 Scale = 1:62.7 4x8 Q 3x6 P O 3x5 N M L K J 4x7 I 4x7 H 4x7 4.12 12 FG 4x7 9-2-13 E 4x7 D 4x7 3x4 C 4x7 4x7 4x7 B 4x7 A 0-3-15 7x16 AE AD AC AB AA Z Y X W V U T S R 3x4 4x4 4x5 4x7 27-1-8 27-1-8 Plate Offsets (X,Y)-- [B:0-3-15,Edge], [B:0-0-5,Edge], [B:1-4-3,0-1-8], [C:0-2-0,0-0-12], [D:0-2-0,0-0-4], [G:0-1-13,0-0-12], [K:0-2-0,0-0-8], [P:0-3-0,0-2-0], [P:0-0-4,0-3-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.90 Vert(LL) 0.01 Q n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.78 Vert(CT) 0.00 Q n/r 120 TCDL 13.0 Rep Stress Incr NO WB 0.33 Horz(CT) 0.15 R n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 224 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-3-12 oc purlins, B-L: 2x4 SPF 2100F 1.8E except end verticals. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-5-12 oc bracing. B-X: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt P-R, O-S WEBS 2x8 SPF 1950F 1.7E *Except* P-R: 2x4 SPF No.2 OTHERS 2x4 SPF No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. All bearings 27-1-8. (lb) - Max Horz B=304(LC 37) Max Uplift All uplift 100 lb or less at joint(s) R, T, U, V, W, Y, Z, AA, AB except S=-133(LC 37), AD=-404(LC 45), B=-2381(LC 37) Max Grav All reactions 250 lb or less at joint(s) AC, AE except R=352(LC 21), S=399(LC 30), T=354(LC 21), U=351(LC 21), V=311(LC 21), W=266(LC 1), Y=268(LC 21), Z=268(LC 1), AA=261(LC 21), AB=294(LC 1), AD=648(LC 30), B=2623(LC 58) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-9018/8768, C-D=-7437/7224, D-E=-6698/6519, E-F=-6085/5915, F-H=-5406/5254, H-I=-4728/4592, I-J=-4049/3929, J-K=-3371/3266, K-M=-2692/2603, M-N=-2013/1940, N-O=-1335/1278, O-P=-698/656, P-R=-338/69 BOT CHORD B-AE=-8374/8371, AD-AE=-7048/7061, AC-AD=-6710/6717, AB-AC=-6151/6158, AA-AB=-5531/5536, Z-AA=-4911/4914, Y-Z=-4290/4293, W-Y=-3670/3672, V-W=-3050/3051, U-V=-2429/2431, T-U=-1809/1810, S-T=-1189/1189, R-S=-568/568 WEBS O-S=-303/135, N-T=-315/32, M-U=-311/31, K-V=-271/30, E-AB=-256/34, C-AD=-693/410 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. June 14,2019 Continued on page 29) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351209 25191 C26 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:34 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-uFC2V7CMMKgDxPZZTW9QWFXiCtrmrwU7R9g6S?z7Kpd NOTES- 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 11) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) R, T, U, V, W, Y, Z, AA, AB except (jt=lb) S=133, AD=404, B=2381. 13) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) B. 14) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 27-1-8 for 310.0 plf. 15) No notches allowed in overhang and 11008 from left end and 1104 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-P=-114, P-Q=-114, B-R=-20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351210 25191 C27 Monopitch 3 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:35 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-MRmRiTD_6eo4ZZ8l1Dgf2T3yiH9EaJxHgpPg_Rz7Kpc -1-10-8 6-5-0 12-0-8 17-8-0 23-6-0 28-0-12 1-10-8 6-5-0 5-7-8 5-7-8 5-10-0 4-6-12 H /\ 4.12 12 Scale = 1:52.0 0-6-5 2x4 G 4x4 4x6 Q F E 3x4 D 9-11-9 9-11-9 9-5-4 1.5x4 C B A 0-3-15 L K J R S I 3x4 3x5 4x4 3x5 3x6 8-3-8 15-9-8 23-6-0 28-0-12 8-3-8 7-6-0 7-8-8 4-6-12 Plate Offsets (X,Y)-- [B:0-0-8,0-0-0], [E:0-3-0,Edge], [F:0-1-12,0-2-0], [I:0-2-4,0-1-8], [J:0-2-0,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.20 I-J >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.95 Vert(CT) -0.34 L-O >817 180 TCDL 13.0 Rep Stress Incr YES WB 0.63 Horz(CT) 0.06 I n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 104 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc purlins, A-E: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt G-I, F-I G-I,F-I: 2x4 SPF No.2 REACTIONS. (lb/size) H=116/Mechanical, I=1364/0-5-8, B=1257/0-5-8 Max Horz B=303(LC 10) Max Uplift H=REL, I=-287(LC 14), B=-119(LC 10) Max Grav H=186(LC 21), I=1638(LC 21), B=1286(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-2644/168, C-D=-2374/120, D-F=-1265/10, G-I=-714/246 BOT CHORD B-L=-420/2472, J-L=-271/1655, I-J=-118/864 WEBS C-L=-487/160, D-L=-62/793, D-J=-795/198, F-J=-68/955, F-I=-1242/179 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) I=287, B=119. 10) "/\" indicates Released bearing: allow for upward movement at joint(s) H. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351211 25191 C27A Monopitch 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:36 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-qdKpwpDctywxAjjybwCubgc7fhVvJm7QvT9DWtz7Kpb -1-10-8 6-5-0 12-0-8 17-8-0 23-6-0 28-0-12 1-10-8 6-5-0 5-7-8 5-7-8 5-10-0 4-6-12 H /\ 4.12 12 Scale = 1:52.0 0-6-5 7x8 G 4x4 4x6 R F E 3x4 D 9-11-9 4x6 9-5-49-11-9 1.5x4 C 4x8 B A M 0-3-15 L K J S T I 3x4 3x4 4x4 4x5 3x6 8-3-8 15-9-8 23-6-0 28-0-12 8-3-8 7-6-0 7-8-8 4-6-12 Plate Offsets (X,Y)-- [B:0-0-8,0-0-0], [D:0-1-12,0-1-8], [E:0-3-0,Edge], [F:0-1-12,0-2-0], [G:0-3-12,0-4-0], [I:Edge,0-2-0], [J:0-2-0,0-1-12], [M:0-3-0,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.52 Vert(LL) -0.17 L-P >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.92 Vert(CT) -0.33 L-P >829 180 TCDL 13.0 Rep Stress Incr YES WB 0.64 Horz(CT) -0.06 H n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 116 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-0-6 oc purlins, A-E: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt F-I G-I,F-I: 2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) H=126/Mechanical, B=1232/0-5-8, M=1370/0-3-8 Max Horz B=303(LC 10) Max Uplift H=REL, B=-113(LC 10), M=-297(LC 14) Max Grav H=203(LC 21), B=1256(LC 3), M=1641(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-2556/147, C-D=-2286/99, D-F=-1167/0, I-M=-112/1027, G-M=-722/244 BOT CHORD B-L=-400/2388, J-L=-251/1566, I-J=-99/775 WEBS C-L=-486/161, D-L=-61/801, D-J=-799/195, F-J=-71/934, F-I=-1185/190 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Bearing at joint(s) M considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) B=113, M=297. 11) "/\" indicates Released bearing: allow for upward movement at joint(s) H. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351212 25191 C28 Monopitch 3 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:37 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-IquB79EEeF2ootI89ej78u9HE5tG2BFZ76um3Jz7Kpa 6-5-0 12-0-8 17-8-0 23-6-0 28-0-12 6-5-0 5-7-8 5-7-8 5-10-0 4-6-12 G /\ 4.12 12 Scale = 1:51.6 0-6-5 2x4 F 4x4 4x6 P E D 3x4 C 9-11-9 9-11-9 9-5-4 1.5x4 B A 0-3-15 K J I Q R H 3x6 3x4 3x5 4x4 3x5 8-3-8 15-9-8 23-6-0 28-0-12 8-3-8 7-6-0 7-8-8 4-6-12 Plate Offsets (X,Y)-- [C:0-1-12,0-1-8], [D:0-3-0,Edge], [E:0-1-12,0-2-0], [I:0-2-0,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.59 Vert(LL) -0.20 H-I >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.33 K-N >847 180 TCDL 13.0 Rep Stress Incr YES WB 0.64 Horz(CT) -0.06 G n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 102 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-9-10 oc purlins, A-D: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. A-J: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt F-H, E-H WEBS 2x3 SPF No.2 *Except* F-H,E-H: 2x4 SPF No.2 REACTIONS. (lb/size) G=117/Mechanical, H=1368/0-5-8, A=1109/0-5-8 Max Horz A=278(LC 10) Max Uplift G=REL, H=-288(LC 10), A=-59(LC 10) Max Grav G=185(LC 21), H=1620(LC 21), A=1161(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-2678/183, B-C=-2404/133, C-E=-1267/12, F-H=-697/246 BOT CHORD A-K=-435/2506, I-K=-276/1664, H-I=-120/863 WEBS B-K=-501/166, C-K=-72/820, C-I=-808/202, E-I=-70/961, E-H=-1241/182 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A except (jt=lb) H=288. 9) "/\" indicates Released bearing: allow for upward movement at joint(s) G. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351213 25191 C28A Monopitch 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:38 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-m0SZLVFsPZAfQ0tKiLEMg5hRDVAUneSjMmeKbmz7KpZ 6-5-0 12-0-8 17-8-0 23-6-0 28-0-12 6-5-0 5-7-8 5-7-8 5-10-0 4-6-12 G /\ 4.12 12 Scale = 1:51.6 0-6-5 7x8 F 4x4 4x6 Q E D 3x4 C 9-11-9 9-11-9 4x6 9-5-4 1.5x4 B A 4x8 L 0-3-15 K J I R S H 3x4 3x4 4x4 4x5 3x5 8-3-8 15-9-8 23-6-0 28-0-12 8-3-8 7-6-0 7-8-8 4-6-12 Plate Offsets (X,Y)-- [A:0-1-0,Edge], [C:0-1-12,0-1-8], [D:0-3-0,Edge], [E:0-1-12,0-2-0], [F:0-3-12,0-4-0], [H:Edge,0-2-0], [I:0-2-0,0-1-12], [L:0-2-12,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.19 K-O >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.98 Vert(CT) -0.36 K-O >756 180 TCDL 13.0 Rep Stress Incr YES WB 0.65 Horz(CT) -0.06 G n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 114 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-8-8 oc purlins, A-D: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt E-H F-H,E-H: 2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) G=126/Mechanical, A=1084/0-5-8, L=1376/0-3-8 Max Horz A=278(LC 10) Max Uplift G=REL, A=-53(LC 10), L=-299(LC 10) Max Grav G=201(LC 21), A=1131(LC 3), L=1625(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-2593/162, B-C=-2317/111, C-E=-1168/0, H-L=-114/1027, F-L=-706/244 BOT CHORD A-K=-415/2428, I-K=-255/1575, H-I=-101/775 WEBS B-K=-506/167, C-K=-71/830, C-I=-811/199, E-I=-73/940, E-H=-1185/192 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) L considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A except (jt=lb) L=299. 10) "/\" indicates Released bearing: allow for upward movement at joint(s) G. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351214 25191 C29 HALF HIP GIRDER 1 3 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:40 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-jPaKlBG7xAQNfK1jqmGqlWnoiIuIFVv0q47Rgez7KpX 5-5-12 8-7-12 12-0-0 16-10-14 20-1-7 23-6-0 5-5-12 3-2-1 3-4-4 4-10-14 3-2-9 3-4-9 5x6 3x4 Scale = 1:40.5 6x8 E F G 5x8 R 4.12 12 D 3x4 C 6-1-10 4x4 B Q A 0-3-15 N M L S J T U V W K I H 5x16 2x4 3x4 6x10 MT18HS 12x12 10x12 6x8 6x10 MT18HS 3-4-3 6-10-12 12-0-0 16-10-14 23-6-0 3-4-3 3-6-9 5-1-4 4-10-14 6-7-2 Plate Offsets (X,Y)-- [A:0-8-0,Edge], [B:0-1-12,0-2-0], [D:0-3-0,0-1-12], [E:0-3-0,0-2-12], [F:0-2-12,0-2-0], [H:0-2-12,0-2-12], [K:0-6-0,0-8-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.22 K-M >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.90 Vert(CT) -0.41 K-M >681 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr NO WB 0.84 Horz(CT) 0.11 H n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 454 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF 2100F 1.8E *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, E-G: 2x6 SPF No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): E-G. BOT CHORD 2x6 SPF 2100F 1.8E *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. J-L: 2x10 DF SS WEBS 2x4 SPF No.2 *Except* G-H: 2x6 SPF No.2, D-K: 2x8 SPF 1950F 1.7E REACTIONS. (lb/size) A=9457/0-5-8, H=10294/0-5-8 Max Horz A=167(LC 60) Max Uplift H=-473(LC 10) Max Grav A=9823(LC 29), H=10334(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-26537/0, B-C=-25799/0, C-D=-22051/0, D-E=-10560/0, E-F=-10002/0, G-H=-278/25 BOT CHORD A-N=0/25011, M-N=0/25429, K-M=0/23208, I-K=0/20599, H-I=0/5105 WEBS B-M=-1941/0, C-M=0/1952, C-K=-3346/0, D-K=0/11109, D-I=-13574/0, E-I=0/2944, F-I=0/10299, F-H=-10263/0, B-N=-587/383 NOTES- 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-5-0 oc, 2x10 - 4 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 4 rows staggered at 0-4-0 oc. 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. 3) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) H=473. June 14,2019 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351214 25191 C29 HALF HIP GIRDER 1 3 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:40 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-jPaKlBG7xAQNfK1jqmGqlWnoiIuIFVv0q47Rgez7KpX NOTES- 12) Load case(s) 1, 2, 3, 4, 5, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36, 37, 38, 39, 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 55, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 71, 72, 73, 74, 75, 76, 77, 78, 79, 80, 81 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1800 lb up at 12-0-0 on top chord, and 8240 lb down at 12-0-0, 1138 lb down and 155 lb up at 14-0-0, 1274 lb down and 159 lb up at 16-0-0, 1101 lb down and 162 lb up at 18-0-0, 729 lb down and 125 lb up at 20-0-0, and 729 lb down and 125 lb up at 22-0-0, and 902 lb down and 875 lb up at 23-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-426, D-E=-76, E-G=-76, A-H=-20 Concentrated Loads (lb) Vert: H=-224(B) K=-8240(B) S=-1138(B) T=-1274(B) U=-1093(B) V=-725(B) W=-725(B) 2) Dead + 0.75 Snow (balanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-370, D-E=-64, E-G=-64, A-H=-35 Concentrated Loads (lb) Vert: H=-823(B) K=-7320(B) D=1350 S=-1135(B) T=-1237(B) U=-1101(B) V=-729(B) W=-729(B) 3) Dead + 0.75 Snow (Unbal. Left) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-370, D-R=-64, E-R=-70, E-G=-37, A-H=-35 Concentrated Loads (lb) Vert: H=-823(B) K=-7320(B) D=1350 S=-1135(B) T=-1237(B) U=-1101(B) V=-729(B) W=-729(B) 4) Dead + 0.75 Snow (Unbal. Right) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-344, D-E=-37, E-G=-78, A-H=-35 Concentrated Loads (lb) Vert: H=-823(B) K=-7320(B) D=1350 S=-1135(B) T=-1237(B) U=-1101(B) V=-729(B) W=-729(B) 5) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-D=-201, D-E=-26, E-G=-26, A-H=-40 Concentrated Loads (lb) Vert: H=-142(B) K=-4700(B) S=-711(B) T=-711(B) U=-711(B) V=-470(B) W=-470(B) 10) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-154, D-E=21, E-G=21, A-H=-10 Horz: A-E=-29 Concentrated Loads (lb) Vert: H=870(B) K=-2836(B) D=1800 S=145(B) T=149(B) U=152(B) V=115(B) W=115(B) 11) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-163, D-E=12, E-G=21, A-H=-10 Horz: A-E=-20 Concentrated Loads (lb) Vert: H=870(B) K=-2836(B) D=1800 S=145(B) T=149(B) U=152(B) V=115(B) W=115(B) 12) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-180, D-E=-5, E-G=-5, A-H=-20 Horz: A-E=-21 Concentrated Loads (lb) Vert: H=875(B) K=-2826(B) D=1800 S=155(B) T=159(B) U=162(B) V=125(B) W=125(B) 13) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-189, D-E=-14, E-G=-5, A-H=-20 Horz: A-E=-12 Concentrated Loads (lb) Vert: H=875(B) K=-2826(B) D=1800 S=155(B) T=159(B) U=162(B) V=125(B) W=125(B) 14) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-154, D-E=21, E-G=8, A-H=-10 Horz: A-E=-29 Concentrated Loads (lb) Vert: H=870(B) K=-2836(B) D=1800 S=145(B) T=149(B) U=152(B) V=115(B) W=115(B) 15) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-167, D-E=8, E-G=8, A-H=-10 Horz: A-E=-17 Concentrated Loads (lb) Vert: H=870(B) K=-2836(B) D=1800 S=145(B) T=149(B) U=152(B) V=115(B) W=115(B) 16) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-154, D-E=21, E-G=8, A-H=-10 Horz: A-E=-29 Concentrated Loads (lb) Vert: H=870(B) K=-2836(B) D=1800 S=145(B) T=149(B) U=152(B) V=115(B) W=115(B) Continued on page 3 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351214 25191 C29 HALF HIP GIRDER 1 3 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:40 2019 Page 3 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-jPaKlBG7xAQNfK1jqmGqlWnoiIuIFVv0q47Rgez7KpX LOAD CASE(S) Standard 17) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-167, D-E=8, E-G=8, A-H=-10 Horz: A-E=-17 Concentrated Loads (lb) Vert: H=870(B) K=-2836(B) D=1800 S=145(B) T=149(B) U=152(B) V=115(B) W=115(B) 18) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-180, D-E=-5, E-G=-18, A-H=-20 Horz: A-E=-21 Concentrated Loads (lb) Vert: H=875(B) K=-2826(B) D=1800 S=155(B) T=159(B) U=162(B) V=125(B) W=125(B) 19) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-193, D-E=-18, E-G=-18, A-H=-20 Horz: A-E=-8 Concentrated Loads (lb) Vert: H=875(B) K=-2826(B) D=1800 S=155(B) T=159(B) U=162(B) V=125(B) W=125(B) 20) Dead + Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-426, D-R=-76, E-R=-84, E-G=-41, A-H=-20 Concentrated Loads (lb) Vert: H=-224(B) K=-8240(B) S=-1138(B) T=-1274(B) U=-1093(B) V=-725(B) W=-725(B) 21) Dead + Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-391, D-E=-41, E-G=-96, A-H=-20 Concentrated Loads (lb) Vert: H=-224(B) K=-8240(B) S=-1138(B) T=-1274(B) U=-1093(B) V=-725(B) W=-725(B) 22) Dead + Uninhabitable Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-D=-201, D-E=-26, E-G=-26, A-H=-40 Concentrated Loads (lb) Vert: H=-130(B) K=-4700(B) S=-711(B) T=-711(B) U=-711(B) V=-470(B) W=-470(B) 23) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-354, D-E=-48, E-G=-48, A-H=-35 Horz: A-E=-16 Concentrated Loads (lb) Vert: H=559(B) K=-2826(B) D=1350 S=69(B) T=72(B) U=74(B) V=63(B) W=63(B) 24) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-361, D-E=-55, E-G=-48, A-H=-35 Horz: A-E=-9 Concentrated Loads (lb) Vert: H=559(B) K=-2826(B) D=1350 S=69(B) T=72(B) U=74(B) V=63(B) W=63(B) 25) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-354, D-E=-48, E-G=-57, A-H=-35 Horz: A-E=-16 Concentrated Loads (lb) Vert: H=559(B) K=-2826(B) D=1350 S=69(B) T=72(B) U=74(B) V=63(B) W=63(B) 26) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-364, D-E=-57, E-G=-57, A-H=-35 Horz: A-E=-6 Concentrated Loads (lb) Vert: H=559(B) K=-2826(B) D=1350 S=69(B) T=72(B) U=74(B) V=63(B) W=63(B) 27) Dead + Minimum Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-376, D-E=-26, E-G=-66, A-H=-20 Concentrated Loads (lb) Vert: H=-224(B) K=-8240(B) S=-1138(B) T=-1274(B) U=-1093(B) V=-725(B) W=-725(B) 28) 3rd Unbal.Dead + Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-391, D-E=-41, E-G=-114, A-H=-20 Concentrated Loads (lb) Vert: H=-224(B) K=-8240(B) S=-1138(B) T=-1274(B) U=-1093(B) V=-725(B) W=-725(B) 29) 4th Unbal.Dead + Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-Q=-426, D-Q=-464, D-E=-114, E-G=-41, A-H=-20 Concentrated Loads (lb) Vert: H=-224(B) K=-8240(B) S=-1138(B) T=-1274(B) U=-1093(B) V=-725(B) W=-725(B) 30) 5th Unbal.Dead + 0.75 Snow (balanced) + 0.75 Uninhab. Attic Storage + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-344, D-E=-37, E-G=-92, A-H=-35 Continued on page 4 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351214 25191 C29 HALF HIP GIRDER 1 3 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:40 2019 Page 4 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-jPaKlBG7xAQNfK1jqmGqlWnoiIuIFVv0q47Rgez7KpX LOAD CASE(S) Standard Concentrated Loads (lb) Vert: H=-823(B) K=-7320(B) D=1350 S=-1135(B) T=-1237(B) U=-1101(B) V=-729(B) W=-729(B) 31) 6th Unbal.Dead + 0.75 Snow (balanced) + 0.75 Uninhab. Attic Storage + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-Q=-370, D-Q=-399, D-E=-92, E-G=-37, A-H=-35 Concentrated Loads (lb) Vert: H=-823(B) K=-7320(B) D=1350 S=-1135(B) T=-1237(B) U=-1101(B) V=-729(B) W=-729(B) 32) 7th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-328, D-E=-22, E-G=-77, A-H=-35 Horz: A-E=-16 Concentrated Loads (lb) Vert: H=559(B) K=-2826(B) D=1350 S=69(B) T=72(B) U=74(B) V=63(B) W=63(B) 33) 8th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-Q=-354, D-Q=-383, D-E=-77, E-G=-22, A-H=-35 Horz: A-E=-16 Concentrated Loads (lb) Vert: H=559(B) K=-2826(B) D=1350 S=69(B) T=72(B) U=74(B) V=63(B) W=63(B) 34) 9th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-335, D-E=-29, E-G=-77, A-H=-35 Horz: A-E=-9 Concentrated Loads (lb) Vert: H=559(B) K=-2826(B) D=1350 S=69(B) T=72(B) U=74(B) V=63(B) W=63(B) 35) 10th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-Q=-361, D-Q=-390, D-E=-84, E-G=-22, A-H=-35 Horz: A-E=-9 Concentrated Loads (lb) Vert: H=559(B) K=-2826(B) D=1350 S=69(B) T=72(B) U=74(B) V=63(B) W=63(B) 36) 11th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-328, D-E=-22, E-G=-86, A-H=-35 Horz: A-E=-16 Concentrated Loads (lb) Vert: H=559(B) K=-2826(B) D=1350 S=69(B) T=72(B) U=74(B) V=63(B) W=63(B) 37) 12th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-Q=-354, D-Q=-383, D-E=-77, E-G=-31, A-H=-35 Horz: A-E=-16 Concentrated Loads (lb) Vert: H=559(B) K=-2826(B) D=1350 S=69(B) T=72(B) U=74(B) V=63(B) W=63(B) 38) 13th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-337, D-E=-31, E-G=-86, A-H=-35 Horz: A-E=-6 Concentrated Loads (lb) Vert: H=559(B) K=-2826(B) D=1350 S=69(B) T=72(B) U=74(B) V=63(B) W=63(B) 39) 14th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-Q=-364, D-Q=-392, D-E=-86, E-G=-31, A-H=-35 Horz: A-E=-6 Concentrated Loads (lb) Vert: H=559(B) K=-2826(B) D=1350 S=69(B) T=72(B) U=74(B) V=63(B) W=63(B) 40) 15th Unbal.Dead + Minimum Snow + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-391, D-E=-41, E-G=-114, A-H=-20 Concentrated Loads (lb) Vert: H=-224(B) K=-8240(B) S=-1138(B) T=-1274(B) U=-1093(B) V=-725(B) W=-725(B) 41) 16th Unbal.Dead + Minimum Snow + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-Q=-426, D-Q=-464, D-E=-114, E-G=-41, A-H=-20 Concentrated Loads (lb) Vert: H=-224(B) K=-8240(B) S=-1138(B) T=-1274(B) U=-1093(B) V=-725(B) W=-725(B) 42) Reversal: Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-426, D-E=-76, E-G=-76, A-H=-20 Concentrated Loads (lb) Vert: H=-85(B) K=-3966(B) S=-503(B) T=-503(B) U=-503(B) V=-336(B) W=-336(B) 43) Reversal: Dead + 0.75 Snow (balanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-370, D-E=-64, E-G=-64, A-H=-35 Concentrated Loads (lb) Vert: H=511(B) K=-3966(B) D=1350 S=-503(B) T=-503(B) U=-503(B) V=-336(B) W=-336(B) Continued on page 5 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351214 25191 C29 HALF HIP GIRDER 1 3 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:40 2019 Page 5 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-jPaKlBG7xAQNfK1jqmGqlWnoiIuIFVv0q47Rgez7KpX LOAD CASE(S) Standard 44) Reversal: Dead + 0.75 Snow (Unbal. Left) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-370, D-R=-64, E-R=-70, E-G=-37, A-H=-35 Concentrated Loads (lb) Vert: H=511(B) K=-3966(B) D=1350 S=-503(B) T=-503(B) U=-503(B) V=-336(B) W=-336(B) 45) Reversal: Dead + 0.75 Snow (Unbal. Right) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-344, D-E=-37, E-G=-78, A-H=-35 Concentrated Loads (lb) Vert: H=511(B) K=-3966(B) D=1350 S=-503(B) T=-503(B) U=-503(B) V=-336(B) W=-336(B) 46) Reversal: Dead + Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-426, D-R=-76, E-R=-84, E-G=-41, A-H=-20 Concentrated Loads (lb) Vert: H=-85(B) K=-3966(B) S=-503(B) T=-503(B) U=-503(B) V=-336(B) W=-336(B) 47) Reversal: Dead + Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-391, D-E=-41, E-G=-96, A-H=-20 Concentrated Loads (lb) Vert: H=-85(B) K=-3966(B) S=-503(B) T=-503(B) U=-503(B) V=-336(B) W=-336(B) 48) Reversal: Dead + Uninhabitable Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-D=-201, D-E=-26, E-G=-26, A-H=-40 Concentrated Loads (lb) Vert: H=-85(B) K=-3966(B) S=-503(B) T=-503(B) U=-503(B) V=-336(B) W=-336(B) 49) Reversal: Dead + Minimum Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-376, D-E=-26, E-G=-66, A-H=-20 Concentrated Loads (lb) Vert: H=-85(B) K=-3966(B) S=-503(B) T=-503(B) U=-503(B) V=-336(B) W=-336(B) 50) Reversal: 3rd Unbal.Dead + Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-391, D-E=-41, E-G=-114, A-H=-20 Concentrated Loads (lb) Vert: H=-85(B) K=-3966(B) S=-503(B) T=-503(B) U=-503(B) V=-336(B) W=-336(B) 51) Reversal: 4th Unbal.Dead + Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-Q=-426, D-Q=-464, D-E=-114, E-G=-41, A-H=-20 Concentrated Loads (lb) Vert: H=-85(B) K=-3966(B) S=-503(B) T=-503(B) U=-503(B) V=-336(B) W=-336(B) 52) Reversal: 5th Unbal.Dead + 0.75 Snow (balanced) + 0.75 Uninhab. Attic Storage + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-344, D-E=-37, E-G=-92, A-H=-35 Concentrated Loads (lb) Vert: H=511(B) K=-3966(B) D=1350 S=-503(B) T=-503(B) U=-503(B) V=-336(B) W=-336(B) 53) Reversal: 6th Unbal.Dead + 0.75 Snow (balanced) + 0.75 Uninhab. Attic Storage + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-Q=-370, D-Q=-399, D-E=-92, E-G=-37, A-H=-35 Concentrated Loads (lb) Vert: H=511(B) K=-3966(B) D=1350 S=-503(B) T=-503(B) U=-503(B) V=-336(B) W=-336(B) 54) Reversal: 15th Unbal.Dead + Minimum Snow + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-391, D-E=-41, E-G=-114, A-H=-20 Concentrated Loads (lb) Vert: H=-85(B) K=-3966(B) S=-503(B) T=-503(B) U=-503(B) V=-336(B) W=-336(B) 55) Reversal: 16th Unbal.Dead + Minimum Snow + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-Q=-426, D-Q=-464, D-E=-114, E-G=-41, A-H=-20 Concentrated Loads (lb) Vert: H=-85(B) K=-3966(B) S=-503(B) T=-503(B) U=-503(B) V=-336(B) W=-336(B) 60) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-154, D-E=21, E-G=21, A-H=-10 Horz: A-E=-29 Concentrated Loads (lb) Vert: H=-902(B) K=-3286(B) D=1800 S=-453(B) T=-452(B) U=-452(B) V=-303(B) W=-303(B) 61) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-163, D-E=12, E-G=21, A-H=-10 Horz: A-E=-20 Concentrated Loads (lb) Vert: H=-902(B) K=-3286(B) D=1800 S=-453(B) T=-452(B) U=-452(B) V=-303(B) W=-303(B) 62) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Continued on page 6 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351214 25191 C29 HALF HIP GIRDER 1 3 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:40 2019 Page 6 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-jPaKlBG7xAQNfK1jqmGqlWnoiIuIFVv0q47Rgez7KpX LOAD CASE(S) Standard Uniform Loads (plf) Vert: A-D=-180, D-E=-5, E-G=-5, A-H=-20 Horz: A-E=-21 Concentrated Loads (lb) Vert: H=-897(B) K=-3276(B) D=1800 S=-443(B) T=-442(B) U=-442(B) V=-293(B) W=-293(B) 63) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-189, D-E=-14, E-G=-5, A-H=-20 Horz: A-E=-12 Concentrated Loads (lb) Vert: H=-897(B) K=-3276(B) D=1800 S=-443(B) T=-442(B) U=-442(B) V=-293(B) W=-293(B) 64) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-154, D-E=21, E-G=8, A-H=-10 Horz: A-E=-29 Concentrated Loads (lb) Vert: H=-902(B) K=-3286(B) D=1800 S=-453(B) T=-452(B) U=-452(B) V=-303(B) W=-303(B) 65) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-167, D-E=8, E-G=8, A-H=-10 Horz: A-E=-17 Concentrated Loads (lb) Vert: H=-902(B) K=-3286(B) D=1800 S=-453(B) T=-452(B) U=-452(B) V=-303(B) W=-303(B) 66) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-154, D-E=21, E-G=8, A-H=-10 Horz: A-E=-29 Concentrated Loads (lb) Vert: H=-902(B) K=-3286(B) D=1800 S=-453(B) T=-452(B) U=-452(B) V=-303(B) W=-303(B) 67) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-167, D-E=8, E-G=8, A-H=-10 Horz: A-E=-17 Concentrated Loads (lb) Vert: H=-902(B) K=-3286(B) D=1800 S=-453(B) T=-452(B) U=-452(B) V=-303(B) W=-303(B) 68) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-180, D-E=-5, E-G=-18, A-H=-20 Horz: A-E=-21 Concentrated Loads (lb) Vert: H=-897(B) K=-3276(B) D=1800 S=-443(B) T=-442(B) U=-442(B) V=-293(B) W=-293(B) 69) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-193, D-E=-18, E-G=-18, A-H=-20 Horz: A-E=-8 Concentrated Loads (lb) Vert: H=-897(B) K=-3276(B) D=1800 S=-443(B) T=-442(B) U=-442(B) V=-293(B) W=-293(B) 70) Reversal: Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-354, D-E=-48, E-G=-48, A-H=-35 Horz: A-E=-16 Concentrated Loads (lb) Vert: H=-787(B) K=-5913(B) D=1350 S=-928(B) T=-1004(B) U=-890(B) V=-593(B) W=-593(B) 71) Reversal: Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.33 , Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-361, D-E=-55, E-G=-48, A-H=-35 Horz: A-E=-9 Concentrated Loads (lb) Vert: H=-787(B) K=-5913(B) D=1350 S=-928(B) T=-1004(B) U=-890(B) V=-593(B) W=-593(B) 72) Reversal: Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-354, D-E=-48, E-G=-57, A-H=-35 Horz: A-E=-16 Concentrated Loads (lb) Vert: H=-787(B) K=-5913(B) D=1350 S=-928(B) T=-1004(B) U=-890(B) V=-593(B) W=-593(B) 73) Reversal: Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-364, D-E=-57, E-G=-57, A-H=-35 Horz: A-E=-6 Concentrated Loads (lb) Vert: H=-787(B) K=-5913(B) D=1350 S=-928(B) T=-1004(B) U=-890(B) V=-593(B) W=-593(B) Continued on page 7 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351214 25191 C29 HALF HIP GIRDER 1 3 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:40 2019 Page 7 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-jPaKlBG7xAQNfK1jqmGqlWnoiIuIFVv0q47Rgez7KpX LOAD CASE(S) Standard 74) Reversal: 7th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-328, D-E=-22, E-G=-77, A-H=-35 Horz: A-E=-16 Concentrated Loads (lb) Vert: H=-787(B) K=-5913(B) D=1350 S=-928(B) T=-1004(B) U=-890(B) V=-593(B) W=-593(B) 75) Reversal: 8th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-Q=-354, D-Q=-383, D-E=-77, E-G=-22, A-H=-35 Horz: A-E=-16 Concentrated Loads (lb) Vert: H=-787(B) K=-5913(B) D=1350 S=-928(B) T=-1004(B) U=-890(B) V=-593(B) W=-593(B) 76) Reversal: 9th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-335, D-E=-29, E-G=-77, A-H=-35 Horz: A-E=-9 Concentrated Loads (lb) Vert: H=-787(B) K=-5913(B) D=1350 S=-928(B) T=-1004(B) U=-890(B) V=-593(B) W=-593(B) 77) Reversal: 10th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-Q=-361, D-Q=-390, D-E=-84, E-G=-22, A-H=-35 Horz: A-E=-9 Concentrated Loads (lb) Vert: H=-787(B) K=-5913(B) D=1350 S=-928(B) T=-1004(B) U=-890(B) V=-593(B) W=-593(B) 78) Reversal: 11th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-328, D-E=-22, E-G=-86, A-H=-35 Horz: A-E=-16 Concentrated Loads (lb) Vert: H=-787(B) K=-5913(B) D=1350 S=-928(B) T=-1004(B) U=-890(B) V=-593(B) W=-593(B) 79) Reversal: 12th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-Q=-354, D-Q=-383, D-E=-77, E-G=-31, A-H=-35 Horz: A-E=-16 Concentrated Loads (lb) Vert: H=-787(B) K=-5913(B) D=1350 S=-928(B) T=-1004(B) U=-890(B) V=-593(B) W=-593(B) 80) Reversal: 13th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-337, D-E=-31, E-G=-86, A-H=-35 Horz: A-E=-6 Concentrated Loads (lb) Vert: H=-787(B) K=-5913(B) D=1350 S=-928(B) T=-1004(B) U=-890(B) V=-593(B) W=-593(B) 81) Reversal: 14th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-Q=-364, D-Q=-392, D-E=-86, E-G=-31, A-H=-35 Horz: A-E=-6 Concentrated Loads (lb) Vert: H=-787(B) K=-5913(B) D=1350 S=-928(B) T=-1004(B) U=-890(B) V=-593(B) W=-593(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351215 25191 C30 Monopitch Girder 1 3 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:44 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-bApqbYKd?Pxp8xKU3cLmwMxPjvDsBNIbki5epPz7KpT 5-4-4 10-8-13 14-7-7 17-11-14 20-8-7 22-11-8 5-4-4 5-4-9 3-10-11 3-4-7 2-8-10 2-3-1 Scale = 1:40.6 5x6 2x4 5x6 4.12 12 E F G T 5x12 S 0.25 12 D 7x10 MT18HS 5x10 4x12 C 4-4-9 A R B 1-10-111-8-0 U P V W N X Y L Z K AA AB AC AD O M J I Q H 7x16 4x5 6x8 3x7 2x4 4x10 MT18HS 6x8 4x10 MT18HS 6x10 MT18HS 2x4 2-9-6 5-4-4 8-1-0 10-8-13 11-10-9 14-7-7 17-11-14 22-11-8 2-9-6 2-6-14 2-8-12 2-7-12 1-1-12 2-8-14 3-4-7 4-11-10 Plate Offsets (X,Y)-- [A:0-3-4,0-2-0], [B:0-6-0,0-1-12], [C:0-5-4,0-4-0], [D:0-5-14,0-1-12], [E:0-3-0,0-2-12], [F:0-2-4,0-2-0], [H:Edge,0-1-12], [I:0-2-0,0-2-4], [L:0-2-12,0-2-8], [N:0-1-12,0-2-0], [O:0-4-12,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.96 Vert(LL) -0.37 M >733 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.98 Vert(CT) -0.71 M-N >379 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr NO WB 0.62 Horz(CT) 0.11 H n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 386 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-10-4 oc purlins, A-C: 2x6 SPF 2100F 1.8E except end verticals, and 2-0-0 oc purlins (6-0-0 max.): E-G. BOT CHORD 2x6 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 *Except* A-Q: 2x6 SPF No.2, A-P,D-L: 2x4 SPF 2100F 1.8E REACTIONS. (lb/size) Q=8120/0-5-8, H=8260/Mechanical Max Horz Q=119(LC 11) Max Uplift Q=-1372(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-Q=-7569/1326, A-B=-15402/2517, B-C=-31605/2300, C-D=-27437/0, D-E=-8848/0, E-F=-8153/0, G-H=-470/0 BOT CHORD P-Q=-378/865, O-P=-4363/27144, N-O=-4363/27144, M-N=-320/33089, L-M=-298/33095, J-L=0/16474, I-J=0/16474, H-I=0/3987 WEBS A-P=-2538/16085, B-P=-13208/1966, B-O=-647/2418, B-N=0/5947, C-N=-3123/0, C-L=-11671/730, D-L=-683/13374, D-J=-103/1267, D-I=-10645/0, E-I=-246/1533, F-I=0/7635, F-H=-8304/0, C-M=-373/63 NOTES- 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member L-C 2x4 - 1 row at 0-7-0 oc. 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. 3) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Refer to girder(s) for truss to truss connections. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) June 14,2019 Continued on page 2Q=1372. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351215 25191 C30 Monopitch Girder 1 3 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:44 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-bApqbYKd?Pxp8xKU3cLmwMxPjvDsBNIbki5epPz7KpT NOTES- 13) Load case(s) 1, 2, 3, 4, 5, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36, 37, 38, 39, 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 54, 55, 56, 57, 58, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 71, 72, 73, 74, 75 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1800 lb up at 5-4-4 on top chord, and 707 lb down and 124 lb up at 2-0-12, 537 lb down and 84 lb up at 4-0-12, 2565 lb down and 867 lb up at 5-5-13, 537 lb down and 82 lb up at 7-5-0, 537 lb down and 82 lb up at 9-5-0, 537 lb down and 82 lb up at 11-5-0, 537 lb down and 82 lb up at 13-5-0, 537 lb down and 82 lb up at 15-5-0, 537 lb down and 82 lb up at 17-5-0, and 537 lb down and 82 lb up at 19-5-0, and 537 lb down and 82 lb up at 21-5-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-76, B-C=-426, C-E=-426, E-G=-426, H-Q=-20 Concentrated Loads (lb) Vert: O=-2565(F) U=-707(F) V=-537(F) W=-537(F) X=-537(F) Y=-537(F) Z=-537(F) AA=-537(F) AB=-537(F) AC=-537(F) AD=-537(F) 2) Dead + 0.75 Snow (balanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-64, B-C=-370, C-E=-370, E-G=-370, H-Q=-35 Concentrated Loads (lb) Vert: B=1350 O=-1299(F) U=-680(F) V=-536(F) W=-536(F) X=-536(F) Y=-536(F) Z=-536(F) AA=-536(F) AB=-536(F) AC=-536(F) AD=-536(F) 3) Dead + 0.75 Snow (Unbal. Left) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-64, B-C=-370, C-S=-370, E-S=-374, E-G=-343, H-Q=-35 Concentrated Loads (lb) Vert: B=1350 O=-1299(F) U=-680(F) V=-536(F) W=-536(F) X=-536(F) Y=-536(F) Z=-536(F) AA=-536(F) AB=-536(F) AC=-536(F) AD=-536(F) 4) Dead + 0.75 Snow (Unbal. Right) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-37, B-C=-344, C-E=-344, E-G=-385, H-Q=-35 Concentrated Loads (lb) Vert: B=1350 O=-1299(F) U=-680(F) V=-536(F) W=-536(F) X=-536(F) Y=-536(F) Z=-536(F) AA=-536(F) AB=-536(F) AC=-536(F) AD=-536(F) 5) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-B=-26, B-C=-201, C-E=-201, E-G=-201, H-Q=-40 Concentrated Loads (lb) Vert: O=-1357(F) U=-403(F) V=-343(F) W=-343(F) X=-343(F) Y=-343(F) Z=-343(F) AA=-343(F) AB=-343(F) AC=-343(F) AD=-343(F) 10) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=21, B-C=-154, C-E=-154, E-G=-154, H-Q=-10 Horz: A-Q=12, A-C=-29, C-E=-29, G-H=15 Concentrated Loads (lb) Vert: B=1800 O=857(F) U=114(F) V=74(F) W=72(F) X=72(F) Y=72(F) Z=72(F) AA=72(F) AB=72(F) AC=72(F) AD=72(F) 11) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=8, B-C=-167, C-E=-163, E-G=-154, H-Q=-10 Horz: A-Q=-15, A-C=-17, C-E=-20, G-H=-12 Concentrated Loads (lb) Vert: B=1800 O=857(F) U=114(F) V=74(F) W=72(F) X=72(F) Y=72(F) Z=72(F) AA=72(F) AB=72(F) AC=72(F) AD=72(F) 12) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-5, B-C=-180, C-E=-180, E-G=-180, H-Q=-20 Horz: A-Q=20, A-C=-21, C-E=-21, G-H=7 Concentrated Loads (lb) Vert: B=1800 O=867(F) U=124(F) V=84(F) W=82(F) X=82(F) Y=82(F) Z=82(F) AA=82(F) AB=82(F) AC=82(F) AD=82(F) 13) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-18, B-C=-193, C-E=-189, E-G=-180, H-Q=-20 Horz: A-Q=-7, A-C=-8, C-E=-12, G-H=-20 Concentrated Loads (lb) Vert: B=1800 O=867(F) U=124(F) V=84(F) W=82(F) X=82(F) Y=82(F) Z=82(F) AA=82(F) AB=82(F) AC=82(F) AD=82(F) 14) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=21, B-C=-154, C-E=-154, E-G=-167, H-Q=-10 Horz: A-Q=10, A-C=-29, C-E=-29, G-H=14 Concentrated Loads (lb) Vert: B=1800 O=857(F) U=114(F) V=74(F) W=72(F) X=72(F) Y=72(F) Z=72(F) AA=72(F) AB=72(F) AC=72(F) AD=72(F) 15) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=8, B-C=-167, C-E=-167, E-G=-167, H-Q=-10 Horz: A-Q=-14, A-C=-17, C-E=-17, G-H=-10 Concentrated Loads (lb) Vert: B=1800 O=857(F) U=114(F) V=74(F) W=72(F) X=72(F) Y=72(F) Z=72(F) AA=72(F) AB=72(F) AC=72(F) AD=72(F) 16) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=21, B-C=-154, C-E=-154, E-G=-167, H-Q=-10 Horz: A-Q=10, A-C=-29, C-E=-29, G-H=14 Concentrated Loads (lb) Vert: B=1800 O=857(F) U=114(F) V=74(F) W=72(F) X=72(F) Y=72(F) Z=72(F) AA=72(F) AB=72(F) AC=72(F) AD=72(F) Continued on page 3 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351215 25191 C30 Monopitch Girder 1 3 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:44 2019 Page 3 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-bApqbYKd?Pxp8xKU3cLmwMxPjvDsBNIbki5epPz7KpT LOAD CASE(S) Standard 17) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=8, B-C=-167, C-E=-167, E-G=-167, H-Q=-10 Horz: A-Q=-14, A-C=-17, C-E=-17, G-H=-10 Concentrated Loads (lb) Vert: B=1800 O=857(F) U=114(F) V=74(F) W=72(F) X=72(F) Y=72(F) Z=72(F) AA=72(F) AB=72(F) AC=72(F) AD=72(F) 18) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-5, B-C=-180, C-E=-180, E-G=-193, H-Q=-20 Horz: A-Q=18, A-C=-21, C-E=-21, G-H=6 Concentrated Loads (lb) Vert: B=1800 O=867(F) U=124(F) V=84(F) W=82(F) X=82(F) Y=82(F) Z=82(F) AA=82(F) AB=82(F) AC=82(F) AD=82(F) 19) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-18, B-C=-193, C-E=-193, E-G=-193, H-Q=-20 Horz: A-Q=-6, A-C=-8, C-E=-8, G-H=-18 Concentrated Loads (lb) Vert: B=1800 O=867(F) U=124(F) V=84(F) W=82(F) X=82(F) Y=82(F) Z=82(F) AA=82(F) AB=82(F) AC=82(F) AD=82(F) 20) Dead + Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-76, B-C=-426, C-S=-426, E-S=-431, E-G=-391, H-Q=-20 Concentrated Loads (lb) Vert: O=-2565(F) U=-707(F) V=-537(F) W=-537(F) X=-537(F) Y=-537(F) Z=-537(F) AA=-537(F) AB=-537(F) AC=-537(F) AD=-537(F) 21) Dead + Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-41, B-C=-391, C-E=-391, E-G=-447, H-Q=-20 Concentrated Loads (lb) Vert: O=-2565(F) U=-707(F) V=-537(F) W=-537(F) X=-537(F) Y=-537(F) Z=-537(F) AA=-537(F) AB=-537(F) AC=-537(F) AD=-537(F) 22) Dead + Uninhabitable Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-B=-26, B-C=-201, C-E=-201, E-G=-201, H-Q=-40 Concentrated Loads (lb) Vert: O=-1357(F) U=-403(F) V=-343(F) W=-343(F) X=-343(F) Y=-343(F) Z=-343(F) AA=-343(F) AB=-343(F) AC=-343(F) AD=-343(F) 23) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-48, B-C=-354, C-E=-354, E-G=-354, H-Q=-35 Horz: A-Q=15, A-C=-16, C-E=-16, G-H=5 Concentrated Loads (lb) Vert: B=1350 O=375(F) U=66(F) V=41(F) W=40(F) X=40(F) Y=40(F) Z=40(F) AA=40(F) AB=40(F) AC=40(F) AD=40(F) 24) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-57, B-C=-364, C-E=-361, E-G=-354, H-Q=-35 Horz: A-Q=-5, A-C=-6, C-E=-9, G-H=-15 Concentrated Loads (lb) Vert: B=1350 O=375(F) U=66(F) V=41(F) W=40(F) X=40(F) Y=40(F) Z=40(F) AA=40(F) AB=40(F) AC=40(F) AD=40(F) 25) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-48, B-C=-354, C-E=-354, E-G=-364, H-Q=-35 Horz: A-Q=14, A-C=-16, C-E=-16, G-H=4 Concentrated Loads (lb) Vert: B=1350 O=375(F) U=66(F) V=41(F) W=40(F) X=40(F) Y=40(F) Z=40(F) AA=40(F) AB=40(F) AC=40(F) AD=40(F) 26) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-57, B-C=-364, C-E=-364, E-G=-364, H-Q=-35 Horz: A-Q=-4, A-C=-6, C-E=-6, G-H=-14 Concentrated Loads (lb) Vert: B=1350 O=375(F) U=66(F) V=41(F) W=40(F) X=40(F) Y=40(F) Z=40(F) AA=40(F) AB=40(F) AC=40(F) AD=40(F) 27) Dead + Minimum Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-66, B-C=-416, C-E=-376, E-G=-416, H-Q=-20 Concentrated Loads (lb) Vert: O=-2565(F) U=-707(F) V=-537(F) W=-537(F) X=-537(F) Y=-537(F) Z=-537(F) AA=-537(F) AB=-537(F) AC=-537(F) AD=-537(F) 28) 3rd Dead + 0.75 Snow (Unbal. Left) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-37, B-C=-344, C-S=-370, E-S=-374, E-G=-343, H-Q=-35 Concentrated Loads (lb) Vert: B=1350 O=-1299(F) U=-680(F) V=-536(F) W=-536(F) X=-536(F) Y=-536(F) Z=-536(F) AA=-536(F) AB=-536(F) AC=-536(F) AD=-536(F) 29) 4th Dead + 0.75 Snow (Unbal. Left) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-R=-64, B-R=-75, B-C=-381, C-E=-344, E-G=-343, H-Q=-35 Continued on page 4 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351215 25191 C30 Monopitch Girder 1 3 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:44 2019 Page 4 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-bApqbYKd?Pxp8xKU3cLmwMxPjvDsBNIbki5epPz7KpT LOAD CASE(S) Standard Concentrated Loads (lb) Vert: B=1350 O=-1299(F) U=-680(F) V=-536(F) W=-536(F) X=-536(F) Y=-536(F) Z=-536(F) AA=-536(F) AB=-536(F) AC=-536(F) AD=-536(F) 30) 5th Dead + 0.75 Snow (Unbal. Right) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-37, B-C=-344, C-T=-380, E-T=-370, E-G=-343, H-Q=-35 Concentrated Loads (lb) Vert: B=1350 O=-1299(F) U=-680(F) V=-536(F) W=-536(F) X=-536(F) Y=-536(F) Z=-536(F) AA=-536(F) AB=-536(F) AC=-536(F) AD=-536(F) 31) 6th Dead + 0.75 Snow (Unbal. Right) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-37, B-C=-344, C-E=-344, E-G=-385, H-Q=-35 Concentrated Loads (lb) Vert: B=1350 O=-1299(F) U=-680(F) V=-536(F) W=-536(F) X=-536(F) Y=-536(F) Z=-536(F) AA=-536(F) AB=-536(F) AC=-536(F) AD=-536(F) 32) 7th Unbal.Dead + Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-41, B-C=-391, C-E=-391, E-G=-464, H-Q=-20 Concentrated Loads (lb) Vert: O=-2565(F) U=-707(F) V=-537(F) W=-537(F) X=-537(F) Y=-537(F) Z=-537(F) AA=-537(F) AB=-537(F) AC=-537(F) AD=-537(F) 33) 8th Unbal.Dead + Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-41, B-C=-391, C-E=-464, E-G=-391, H-Q=-20 Concentrated Loads (lb) Vert: O=-2565(F) U=-707(F) V=-537(F) W=-537(F) X=-537(F) Y=-537(F) Z=-537(F) AA=-537(F) AB=-537(F) AC=-537(F) AD=-537(F) 34) 9th Unbal.Dead + Snow (Unbal. Left) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-41, B-C=-391, C-S=-426, E-S=-431, E-G=-391, H-Q=-20 Concentrated Loads (lb) Vert: O=-2565(F) U=-707(F) V=-537(F) W=-537(F) X=-537(F) Y=-537(F) Z=-537(F) AA=-537(F) AB=-537(F) AC=-537(F) AD=-537(F) 35) 10th Unbal.Dead + Snow (Unbal. Left) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-R=-76, B-R=-91, B-C=-441, C-E=-391, E-G=-391, H-Q=-20 Concentrated Loads (lb) Vert: O=-2565(F) U=-707(F) V=-537(F) W=-537(F) X=-537(F) Y=-537(F) Z=-537(F) AA=-537(F) AB=-537(F) AC=-537(F) AD=-537(F) 36) 11th Unbal.Dead + Snow (Unbal. Right) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-41, B-C=-391, C-T=-439, E-T=-426, E-G=-391, H-Q=-20 Concentrated Loads (lb) Vert: O=-2565(F) U=-707(F) V=-537(F) W=-537(F) X=-537(F) Y=-537(F) Z=-537(F) AA=-537(F) AB=-537(F) AC=-537(F) AD=-537(F) 37) 12th Unbal.Dead + Snow (Unbal. Right) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-41, B-C=-391, C-E=-391, E-G=-447, H-Q=-20 Concentrated Loads (lb) Vert: O=-2565(F) U=-707(F) V=-537(F) W=-537(F) X=-537(F) Y=-537(F) Z=-537(F) AA=-537(F) AB=-537(F) AC=-537(F) AD=-537(F) 38) 13th Unbal.Dead + 0.75 Snow (balanced) + 0.75 Uninhab. Attic Storage + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-37, B-C=-344, C-E=-344, E-G=-399, H-Q=-35 Concentrated Loads (lb) Vert: B=1350 O=-1299(F) U=-680(F) V=-536(F) W=-536(F) X=-536(F) Y=-536(F) Z=-536(F) AA=-536(F) AB=-536(F) AC=-536(F) AD=-536(F) 39) 14th Unbal.Dead + 0.75 Snow (balanced) + 0.75 Uninhab. Attic Storage + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-37, B-C=-344, C-E=-399, E-G=-343, H-Q=-35 Concentrated Loads (lb) Vert: B=1350 O=-1299(F) U=-680(F) V=-536(F) W=-536(F) X=-536(F) Y=-536(F) Z=-536(F) AA=-536(F) AB=-536(F) AC=-536(F) AD=-536(F) 40) 15th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-22, B-C=-328, C-E=-328, E-G=-383, H-Q=-35 Horz: A-Q=15, A-C=-16, C-E=-16, G-H=5 Concentrated Loads (lb) Vert: B=1350 O=375(F) U=66(F) V=41(F) W=40(F) X=40(F) Y=40(F) Z=40(F) AA=40(F) AB=40(F) AC=40(F) AD=40(F) 41) 16th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-22, B-C=-328, C-E=-383, E-G=-328, H-Q=-35 Horz: A-Q=15, A-C=-16, C-E=-16, G-H=5 Concentrated Loads (lb) Vert: B=1350 O=375(F) U=66(F) V=41(F) W=40(F) X=40(F) Y=40(F) Z=40(F) AA=40(F) AB=40(F) AC=40(F) AD=40(F) 42) 17th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-31, B-C=-337, C-E=-335, E-G=-383, H-Q=-35 Horz: A-Q=-5, A-C=-6, C-E=-9, G-H=-15 Concentrated Loads (lb) Vert: B=1350 O=375(F) U=66(F) V=41(F) W=40(F) X=40(F) Y=40(F) Z=40(F) AA=40(F) AB=40(F) AC=40(F) AD=40(F) Continued on page 5 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351215 25191 C30 Monopitch Girder 1 3 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:44 2019 Page 5 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-bApqbYKd?Pxp8xKU3cLmwMxPjvDsBNIbki5epPz7KpT LOAD CASE(S) Standard 43) 18th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-31, B-C=-337, C-E=-390, E-G=-328, H-Q=-35 Horz: A-Q=-5, A-C=-6, C-E=-9, G-H=-15 Concentrated Loads (lb) Vert: B=1350 O=375(F) U=66(F) V=41(F) W=40(F) X=40(F) Y=40(F) Z=40(F) AA=40(F) AB=40(F) AC=40(F) AD=40(F) 44) 19th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-22, B-C=-328, C-E=-328, E-G=-392, H-Q=-35 Horz: A-Q=14, A-C=-16, C-E=-16, G-H=4 Concentrated Loads (lb) Vert: B=1350 O=375(F) U=66(F) V=41(F) W=40(F) X=40(F) Y=40(F) Z=40(F) AA=40(F) AB=40(F) AC=40(F) AD=40(F) 45) 20th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-22, B-C=-328, C-E=-383, E-G=-337, H-Q=-35 Horz: A-Q=14, A-C=-16, C-E=-16, G-H=4 Concentrated Loads (lb) Vert: B=1350 O=375(F) U=66(F) V=41(F) W=40(F) X=40(F) Y=40(F) Z=40(F) AA=40(F) AB=40(F) AC=40(F) AD=40(F) 46) 21st Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-31, B-C=-337, C-E=-337, E-G=-392, H-Q=-35 Horz: A-Q=-4, A-C=-6, C-E=-6, G-H=-14 Concentrated Loads (lb) Vert: B=1350 O=375(F) U=66(F) V=41(F) W=40(F) X=40(F) Y=40(F) Z=40(F) AA=40(F) AB=40(F) AC=40(F) AD=40(F) 47) 22nd Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-31, B-C=-337, C-E=-392, E-G=-337, H-Q=-35 Horz: A-Q=-4, A-C=-6, C-E=-6, G-H=-14 Concentrated Loads (lb) Vert: B=1350 O=375(F) U=66(F) V=41(F) W=40(F) X=40(F) Y=40(F) Z=40(F) AA=40(F) AB=40(F) AC=40(F) AD=40(F) 48) 23rd Unbal.Dead + Minimum Snow + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-41, B-C=-391, C-E=-391, E-G=-464, H-Q=-20 Concentrated Loads (lb) Vert: O=-2565(F) U=-707(F) V=-537(F) W=-537(F) X=-537(F) Y=-537(F) Z=-537(F) AA=-537(F) AB=-537(F) AC=-537(F) AD=-537(F) 49) 24th Unbal.Dead + Minimum Snow + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-41, B-C=-391, C-E=-464, E-G=-391, H-Q=-20 Concentrated Loads (lb) Vert: O=-2565(F) U=-707(F) V=-537(F) W=-537(F) X=-537(F) Y=-537(F) Z=-537(F) AA=-537(F) AB=-537(F) AC=-537(F) AD=-537(F) 54) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=21, B-C=-154, C-E=-154, E-G=-154, H-Q=-10 Horz: A-Q=12, A-C=-29, C-E=-29, G-H=15 Concentrated Loads (lb) Vert: B=1800 O=115(F) U=-283(F) V=-228(F) W=-227(F) X=-227(F) Y=-227(F) Z=-227(F) AA=-227(F) AB=-227(F) AC=-227(F) AD=-227(F) 55) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=8, B-C=-167, C-E=-163, E-G=-154, H-Q=-10 Horz: A-Q=-15, A-C=-17, C-E=-20, G-H=-12 Concentrated Loads (lb) Vert: B=1800 O=115(F) U=-283(F) V=-228(F) W=-227(F) X=-227(F) Y=-227(F) Z=-227(F) AA=-227(F) AB=-227(F) AC=-227(F) AD=-227(F) 56) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-5, B-C=-180, C-E=-180, E-G=-180, H-Q=-20 Horz: A-Q=20, A-C=-21, C-E=-21, G-H=7 Concentrated Loads (lb) Vert: B=1800 O=125(F) U=-273(F) V=-218(F) W=-217(F) X=-217(F) Y=-217(F) Z=-217(F) AA=-217(F) AB=-217(F) AC=-217(F) AD=-217(F) 57) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-18, B-C=-193, C-E=-189, E-G=-180, H-Q=-20 Horz: A-Q=-7, A-C=-8, C-E=-12, G-H=-20 Concentrated Loads (lb) Vert: B=1800 O=125(F) U=-273(F) V=-218(F) W=-217(F) X=-217(F) Y=-217(F) Z=-217(F) AA=-217(F) AB=-217(F) AC=-217(F) AD=-217(F) 58) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=21, B-C=-154, C-E=-154, E-G=-167, H-Q=-10 Horz: A-Q=10, A-C=-29, C-E=-29, G-H=14 Concentrated Loads (lb) Vert: B=1800 O=115(F) U=-283(F) V=-228(F) W=-227(F) X=-227(F) Y=-227(F) Z=-227(F) AA=-227(F) AB=-227(F) AC=-227(F) AD=-227(F) 59) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Continued on page 6 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351215 25191 C30 Monopitch Girder 1 3 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:44 2019 Page 6 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-bApqbYKd?Pxp8xKU3cLmwMxPjvDsBNIbki5epPz7KpT LOAD CASE(S) Standard Uniform Loads (plf) Vert: A-B=8, B-C=-167, C-E=-167, E-G=-167, H-Q=-10 Horz: A-Q=-14, A-C=-17, C-E=-17, G-H=-10 Concentrated Loads (lb) Vert: B=1800 O=115(F) U=-283(F) V=-228(F) W=-227(F) X=-227(F) Y=-227(F) Z=-227(F) AA=-227(F) AB=-227(F) AC=-227(F) AD=-227(F) 60) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=21, B-C=-154, C-E=-154, E-G=-167, H-Q=-10 Horz: A-Q=10, A-C=-29, C-E=-29, G-H=14 Concentrated Loads (lb) Vert: B=1800 O=115(F) U=-283(F) V=-228(F) W=-227(F) X=-227(F) Y=-227(F) Z=-227(F) AA=-227(F) AB=-227(F) AC=-227(F) AD=-227(F) 61) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=8, B-C=-167, C-E=-167, E-G=-167, H-Q=-10 Horz: A-Q=-14, A-C=-17, C-E=-17, G-H=-10 Concentrated Loads (lb) Vert: B=1800 O=115(F) U=-283(F) V=-228(F) W=-227(F) X=-227(F) Y=-227(F) Z=-227(F) AA=-227(F) AB=-227(F) AC=-227(F) AD=-227(F) 62) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-5, B-C=-180, C-E=-180, E-G=-193, H-Q=-20 Horz: A-Q=18, A-C=-21, C-E=-21, G-H=6 Concentrated Loads (lb) Vert: B=1800 O=125(F) U=-273(F) V=-218(F) W=-217(F) X=-217(F) Y=-217(F) Z=-217(F) AA=-217(F) AB=-217(F) AC=-217(F) AD=-217(F) 63) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-18, B-C=-193, C-E=-193, E-G=-193, H-Q=-20 Horz: A-Q=-6, A-C=-8, C-E=-8, G-H=-18 Concentrated Loads (lb) Vert: B=1800 O=125(F) U=-273(F) V=-218(F) W=-217(F) X=-217(F) Y=-217(F) Z=-217(F) AA=-217(F) AB=-217(F) AC=-217(F) AD=-217(F) 64) Reversal: Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-48, B-C=-354, C-E=-354, E-G=-354, H-Q=-35 Horz: A-Q=15, A-C=-16, C-E=-16, G-H=5 Concentrated Loads (lb) Vert: B=1350 O=-1006(F) U=-542(F) V=-439(F) W=-438(F) X=-438(F) Y=-438(F) Z=-438(F) AA=-438(F) AB=-438(F) AC=-438(F) AD=-438(F) 65) Reversal: Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-57, B-C=-364, C-E=-361, E-G=-354, H-Q=-35 Horz: A-Q=-5, A-C=-6, C-E=-9, G-H=-15 Concentrated Loads (lb) Vert: B=1350 O=-1006(F) U=-542(F) V=-439(F) W=-438(F) X=-438(F) Y=-438(F) Z=-438(F) AA=-438(F) AB=-438(F) AC=-438(F) AD=-438(F) 66) Reversal: Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-48, B-C=-354, C-E=-354, E-G=-364, H-Q=-35 Horz: A-Q=14, A-C=-16, C-E=-16, G-H=4 Concentrated Loads (lb) Vert: B=1350 O=-1006(F) U=-542(F) V=-439(F) W=-438(F) X=-438(F) Y=-438(F) Z=-438(F) AA=-438(F) AB=-438(F) AC=-438(F) AD=-438(F) 67) Reversal: Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-57, B-C=-364, C-E=-364, E-G=-364, H-Q=-35 Horz: A-Q=-4, A-C=-6, C-E=-6, G-H=-14 Concentrated Loads (lb) Vert: B=1350 O=-1006(F) U=-542(F) V=-439(F) W=-438(F) X=-438(F) Y=-438(F) Z=-438(F) AA=-438(F) AB=-438(F) AC=-438(F) AD=-438(F) 68) Reversal: 15th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-22, B-C=-328, C-E=-328, E-G=-383, H-Q=-35 Horz: A-Q=15, A-C=-16, C-E=-16, G-H=5 Concentrated Loads (lb) Vert: B=1350 O=-1006(F) U=-542(F) V=-439(F) W=-438(F) X=-438(F) Y=-438(F) Z=-438(F) AA=-438(F) AB=-438(F) AC=-438(F) AD=-438(F) 69) Reversal: 16th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-22, B-C=-328, C-E=-383, E-G=-328, H-Q=-35 Horz: A-Q=15, A-C=-16, C-E=-16, G-H=5 Concentrated Loads (lb) Vert: B=1350 O=-1006(F) U=-542(F) V=-439(F) W=-438(F) X=-438(F) Y=-438(F) Z=-438(F) AA=-438(F) AB=-438(F) AC=-438(F) AD=-438(F) 70) Reversal: 17th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Continued on page 7 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351215 25191 C30 Monopitch Girder 1 3 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:44 2019 Page 7 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-bApqbYKd?Pxp8xKU3cLmwMxPjvDsBNIbki5epPz7KpT LOAD CASE(S) Standard Uniform Loads (plf) Vert: A-B=-31, B-C=-337, C-E=-335, E-G=-383, H-Q=-35 Horz: A-Q=-5, A-C=-6, C-E=-9, G-H=-15 Concentrated Loads (lb) Vert: B=1350 O=-1006(F) U=-542(F) V=-439(F) W=-438(F) X=-438(F) Y=-438(F) Z=-438(F) AA=-438(F) AB=-438(F) AC=-438(F) AD=-438(F) 71) Reversal: 18th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-31, B-C=-337, C-E=-390, E-G=-328, H-Q=-35 Horz: A-Q=-5, A-C=-6, C-E=-9, G-H=-15 Concentrated Loads (lb) Vert: B=1350 O=-1006(F) U=-542(F) V=-439(F) W=-438(F) X=-438(F) Y=-438(F) Z=-438(F) AA=-438(F) AB=-438(F) AC=-438(F) AD=-438(F) 72) Reversal: 19th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-22, B-C=-328, C-E=-328, E-G=-392, H-Q=-35 Horz: A-Q=14, A-C=-16, C-E=-16, G-H=4 Concentrated Loads (lb) Vert: B=1350 O=-1006(F) U=-542(F) V=-439(F) W=-438(F) X=-438(F) Y=-438(F) Z=-438(F) AA=-438(F) AB=-438(F) AC=-438(F) AD=-438(F) 73) Reversal: 20th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-22, B-C=-328, C-E=-383, E-G=-337, H-Q=-35 Horz: A-Q=14, A-C=-16, C-E=-16, G-H=4 Concentrated Loads (lb) Vert: B=1350 O=-1006(F) U=-542(F) V=-439(F) W=-438(F) X=-438(F) Y=-438(F) Z=-438(F) AA=-438(F) AB=-438(F) AC=-438(F) AD=-438(F) 74) Reversal: 21st Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-31, B-C=-337, C-E=-337, E-G=-392, H-Q=-35 Horz: A-Q=-4, A-C=-6, C-E=-6, G-H=-14 Concentrated Loads (lb) Vert: B=1350 O=-1006(F) U=-542(F) V=-439(F) W=-438(F) X=-438(F) Y=-438(F) Z=-438(F) AA=-438(F) AB=-438(F) AC=-438(F) AD=-438(F) 75) Reversal: 22nd Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-31, B-C=-337, C-E=-392, E-G=-337, H-Q=-35 Horz: A-Q=-4, A-C=-6, C-E=-6, G-H=-14 Concentrated Loads (lb) Vert: B=1350 O=-1006(F) U=-542(F) V=-439(F) W=-438(F) X=-438(F) Y=-438(F) Z=-438(F) AA=-438(F) AB=-438(F) AC=-438(F) AD=-438(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1353024 25191 C31 Monopitch 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries, Inc. Wed Jun 26 16:57:40 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-aAGGFPkczfLiM1r9kwz7dwV40ytAayutQhdCtUz2Lof 5-7-1 10-8-13 15-5-2 20-1-8 22-11-8 5-7-1 5-1-12 4-8-6 4-8-6 2-10-0 Scale = 1:40.1 4x6 1.5x4 4.12 12 E F 5x10 4x6 O D M 0.25 12 5x6 3x4 N B C 4-8-5 A 4-0-0 1-10-111-8-2 I H K J L G 4x5 4x4 3x4 6x8 4x12 3x5 5-7-1 10-8-13 16-9-11 22-11-8 5-7-1 5-1-12 6-0-15 6-1-13 Plate Offsets (X,Y)-- [A:0-5-4,0-2-0], [B:0-1-8,0-1-8], [C:0-3-0,0-2-12], [D:0-1-0,0-2-0], [E:0-2-4,0-0-12], [H:0-1-8,0-1-8], [J:0-2-4,0-1-8], [K:0-2-8,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.83 Vert(LL) -0.32 J >849 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.92 Vert(CT) -0.60 J-K >452 180 TCDL 13.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.05 G n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 91 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): A-M, E-F. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: L-M: 2x6 SPF No.2, A-K: 2x4 SPF No.2 2-2-0 oc bracing: J-K. REACTIONS. (lb/size) L=1086/0-5-8, G=1086/Mechanical Max Horz L=174(LC 11) Max Uplift L=-119(LC 10), G=-124(LC 10) Max Grav L=1114(LC 2), G=1165(LC 39) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-L=-1020/159, A-B=-3168/488, B-C=-3980/495, C-D=-4350/572, D-E=-1684/199 BOT CHORD K-L=-318/225, J-K=-592/3164, H-J=-298/1985, G-H=-99/621 WEBS A-K=-403/3113, B-K=-660/156, B-J=-109/1171, C-J=-1590/268, D-J=-379/2684, D-H=-1211/237, E-H=-184/1585, E-G=-1237/200 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 119 lb uplift at joint L and 124 lb uplift at joint G. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 26,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1353025 25191 C32 Monopitch 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries, Inc. Wed Jun 26 16:57:41 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-2MqfSlkEjyTZ_BQLHdVMA72FlLJ2JSh0fLNlPxz2Loe 5-7-1 10-8-13 16-7-15 22-1-8 22-11-8 5-7-1 5-1-12 5-11-3 5-5-9 0-10-0 Scale = 1:41.1 6x8 1.5x4 E F 4.12 12 5x10 4x4 D 0.25 12 M 4x6 3x5 5-4-8 N B C A 4-0-0 1-10-111-8-2 I K J H L G 4x10 MT18HS 3x4 5x6 3x5 4x6 4x8 5-7-1 10-8-13 16-7-15 22-11-8 5-7-1 5-1-12 5-11-3 6-3-9 Plate Offsets (X,Y)-- [A:0-5-8,0-2-0], [B:0-2-0,0-1-8], [C:0-3-0,0-2-4], [D:0-1-12,0-2-0], [H:0-2-4,0-1-8], [J:0-2-0,0-1-8], [K:0-2-4,0-2-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.77 Vert(LL) -0.28 J >984 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.56 Vert(CT) -0.51 J >529 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.06 G n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 97 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SPF 2100F 1.8E except end verticals, and 2-0-0 oc purlins (6-0-0 max.): A-M, E-F. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. L-M: 2x6 SPF No.2, A-K,C-H,D-G: 2x4 SPF No.2 WEBS 1 Row at midpt C-H, D-G REACTIONS. (lb/size) L=1086/0-5-8, G=1086/Mechanical Max Horz L=187(LC 11) Max Uplift L=-115(LC 10), G=-136(LC 14) Max Grav L=1114(LC 2), G=1289(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-L=-1015/154, A-B=-3156/468, B-C=-4063/473, C-D=-1902/163 BOT CHORD K-L=-341/238, J-K=-594/3152, H-J=-600/4072, G-H=-240/1713 WEBS A-K=-383/3091, B-K=-661/152, B-J=-105/1256, C-J=-277/84, C-H=-2550/373, D-H=-29/923, D-G=-1921/263, E-G=-394/100 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 115 lb uplift at joint L and 136 lb uplift at joint G. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 26,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1353026 25191 C33 Monopitch 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries, Inc. Wed Jun 26 16:57:42 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-WZO1f5lsUGbQcL_YrL0bjLbQZlfL2uSAu?6IxNz2Lod 5-7-1 10-8-13 16-8-2 22-11-8 5-7-1 5-1-12 5-11-5 6-3-6 Scale = 1:38.7 2x4 E 4.12 12 6x8 3x5 D L 0.25 12 4x5 5-9-6 3x4 C B A 4-0-0 1-10-111-8-2 H J I G K F 4x10 MT18HS 3x4 5x6 3x4 4x6 3x5 5-7-1 10-8-13 16-8-2 22-11-8 5-7-1 5-1-12 5-11-5 6-3-6 Plate Offsets (X,Y)-- [C:0-2-12,0-2-4], [D:0-2-0,0-1-8], [G:0-2-0,0-1-8], [J:0-2-4,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.83 Vert(LL) -0.29 I-J >945 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.55 Vert(CT) -0.53 I-J >517 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.07 F n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 93 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SPF 2100F 1.8E except end verticals. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. K-L: 2x6 SPF No.2, A-J,C-G,D-F: 2x4 SPF No.2 WEBS 1 Row at midpt C-G, D-F REACTIONS. (lb/size) K=1086/0-5-8, F=1086/Mechanical Max Horz K=195(LC 11) Max Uplift K=-112(LC 10), F=-148(LC 14) Max Grav K=1165(LC 3), F=1130(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-K=-1082/151, A-B=-3288/458, B-C=-4062/453, C-D=-1653/153 BOT CHORD J-K=-353/242, I-J=-596/3283, G-I=-591/4061, F-G=-243/1518 WEBS A-J=-373/3219, B-J=-706/149, B-I=-94/820, C-G=-2633/361, D-G=-25/942, D-F=-1750/279 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 lb uplift at joint K and 148 lb uplift at joint F. June 26,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1353027 25191 C34 Monopitch 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries, Inc. Wed Jun 26 16:57:43 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-_lyPtRmVFajHDVZkP2XrFY7ci9?anJbJ6fssTpz2Loc 5-0-8 10-8-13 16-8-2 22-11-8 5-0-8 5-8-5 5-11-5 6-3-6 Scale = 1:37.8 2x4 E 4.12 12 3x4 3x7 D L 0.25 12 4x10 5-9-6 3x4 C A B 4-0-0 1-10-111-8-2 H I G K 3x5 J 3x5 F 3x5 1.5x4 3x4 3x4 5-9-4 10-8-13 16-8-2 22-11-8 5-9-4 4-11-9 5-11-5 6-3-6 Plate Offsets (X,Y)-- [A:0-2-4,0-1-8], [C:0-5-4,0-2-4], [K:0-2-4,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.68 Vert(LL) -0.08 G-I >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.55 Vert(CT) -0.16 G-I >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.03 F n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 91 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-2 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: K-L: 2x6 SPF No.2, C-J,D-F: 2x4 SPF No.2 6-0-0 oc bracing: J-K. WEBS 1 Row at midpt C-J REACTIONS. (lb/size) K=27/0-5-8, F=742/Mechanical, J=1403/0-5-8 Max Horz K=195(LC 11) Max Uplift K=-23(LC 10), F=-107(LC 14), J=-166(LC 14) Max Grav K=81(LC 27), F=764(LC 3), J=1493(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-213/785, C-D=-995/62 BOT CHORD J-K=-514/22, I-J=-209/1332, G-I=-213/1323, F-G=-156/893 WEBS B-K=-232/559, B-J=-740/217, C-J=-2216/242, C-G=-445/59, D-G=0/368, D-F=-1024/179 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 23 lb uplift at joint K, 107 lb uplift at joint F and 166 lb uplift at joint J. June 26,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1353028 25191 C35 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries, Inc. Wed Jun 26 16:57:45 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-x849I7nlnBz?Tpj7WTZJKzD_Gzg8FDRcazLyYiz2Loa 5-7-1 10-8-13 17-1-2 22-11-8 5-7-1 5-1-12 6-4-5 5-10-6 Scale = 1:38.6L 4.12 12 K J 4x4 4x8 I Z 0.25 12 H AB G 7x8 5-9-6 4x5 F AA A B C D E 3x6 4-0-0 AI AF AD AC AH AE AG 1-10-111-8-2 3x7 3x6 X O N Y 5x6 6x8 5x6 M 3x5 W V U T S R Q P 5x6 3x4 5-6-8 5-7-1 10-8-13 11-8-10 17-1-2 17-10-12 22-11-8 5-6-8 0-0-9 5-1-12 0-11-13 5-4-8 0-9-10 5-0-12 Plate Offsets (X,Y)-- [A:0-3-8,0-1-12], [D:0-2-0,0-1-8], [F:0-3-12,0-2-8], [I:0-1-12,0-1-12], [M:Edge,0-3-0], [Q:0-2-8,0-3-0], [U:0-2-8,0-3-0], [W:0-2-8,0-3-0], [Y:0-2-12,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.54 Vert(LL) -0.03 W-X >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.55 Vert(CT) -0.05 N-O >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.90 Horz(CT) -0.03 M n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 115 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-6 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 3-6-10 oc bracing. Y-Z: 2x6 SPF No.2, L-M,D-W,F-U,I-Q: 2x3 SPF No.2 WEBS 1 Row at midpt D-U OTHERS 2x4 SPF No.2 JOINTS 1 Brace at Jt(s): AA, AB, AC, AD REACTIONS. All bearings 12-4-4 except (jt=length) Y=0-5-8, M=Mechanical, P=0-3-8. (lb) - Max Horz Y=203(LC 40) Max Uplift All uplift 100 lb or less at joint(s) S, V except Y=-366(LC 37), M=-865(LC 46), W=-527(LC 45), U=-1262(LC 45), Q=-698(LC 59), T=-631(LC 54), P=-105(LC 45) Max Grav All reactions 250 lb or less at joint(s) V except Y=509(LC 30), M=923(LC 57), W=817(LC 30), W=436(LC 1), U=1471(LC 58), Q=769(LC 54), S=364(LC 27), T=563(LC 59), P=457(LC 28) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-Y=-514/445, A-B=-1337/1250, B-C=-428/364, C-D=-588/505, D-E=-1897/1804, E-F=-820/772, F-G=-2631/2615, G-H=-1992/1910, H-I=-1280/1225, I-J=-1942/1886, J-K=-1269/1217, K-L=-587/563 BOT CHORD X-Y=-358/216, W-X=-358/216, V-W=-1381/1240, U-V=-1886/1745, T-U=-1100/1038, S-T=-755/695, Q-S=-2751/2691, P-Q=-1271/1260, O-P=-1271/1260, N-O=-1271/1260, M-N=-1271/1260 WEBS A-AI=-1308/1421, AH-AI=-1291/1379, AG-AH=-1285/1380, W-AG=-1405/1498, D-W=-1327/1248, D-AF=-2444/2483, AE-AF=-2419/2450, U-AE=-2441/2481, F-U=-2109/2053, F-AD=-1880/1924, AC-AD=-1860/1902, Q-AC=-1893/1938, I-Q=-1390/1319, I-AB=-1497/1514, AA-AB=-1485/1507, M-AA=-1526/1532, F-T=-609/622, C-AG=-428/449 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide June 26,2019 Continued on page 2will fit between the bottom chord and any other members, with BCDL = 10.0psf. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1353028 25191 C35 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries, Inc. Wed Jun 26 16:57:45 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-x849I7nlnBz?Tpj7WTZJKzD_Gzg8FDRcazLyYiz2Loa NOTES- 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Refer to girder(s) for truss to truss connections. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) S, V except (jt=lb) Y=366, M=865, W=527, U=1262, Q=698, T=631, P=105. 13) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 5-6-8 to 17-10-12 for 576.1 plf. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1353029 25191 C36 MONOPITCH 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries, Inc. Wed Jun 26 16:57:46 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-PKeYVToNYV5s4yIJ4A4YtBl63M0x_jklpd4W48z2LoZ 5-6-11 10-8-13 16-11-5 23-10-8 29-6-12 32-5-4 5-6-11 5-2-2 6-2-8 6-11-4 5-8-4 2-10-8 Scale = 1:53.2 4.12 12 H 2x4 G 4x6 F E 3x7 D 0.25 12 8-4-4 7-10-7 O 5x6 P C A B 4-0-0 1-8-2 M K J Q R N L I 3x5 6-11-12 13-4-12 22-5-5 29-6-12 6-11-12 6-5-0 9-0-9 7-1-7 Plate Offsets (X,Y)-- [A:0-2-4,0-1-8], [B:0-1-8,0-1-8], [C:0-2-12,0-2-12], [E:0-3-0,Edge], [G:0-2-14,0-0-4], [I:0-1-12,0-1-8], [M:0-1-12,0-1-8], [N:0-2-4,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.12 J-L >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.58 Vert(CT) -0.23 J-L >828 180 TCDL 13.0 Rep Stress Incr YES WB 0.71 Horz(CT) 0.02 I n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 130 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, E-H: 2x6 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt G-I N-O: 2x6 SPF No.2, G-I,D-L,F-I: 2x4 SPF No.2 REACTIONS. (lb/size) N=479/0-5-8, I=895/Mechanical, L=1658/0-5-8 Max Horz N=268(LC 11) Max Uplift N=-52(LC 10), I=-179(LC 10), L=-169(LC 14) Max Grav N=491(LC 3), I=917(LC 2), L=1728(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-747/18, C-D=-283/949, D-F=-545/0, G-I=-542/242 BOT CHORD M-N=-379/901, I-J=-89/404 WEBS B-N=-820/137, B-M=-302/184, C-M=-169/944, C-L=-841/179, D-L=-1461/275, D-J=0/321, F-J=0/273, F-I=-589/134 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are 3x4 MT20 unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) N except (jt=lb) I=179, L=169. June 26,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1353030 25191 C37 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries, Inc. Wed Jun 26 16:57:50 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-H5t2LqrucjbHZac4J09U11ws0_LmwWmLjF2jDvz2LoV 5-5-10 10-8-13 16-9-15 22-11-2 29-2-12 5-5-10 5-3-2 6-1-2 6-1-2 6-3-10 Scale = 1:49.8N M 4.12 12 L 5x6 K J AH I 4x8 4x6 H AG 0.25 12 AK 7-11-3 AE 4x4 G AL AF AI 3x7 3x6 D EF 3x10 A B C AM 4-0-0 AR AP AQ AJ AO AN 3x6 3x7 1-10-111-8-2 AD AC AB 5x10 3x7 6x8 5x6 3x5 AS AA Z Y X W V U T S R Q P O 4x4 3x4 5-5-10 10-8-13 19-10-8 29-2-12 5-5-10 5-3-2 9-1-12 9-4-4 Plate Offsets (X,Y)-- [A:0-3-12,0-2-0], [C:0-2-0,0-1-8], [H:0-3-0,0-1-12], [K:0-2-4,0-2-4], [O:Edge,0-3-0], [T:0-2-4,0-3-0], [AB:0-1-12,0-1-8], [AD:0-3-0,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.48 Vert(LL) -0.05AB-AC >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.71 Vert(CT) -0.07AB-AC >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.77 Horz(CT) -0.05 Q n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 168 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-7 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-11-11 oc bracing. AD-AE: 2x6 SPF No.2, N-O: 2x3 SPF No.2 WEBS 1 Row at midpt N-O, A-AB, C-Z, H-Z OTHERS 2x4 SPF No.2 JOINTS 1 Brace at Jt(s): AF, AG, AI REACTIONS. All bearings 23-0-8 except (jt=length) AD=0-5-8. (lb) - Max Horz AD=300(LC 39) Max Uplift All uplift 100 lb or less at joint(s) P, S, U except AD=-522(LC 37), O=-1446(LC 46), Z=-611(LC 45), T=-1613(LC 45), Q=-115(LC 46), R=-136(LC 46), W=-426(LC 37), X=-447(LC 37), Y=-123(LC 46), AA=-177(LC 45) Max Grav All reactions 250 lb or less at joint(s) R, S, U except AD=762(LC 30), O=1449(LC 57), Z=948(LC 30), T=1645(LC 58), P=257(LC 30), Q=261(LC 27), W=488(LC 58), X=522(LC 44), Y=333(LC 27), AA=443(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-AD=-748/615, A-B=-1826/1677, B-C=-1023/747, C-D=-1810/1818, D-E=-643/652, F-G=-836/869, G-H=-1901/1920, H-I=-1138/1085, I-J=-495/484, J-K=-1022/1024, K-L=-2083/2032, L-M=-1311/1262, M-N=-632/614 BOT CHORD AC-AD=-497/247, AB-AC=-497/247, AA-AB=-1947/1912, Z-AA=-1538/1502, Y-Z=-3718/3564, X-Y=-2646/2630, W-X=-1893/1843, U-W=-1107/1057, T-U=-320/270, S-T=-2143/2126, R-S=-1611/1595, Q-R=-825/808, P-Q=-801/785, O-P=-1472/1530 WEBS A-AR=-1719/1924, AQ-AR=-1692/1882, AB-AQ=-1699/1890, C-AB=-554/594, C-AP=-2137/2012, AO-AP=-2119/2005, Z-AO=-2148/2024, Z-AN=-2382/2275, AM-AN=-2354/2251, AL-AM=-2310/2207, H-AL=-2570/2458, H-AK=-1052/1059, AJ-AK=-1353/1365, T-AJ=-1344/1354, T-AI=-2912/2856, K-AI=-2904/2848, K-AH=-2219/2240, AG-AH=-2122/2145, AF-AG=-2039/2061, O-AF=-2088/2110, W-AK=-455/447, X-AL=-491/472, Y-AM=-256/167 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. June 26,2019 Continued on page 28) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1353030 25191 C37 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries, Inc. Wed Jun 26 16:57:51 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-lIRQYAsWN1j8BkAGtjgjaET1mNg?fz0VyvoHlMz2LoU NOTES- 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) P, S, U except (jt=lb) AD=522, O=1446, Z=611, T=1613 , Q=115, R=136, W=426, X=447, Y=123, AA=177. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 6-2-4 to 29-2-12 for 393.3 plf. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1353031 25191 C38 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries, Inc. Wed Jun 26 16:57:52 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-DU?pmWt88Lr?otlTRRBy7S?HNnBTOakeBZXqIoz2LoT 6-2-4 6-2-4 Scale = 1:23.2 I 0.25 12 1.5x4 1.5x4 3x4 3x7 C D 4-0-0 A B 1-8-2 1-9-9 1-6-1 H G F E 2x4 1.5x4 3x4 1.5x4 Plate Offsets (X,Y)-- [A:0-2-8,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.06 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 E n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 26 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x6 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. D-E: 2x4 SPF No.2, D-F: 2x3 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 6-2-4. (lb) - Max Horz H=-113(LC 10) Max Uplift All uplift 100 lb or less at joint(s) H, G except E=-121(LC 9), F=-145(LC 8) Max Grav All reactions 250 lb or less at joint(s) H, E, G except F=282(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-259/220, B-C=-258/223, C-D=-256/224 BOT CHORD G-H=-225/255, F-G=-225/255 WEBS D-F=-289/328 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) H, G except (jt=lb) E=121, F=145. June 26,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351224 25191 C39 MONOPITCH 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 13:59:57 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-jg5lK?UnxPZzCxq_Kr4py6_j99gMkFNWkEkqm9z7KpG -1-10-8 6-5-0 12-0-8 17-8-0 23-6-0 27-9-4 1-10-8 6-5-0 5-7-8 5-7-8 5-10-0 4-3-4 H /\ 4.12 12 Scale = 1:51.5 2x4 0-6-5 G 4x4 4x6 Q F E 3x4 D 9-10-6 9-10-6 9-4-1 1.5x4 C B A 0-3-15 L K J R S I 3x4 3x5 4x4 3x5 3x6 8-3-8 15-9-8 23-6-0 8-3-8 7-6-0 7-8-8 Plate Offsets (X,Y)-- [B:0-0-8,0-0-0], [E:0-3-0,Edge], [F:0-1-12,0-2-0], [J:0-2-0,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.20 I-J >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.95 Vert(CT) -0.34 L-O >816 180 TCDL 13.0 Rep Stress Incr YES WB 0.63 Horz(CT) 0.06 I n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 104 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc purlins, A-E: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt G-I, F-I G-I,F-I: 2x4 SPF No.2 REACTIONS. (lb/size) H=103/Mechanical, I=1355/0-5-8, B=1258/0-5-8 Max Horz B=300(LC 10) Max Uplift H=REL, I=-279(LC 14), B=-121(LC 10) Max Grav H=165(LC 21), I=1630(LC 21), B=1288(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-2649/176, C-D=-2379/128, D-F=-1270/18, G-I=-699/232 BOT CHORD B-L=-424/2477, J-L=-275/1660, I-J=-123/869 WEBS C-L=-487/160, D-L=-62/793, D-J=-794/197, F-J=-67/955, F-I=-1250/186 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) I=279, B=121. 10) "/\" indicates Released bearing: allow for upward movement at joint(s) H. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351225 25191 CP1 Jack-Open 28 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:02 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-3eveNiYwlxCFIiix6Of_e9hWvAYLPfWFtVSbRNz7KpB -3-10-8 1-11-11 3-10-8 1-11-11 Scale = 1:11.7 C 2.50 12 B H 0-10-13 0-10-13 0-5-14 0-4-14 D A 5x6 2-0-0 2-0-0 Plate Offsets (X,Y)-- [B:0-2-9,0-0-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.78 Vert(LL) 0.00 G >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.20 Vert(CT) 0.00 G >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 B n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MP Weight: 13 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) C=-119/Mechanical, B=679/0-5-8, D=-76/Mechanical Max Horz B=43(LC 10) Max Uplift C=-283(LC 20), B=-247(LC 10), D=-151(LC 20) Max Grav C=68(LC 10), B=1014(LC 20), D=41(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) C=283, B=247, D=151. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351226 25191 D1 Half Hip Girder 1 3 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:04 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-000OoOZAHYSzX0sKEpiTkamtRz2NtLHYLpxiWFz7Kp9 2-3-3 4-4-3 6-7-10 8-4-14 10-2-2 12-9-2 17-10-7 21-9-10 25-10-8 2-3-3 2-0-15 2-3-7 1-9-4 1-9-5 2-7-0 5-1-5 3-11-3 4-0-15 Scale = 1:46.3 4.12 12 6x8 2x4 3x4 5x10 MT18HS 0.25 12 G H U I J 5x10 8x10 F 3x5 5x10 4x7 4x5 T D E A B C 3-4-1 3-4-1 1-10-21-8-0 V R Q M W X S P O N L K 5x7 4x6 5x10 MT18HS 8x10 5x10 2x4 5x10 7x8 4x6 2-11-15 5-5-2 8-4-14 10-2-2 12-9-2 17-10-7 25-10-8 2-11-15 2-5-2 2-11-12 1-9-5 2-7-0 5-1-5 8-0-1 Plate Offsets (X,Y)-- [B:0-4-8,0-2-0], [C:0-2-12,0-1-12], [F:0-4-6,0-1-12], [G:0-5-4,0-3-8], [I:0-3-8,0-2-4], [K:0-5-8,Edge], [L:0-1-12,0-1-12], [N:0-2-8,0-1-8], [P:0-2-12,0-1-8], [Q:0-2-4,0-1-12], [R:0-2-12,0-2-4], [S:0-4-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.36 O-P >854 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.99 Vert(CT) -0.70 O-P >438 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr NO WB 0.94 Horz(CT) 0.13 K n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 420 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 4-9-8 oc purlins, except BOT CHORD 2x6 SPF 2100F 1.8E 2-0-0 oc purlins (6-0-0 max.): G-J. WEBS 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. F-P: 2x6 SPF 2100F 1.8E OTHERS 2x6 SPF No.2 *Except* J-K: 2x4 SPF No.2 REACTIONS. (lb/size) S=9254/0-5-8, K=8201/0-2-13 Max Horz S=86(LC 13) Max Grav S=9320(LC 23), K=8879(LC 44) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-S=-1209/0, A-B=-1244/0, B-C=-17327/0, C-D=-29006/0, D-E=-36696/0, E-F=-37436/0, F-G=-22778/0, G-H=-20041/0, H-I=-20041/0, I-J=-251/45, J-K=-295/22 BOT CHORD R-S=0/13176, Q-R=0/24263, P-Q=0/32813, O-P=0/28990, N-O=0/28990, L-N=0/21846, K-L=0/10306 WEBS B-S=-14053/0, B-R=0/8235, C-R=-9644/0, C-Q=0/7401, D-Q=-5724/0, D-P=0/4790, E-P=-10807/0, F-P=0/10295, F-O=0/1136, F-N=-9352/0, G-N=0/6741, G-L=-2837/0, H-L=-1422/0, I-L=0/12113, I-K=-12460/0 NOTES- 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-7-0 oc, Except member R-B 2x4 - 1 row at 0-9-0 oc, member Q-C 2x4 - 1 row at 0-9-0 oc, member Q-D 2x4 - 1 row at 0-9-0 oc, member P-D 2x4 - 1 row at 0-9-0 oc, member P-E 2x4 - 1 row at 0-4-0 oc, member F-O 2x4 - 1 row at 0-9-0 oc, member N-F 2x4 - 1 row at 0-9-0 oc, member N-G 2x4 - 1 row at 0-9-0 oc, member L-G 2x4 - 1 row at 0-9-0 oc, member H-L 2x4 - 2 rows staggered at 0-4-0 oc, member L-I 2x4 - 1 row at 0-9-0 oc, member K-I 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 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. 3) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) Bearing capacity is increased by the plate at joint(s) K. Plate must be within 1/4 in of bearing surface. June 14,2019 Continued on page 29) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351226 25191 D1 Half Hip Girder 1 3 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:04 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-000OoOZAHYSzX0sKEpiTkamtRz2NtLHYLpxiWFz7Kp9 NOTES- 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 11) Bearings are assumed to be: Joint 19 SPF No.2 crushing capacity of 425 psi, Joint 11 DF No.2 crushing capacity of 625 psi. 12) Bearing at joint(s) S, K considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 13) Provide mechanical connection (by others) of truss to bearing plate at joint(s) K. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2995 lb down and 363 lb up at 17-10-7, and 837 lb down and 101 lb up at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-E=-426, E-G=-426, G-H=-426, H-J=-76, R-S=-20, R-W=-288(F=-268), W-X=-20, K-X=-294(F=-274) Concentrated Loads (lb) Vert: L=-2528(F) V=-707(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1353032 25191 D2 Half Hip 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries, Inc. Wed Jun 26 16:58:08 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-lZzs7_3AMFskjL_XNoUimqgqeEQO8br?s2Pgssz2LoD 4-4-12 8-4-14 15-0-6 20-8-15 25-10-8 4-4-12 4-0-1 6-7-8 5-8-9 5-1-9 Scale = 1:45.3 7x8 4.12 12 2x4 3x5 3x7 D E O F 0.25 12 N L 5x6 3x10 M C A B 4-0-0 3-11-13 3-8-53-11-13 1-10-21-8-2 I H J K G 4x6 3x4 4x6 5x10 3x5 8-4-14 17-1-5 25-10-8 8-4-14 8-8-7 8-9-3 Plate Offsets (X,Y)-- [A:0-2-4,0-1-8], [B:0-4-12,0-1-8], [D:0-2-12,0-3-4], [H:0-1-12,0-1-8], [J:0-3-8,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.92 Vert(LL) -0.34 H-J >910 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 1.00 Vert(CT) -0.64 H-J >476 180 TCDL 13.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.07 G n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 102 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, C-D: 2x6 SPF No.2 except end verticals, and 2-0-0 oc purlins (3-5-2 max.): A-L, D-F. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. I-K: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt B-K, E-G WEBS 2x3 SPF No.2 *Except* K-L: 2x6 SPF No.2, B-K,E-G: 2x4 SPF No.2 REACTIONS. (lb/size) K=1226/0-5-8, G=1226/0-2-8 Max Horz K=155(LC 11) Max Uplift K=-140(LC 10), G=-135(LC 10) Max Grav K=1258(LC 2), G=1402(LC 32) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-272/193, B-C=-4526/608, C-D=-4915/706, D-E=-2001/258 BOT CHORD J-K=-619/2936, H-J=-330/2154, G-H=-223/1522 WEBS B-K=-2949/458, B-J=-149/1828, C-J=-1740/318, D-J=-421/2867, D-H=-464/147, E-H=-50/946, E-G=-1861/280 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) G. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) K=140, G=135. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 26,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1353033 25191 D3 Half Hip 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries, Inc. Wed Jun 26 16:58:17 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-?I?G03ApF0?SIjAGOB8pdjXNMsaslhuJxy5fgrz2Lo4 4-4-12 8-4-14 12-8-10 17-0-6 21-4-3 25-10-8 4-4-12 4-0-1 4-3-12 4-3-12 4-3-13 4-6-5 Scale = 1:44.8 4x4 1.5x4 4x4 4.12 12 E F G 3x7 4x6 0.25 12 O D M N 5x6 3x10 C A B 4-4-9 4-0-0 1-10-21-8-2 J K I L H 4x7 4x6 5x10 3x5 4x8 8-4-14 17-0-6 25-10-8 8-4-14 8-7-8 8-10-2 Plate Offsets (X,Y)-- [A:0-2-4,0-1-8], [B:0-4-4,0-1-8], [C:0-2-12,0-3-0], [D:0-1-8,0-2-0], [K:0-3-8,0-2-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.85 Vert(LL) -0.32 I-K >970 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.60 Vert(CT) -0.60 I-K >513 180 TCDL 13.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.07 H n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 101 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-2 oc purlins, BOT CHORD 2x4 SPF 2100F 1.8E except end verticals, and 2-0-0 oc purlins (4-4-0 max.): A-M, E-G. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 9-9-7 oc bracing. L-M: 2x6 SPF No.2, B-L,F-H: 2x4 SPF No.2 WEBS 1 Row at midpt B-L, F-H REACTIONS. (lb/size) L=1226/0-5-8, H=1226/0-2-8 Max Horz L=168(LC 11) Max Uplift L=-137(LC 10), H=-138(LC 10) Max Grav L=1258(LC 2), H=1322(LC 38) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-273/191, B-C=-4605/597, C-D=-5019/679, D-E=-1915/240, E-F=-1742/242 BOT CHORD K-L=-638/2934, I-K=-451/2810, H-I=-176/1057 WEBS B-L=-2946/456, B-K=-138/1930, C-K=-1728/285, D-K=-311/2400, D-I=-1377/259, E-I=0/362, F-I=-91/1070, F-H=-1467/251 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) H. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) L=137, H=138. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 26,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1353034 25191 D4 Half Hip 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries, Inc. Wed Jun 26 16:58:23 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-pSNXG6Faqslc0edQlSFDt_nRQHdK9Q2CJtYzuVz2Lo_ 4-4-12 8-4-14 13-6-13 19-0-6 25-10-8 4-4-12 4-0-1 5-1-15 5-5-9 6-10-2 Scale = 1:44.1 5x8 3x4 E F 4.12 12 3x7 N 4x7 0.25 12 M D L 5x6 3x12 C 5-0-13 A B 4-0-0 1-10-21-8-2 I H J K 4x6 G 4x7 4x6 5x10 3x5 8-4-14 17-0-7 25-10-8 8-4-14 8-7-9 8-10-1 Plate Offsets (X,Y)-- [A:0-2-0,0-1-8], [B:0-5-0,0-1-8], [C:0-2-8,0-3-0], [D:0-3-8,0-1-8], [E:0-4-0,0-1-12], [F:Edge,0-2-8], [H:0-1-12,0-1-8], [J:0-3-4,0-2-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.34 H-J >901 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.59 Vert(CT) -0.63 H-J >489 180 TCDL 13.0 Rep Stress Incr YES WB 0.89 Horz(CT) 0.07 G n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 101 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF 2100F 1.8E *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-3 oc purlins, A-C: 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): A-L, E-F. BOT CHORD 2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 9-8-3 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt B-K, E-G K-L: 2x6 SPF No.2, B-K,E-G: 2x4 SPF No.2 REACTIONS. (lb/size) K=1226/0-5-8, G=1226/0-2-8 Max Horz K=181(LC 11) Max Uplift K=-133(LC 10), G=-141(LC 10) Max Grav K=1258(LC 2), G=1258(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-272/191, B-C=-4781/584, C-D=-5218/671, D-E=-1987/229, F-G=-369/67 BOT CHORD J-K=-652/2934, H-J=-430/2793, G-H=-204/1322 WEBS B-K=-2947/447, B-J=-134/2018, C-J=-1840/291, D-J=-340/2587, D-H=-1394/264, E-H=-91/1321, E-G=-1645/255 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) G. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) K=133, G=141. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 26,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1353035 25191 D5 Half Hip 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries, Inc. Wed Jun 26 16:58:24 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-HewvUSGCbAtTeoCcJ9mSQCKZihy9uq9LYXHXPxz2Lnz 4-4-12 8-4-14 14-7-7 21-0-6 25-10-8 4-4-12 4-0-1 6-2-9 6-4-15 4-10-2 Scale = 1:44.2 5x6 2x4 E F 4.12 12 N 3x7 4x7 D 0.25 12 M L 5x6 4x10 5-9-1 C A B 4-0-0 1-10-21-8-2 I H O P J K 4x7 G 4x10 MT18HS 5x10 3x5 4x7 8-4-14 16-8-3 25-10-8 8-4-14 8-3-6 9-2-5 Plate Offsets (X,Y)-- [A:0-2-0,0-1-8], [C:0-2-8,0-3-0], [D:0-3-4,0-1-8], [E:0-2-12,0-1-12], [H:0-1-12,0-1-8], [J:0-3-8,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.91 Vert(LL) -0.38 G-H >799 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.68 Vert(CT) -0.66 H-J >464 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.96 Horz(CT) 0.07 G n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 102 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals, and C-E: 2x4 SPF 2100F 1.8E 2-0-0 oc purlins (6-0-0 max.): A-L, E-F. BOT CHORD 2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 9-7-6 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt B-K, E-G K-L: 2x6 SPF No.2, B-K,E-G: 2x4 SPF No.2 REACTIONS. (lb/size) K=1226/0-5-8, G=1226/0-2-8 Max Horz K=195(LC 11) Max Uplift K=-129(LC 10), G=-146(LC 10) Max Grav K=1274(LC 2), G=1389(LC 39) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-282/190, B-C=-4974/570, C-D=-5440/664, D-E=-2286/248, F-G=-255/44 BOT CHORD J-K=-662/2988, H-J=-394/2685, G-H=-152/954 WEBS B-K=-3002/436, B-J=-132/2119, C-J=-1960/300, D-J=-385/2798, D-H=-1363/272, E-H=-174/1853, E-G=-1495/243 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) G. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) K=129, G=146. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 26,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1353036 25191 D6 Half Hip 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries, Inc. Wed Jun 26 16:58:26 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-E02fu8HT7n7At6M?QaowVdPzAUecMlce?rmdUqz2Lnx 4-4-12 8-4-14 13-3-6 17-11-13 23-0-6 25-10-8 4-4-12 4-0-1 4-10-8 4-8-7 5-0-9 2-10-2 Scale = 1:44.3 5x6 1.5x4 F G 4.12 12 1.5x4 E 3x7 4x7 0.25 12 D M 6-5-4 5x6 4x10 C A B 4-0-0 1-10-21-8-2 J N O K I L 4x6 H 4x6 5x10 5x8 3x5 8-4-14 17-11-13 25-10-8 8-4-14 9-6-15 7-10-11 Plate Offsets (X,Y)-- [A:0-2-4,0-1-8], [C:0-2-8,0-3-0], [D:0-3-8,0-1-12], [F:0-3-0,0-1-12], [I:0-2-8,0-1-12], [K:0-3-8,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.65 Vert(LL) -0.38 I-K >796 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.68 Vert(CT) -0.72 I-K >424 180 TCDL 13.0 Rep Stress Incr YES WB 0.90 Horz(CT) 0.07 H n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 109 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, C-F: 2x4 SPF 2100F 1.8E except end verticals, and 2-0-0 oc purlins (6-0-0 max.): A-M, F-G. BOT CHORD 2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 9-6-6 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt B-L, F-H L-M: 2x6 SPF No.2, B-L,D-I,F-H: 2x4 SPF No.2 REACTIONS. (lb/size) L=1226/0-5-8, H=1226/0-2-8 Max Horz L=208(LC 11) Max Uplift L=-124(LC 10), H=-150(LC 10) Max Grav L=1270(LC 2), H=1490(LC 39) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-265/192, B-C=-5073/534, C-D=-5532/616, D-E=-2006/173, E-F=-2005/231 BOT CHORD K-L=-669/3047, I-K=-455/3057, H-I=-89/572 WEBS B-L=-3084/417, B-K=-109/2161, C-K=-1936/274, D-K=-305/2620, D-I=-1500/264, E-I=-552/140, F-I=-240/2058, F-H=-1465/230 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) H. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) L=124, H=150. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 26,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1353037 25191 D7 Half Hip 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries, Inc. Wed Jun 26 16:58:27 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-iDc16UI5u5G1VGxB_HJ91qy6tu_M5CCoEVWB0Gz2Lnw 4-4-12 8-4-14 13-11-6 19-5-14 25-0-6 25-10-8 4-4-12 4-0-1 5-6-8 5-6-8 5-6-8 0-10-2 1.5x4 Scale = 1:53.8 1.5x4 4x4 F G 4.12 12 4x4 E N 3x7 4x7 0.25 12 D O M 7-1-8 5x6 4x10 C A B 4-0-0 1-10-21-8-2 J I P Q L K H 4x6 5x10 4x10 MT18HS 4x5 4x6 8-4-14 17-0-7 25-10-8 8-4-14 8-7-9 8-10-1 Plate Offsets (X,Y)-- [A:0-2-8,0-1-8], [C:0-2-12,0-3-4], [D:0-3-8,0-1-8], [E:0-1-8,0-1-8], [F:0-2-0,Edge], [H:0-2-4,0-2-0], [I:0-1-8,0-1-8], [K:0-3-8,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL) -0.37 I-K >819 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.65 Vert(CT) -0.67 I-K >460 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.08 H n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 106 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, C-F: 2x4 SPF 2100F 1.8E except end verticals, and 2-0-0 oc purlins (10-0-0 max.): A-M, F-G. BOT CHORD 2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 9-6-4 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt B-L, E-H L-M: 2x6 SPF No.2, G-H,B-L,E-H: 2x4 SPF No.2 REACTIONS. (lb/size) L=1224/0-5-8, H=1224/0-2-8 Max Horz L=222(LC 11) Max Uplift L=-118(LC 10), H=-162(LC 14) Max Grav L=1271(LC 2), H=1567(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-275/189, B-C=-5094/513, C-D=-5566/599, D-E=-2238/179, H-N=-274/72 BOT CHORD K-L=-675/3054, I-K=-421/2922, H-I=-211/1459 WEBS B-L=-3080/403, B-K=-103/2176, C-K=-1990/277, D-K=-342/2744, D-I=-1350/249, E-I=-98/1453, E-H=-1870/271, F-N=-419/87 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) H. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) L=118, H=162. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 26,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1353038 25191 D8 Roof Special 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries, Inc. Wed Jun 26 16:58:28 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-APAQJqJjfPOu7PVOY?qOa2VJKILpqe8xT9FkYiz2Lnv 4-4-12 8-4-14 14-1-15 19-10-15 25-10-8 4-4-12 4-0-1 5-9-1 5-9-1 5-11-9 Scale: 1/4"=1' 1.5x4 F 4.12 12 4x4 E 3x7 4x7 D 0.25 12 L 7-6-6 5x6 3x10 C A B 4-0-0 1-10-21-8-2 I H M N K J G 4x6 5x10 4x7 4x4 3x5 8-4-14 17-0-7 25-10-8 8-4-14 8-7-9 8-10-1 Plate Offsets (X,Y)-- [A:0-2-4,0-1-8], [C:0-2-12,0-3-0], [D:0-3-8,0-1-8], [E:0-1-0,0-2-0], [H:0-1-12,0-1-8], [J:0-3-4,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.68 Vert(LL) -0.33 H-J >919 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.64 Vert(CT) -0.63 H-J >490 180 TCDL 13.0 Rep Stress Incr YES WB 0.96 Horz(CT) 0.07 G n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 104 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, C-F: 2x4 SPF 2100F 1.8E except end verticals. BOT CHORD 2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 9-6-0 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt B-K, E-G K-L: 2x6 SPF No.2, B-K,E-G: 2x4 SPF No.2 REACTIONS. (lb/size) K=1226/0-5-8, G=1226/0-2-8 Max Horz K=230(LC 11) Max Uplift K=-116(LC 10), G=-174(LC 14) Max Grav K=1321(LC 3), G=1325(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-277/189, B-C=-4710/498, C-D=-5135/584, D-E=-1908/170 BOT CHORD J-K=-678/3070, H-J=-412/2427, G-H=-200/1106 WEBS B-K=-3078/394, B-J=-97/1749, C-J=-1812/275, D-J=-347/2803, D-H=-1103/250, E-H=-108/1383, E-G=-1502/274 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) G. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) K=116, G=174. June 26,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1353039 25191 D9 Roof Special 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries, Inc. Wed Jun 26 16:58:29 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-ebkoXAJLQiWlkZ4a5iMd7F1RVif_Z6e4hp?H49z2Lnu 4-4-12 8-4-14 14-2-15 20-0-15 26-1-8 29-0-6 4-4-12 4-0-1 5-10-1 5-10-1 6-0-9 2-10-14 4.12 12 Scale = 1:50.1H 2x4 G 4x4 4x6 F E 3x7 4x6 0.25 12 D 7-11-2 N 7-5-5 5x6 3x10 O C A B 4-0-0 1-8-2 K J P Q M L I 4x6 5x10 4x7 4x4 3x5 8-4-14 17-2-9 26-1-8 8-4-14 8-9-11 8-10-15 Plate Offsets (X,Y)-- [A:0-2-8,0-1-8], [B:0-4-12,0-1-8], [C:0-2-12,0-3-0], [D:0-2-12,0-1-8], [E:0-3-0,Edge], [F:0-1-0,0-2-0], [J:0-1-12,0-1-8], [L:0-3-4,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.84 Vert(LL) -0.33 J-L >952 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.64 Vert(CT) -0.63 J-L >493 180 TCDL 13.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.07 I n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 116 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc purlins, A-C: 2x4 SPF No.2, C-E: 2x4 SPF 2100F 1.8E except end verticals. BOT CHORD 2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 9-6-2 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt B-M, F-I M-N: 2x6 SPF No.2, B-M,F-I: 2x4 SPF No.2 REACTIONS. (lb/size) M=1225/0-5-8, I=1480/0-5-8 Max Horz M=260(LC 11) Max Uplift M=-106(LC 10), I=-236(LC 14) Max Grav M=1275(LC 3), I=1528(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-276/188, B-C=-4620/444, C-D=-5039/526, D-F=-1856/124, G-I=-558/256 BOT CHORD L-M=-677/2974, J-L=-398/2376, I-J=-185/1068 WEBS B-M=-2983/328, B-L=-42/1755, C-L=-1776/259, D-L=-332/2752, D-J=-1080/251, F-J=-105/1360, F-I=-1442/254 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) M=106, I=236. June 26,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1353040 25191 D10 Roof Special 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries, Inc. Wed Jun 26 16:58:00 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-_0UqRFz9Fossm6M?v6KqR8KX10nPG?Sp1oTFaKz2LoL 4-4-12 8-4-14 14-2-15 20-0-15 26-1-8 30-3-0 4-4-12 4-0-1 5-10-1 5-10-1 6-0-9 4-1-8 4.12 12 Scale = 1:51.5H /\ 2x4 0-6-5 G 4x4 4x6 F E 3x7 4x6 9-4-2 0.25 12 D 8-9-12 N 7-5-5 5x6 3x10 A P B C 4-0-0 1-8-2 K J Q R M L I 4x6 5x10 4x7 4x4 3x6 8-4-14 17-1-15 26-1-8 30-1-8 8-4-14 8-9-1 8-11-9 4-0-0 Plate Offsets (X,Y)-- [A:0-2-4,0-1-8], [C:0-2-12,0-3-0], [D:0-2-12,0-1-8], [E:0-3-0,Edge], [F:0-1-0,0-2-0], [J:0-1-12,0-1-8], [L:0-3-4,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.33 J-L >949 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.63 Vert(CT) -0.63 J-L >494 180 TCDL 13.0 Rep Stress Incr YES WB 0.95 Horz(CT) -0.18 H n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 120 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc purlins, A-C: 2x4 SPF No.2, C-E: 2x4 SPF 2100F 1.8E except end verticals. BOT CHORD 2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 9-7-4 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt B-M, F-I M-N: 2x6 SPF No.2, G-I,B-M,F-I: 2x4 SPF No.2 REACTIONS. (lb/size) M=1221/0-5-8, H=71/Mechanical, I=1499/0-5-8 Max Horz M=264(LC 14) Max Uplift M=-96(LC 10), H=REL, I=-282(LC 14) Max Grav M=1274(LC 3), H=71(LC 1), I=1555(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-275/187, B-C=-4608/389, C-D=-5026/466, D-F=-1849/83, G-I=-510/228 BOT CHORD L-M=-663/2972, J-L=-374/2362, I-J=-158/1049 WEBS B-M=-2981/330, B-L=-44/1744, C-L=-1773/239, D-L=-313/2754, D-J=-1080/253, F-J=-111/1364, F-I=-1415/223 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) M except (jt=lb) I=282. 10) "/\" indicates Released bearing: allow for upward movement at joint(s) H. June 26,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1353041 25191 D11 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries, Inc. Wed Jun 26 16:58:03 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-Pb9z3H?1YjERda5aaFuX3my09DloTLIGjmivBfz2LoI 4-4-12 8-4-14 27-6-0 30-3-0 4-4-12 4-0-1 19-1-2 2-9-0 4.12 12 Scale = 1:52.9 N 2x4 2x4 M L 2x4 5x6 K J I H 3x7 G 0.25 12 F 8-4-12 AB 7-10-15 8x12 MT18HS E 5x16 D AC C A B 4-0-0 1-8-2 AA Z Y X W V U T S R Q P O 5x10 6x8 4x10 MT18HS 8-4-14 27-6-0 8-4-14 19-1-2 Plate Offsets (X,Y)-- [A:0-2-5,Edge], [Z:0-2-8,0-3-0], [AA:0-3-4,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.71 Vert(LL) 0.02 N n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.78 Vert(CT) -0.00 M-N n/r 120 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 1.00 Horz(CT) -0.12 O n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 143 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF 2100F 1.8E *Except* TOP CHORD Structural wood sheathing directly applied or 2-7-14 oc purlins, J-N: 2x6 SPF No.2 except end verticals. BOT CHORD 2x4 SPF 2100F 1.8E *Except* BOT CHORD Rigid ceiling directly applied or 2-10-12 oc bracing. O-V: 2x4 SPF No.2 WEBS 1 Row at midpt M-O, B-AA, B-Z WEBS 2x4 SPF No.2 *Except* AA-AB: 2x6 SPF No.2, C-Z: 2x3 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 27-6-0. (lb) - Max Horz AA=268(LC 40) Max Uplift All uplift 100 lb or less at joint(s) Q, R, T, U, W, X except AA=-1616(LC 38), O=-174(LC 41), Z=-472(LC 46), P=-182(LC 20), S=-109(LC 47), Y=-173(LC 5) Max Grav All reactions 250 lb or less at joint(s) P, Q, R, T, U, W, X except AA=1761(LC 45), O=679(LC 20), Z=1086(LC 31), S=259(LC 28) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-1431/1393, B-C=-7214/7062, C-D=-6444/6242, D-E=-6071/5912, E-F=-5390/5247, F-G=-4712/4583, G-H=-4033/3919, H-I=-3356/3258, I-J=-2652/2570, J-K=-1955/1864, K-L=-1314/1259, L-M=-665/617, M-O=-668/274 BOT CHORD Z-AA=-4510/4636, Y-Z=-5899/5898, X-Y=-5501/5465, W-X=-4908/4907, U-W=-4288/4287, T-U=-3668/3667, S-T=-3048/3047, R-S=-2428/2427, Q-R=-1807/1807, P-Q=-1187/1187, O-P=-567/567 WEBS B-AA=-4848/4730, B-Z=-4314/4439, C-Z=-2019/1936 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) All plates are 1.5x4 MT20 unless otherwise indicated. 9) Gable requires continuous bottom chord bearing. 10) Gable studs spaced at 2-0-0 oc. June 26,2019 Continued on page 211) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1353041 25191 D11 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries, Inc. Wed Jun 26 16:58:03 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-Pb9z3H?1YjERda5aaFuX3my09DloTLIGjmivBfz2LoI NOTES- 12) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 13) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 14) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) Q, R, T, U, W, X except (jt=lb) AA=1616, O=174, Z=472 , P=182, S=109, Y=173. 15) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 27-6-0 for 310.0 plf. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351237 25191 D12 Half Hip Girder 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:09 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-M_qHr5dJ654GenkH1MIeReToF_tmYiiHU5eTBTz7Kp4 2-0-0 6-9-9 11-9-10 2-0-0 4-9-9 5-0-1 Scale = 1:19.9 0.25 12 4x4 3x4 4x4 3x4 A B C D 1-8-81-8-0 I J K L G4x8 F 4x4 E H 3x4 2x4 2-0-0 6-9-9 11-9-10 2-0-0 4-9-9 5-0-1 Plate Offsets (X,Y)-- [A:0-1-8,0-1-8], [B:0-2-0,0-2-4], [D:0-2-0,0-1-8], [E:Edge,0-2-8], [F:0-1-12,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.39 Vert(LL) -0.06 F >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.47 Vert(CT) -0.11 F-G >999 180 TCDL 13.0 Rep Stress Incr NO WB 0.55 Horz(CT) 0.01 E n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 47 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SPF No.2 except end verticals, and 2-0-0 oc purlins (4-2-4 max.): B-D. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) H=721/0-5-8, E=727/Mechanical Max Horz H=37(LC 11) Max Uplift H=-103(LC 8), E=-105(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-H=-744/144, A-B=-904/176, B-C=-941/190, C-D=-1637/319, D-E=-590/139 BOT CHORD F-G=-335/1637 WEBS A-G=-206/1116, C-G=-720/152, D-F=-311/1590 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) H=103, E=105. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 67 lb down and 23 lb up at 2-0-12, 67 lb down and 23 lb up at 4-0-12, 67 lb down and 23 lb up at 6-0-12, and 67 lb down and 23 lb up at 8-0-12, and 67 lb down and 23 lb up at 10-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) 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 + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-76, E-H=-20 Concentrated Loads (lb) Vert: G=-67(B) I=-67(B) J=-67(B) K=-67(B) L=-67(B) June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351238 25191 D13 Half Hip 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:09 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-M_qHr5dJ654GenkH1MIeReTqm_rjYj5HU5eTBTz7Kp4 4-0-0 7-9-9 11-9-10 4-0-0 3-9-9 4-0-1 Scale = 1:20.1 0.25 12 4x4 3x4 2x4 3x5 B C D A 1-9-01-8-0 F E 3x8 G 3x4 1.5x4 4-0-0 11-9-10 4-0-0 7-9-10 Plate Offsets (X,Y)-- [A:0-0-0,0-0-0], [E:Edge,0-1-8], [F:0-3-4,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.11 E-F >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.60 Vert(CT) -0.24 E-F >587 180 TCDL 13.0 Rep Stress Incr YES WB 0.46 Horz(CT) 0.01 E n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 39 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-6 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (5-4-14 max.): B-D. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) G=556/0-5-8, E=556/Mechanical Max Horz G=41(LC 9) Max Uplift G=-64(LC 8), E=-65(LC 9) Max Grav G=571(LC 2), E=571(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-G=-539/104, A-B=-1115/151, B-C=-1127/159 BOT CHORD E-F=-248/988 WEBS A-F=-147/1144, B-F=-258/98, C-E=-990/259 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) G, E. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351239 25191 D14 Half Hip 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:10 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-qAOf2RextOC6FxJUa3ptzr0w2OHxHBNQjlO0jvz7Kp3 6-0-0 11-9-10 6-0-0 5-9-10 Scale = 1:19.9 0.25 12 4x7 4x4 4x4 B C A 1-9-8 1-8-0 E D 4x8 F 3x4 3x4 6-0-0 11-9-10 6-0-0 5-9-10 Plate Offsets (X,Y)-- [A:0-1-12,0-1-8], [B:0-3-8,0-2-4], [C:0-1-12,0-1-8], [D:Edge,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.06 D-E >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.22 Vert(CT) -0.11 D-E >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.39 Horz(CT) 0.00 D n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 41 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-14 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (4-3-4 max.): B-C. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. C-E: 2x4 SPF No.2 REACTIONS. (lb/size) F=556/0-5-8, D=556/Mechanical Max Horz F=41(LC 9) Max Uplift F=-64(LC 8), D=-60(LC 8) Max Grav F=571(LC 2), D=571(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-F=-495/122, A-B=-1221/192, B-C=-1241/205, C-D=-496/123 WEBS A-E=-183/1140, B-E=-430/160, C-E=-204/1192 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) F, D. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351240 25191 D15 Half Hip 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:11 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-JMx2GnfZeiKzt5ug8nK6W3ZAHoXG0dZayP7aGLz7Kp2 4-0-2 8-0-0 11-9-10 4-0-2 3-11-13 3-9-10 Scale = 1:20.1 0.25 12 4x4 3x4 3x5 2x4 B C D A 1-10-01-8-0 F E 3x8 G 1.5x4 3x4 8-0-0 11-9-10 8-0-0 3-9-10 Plate Offsets (X,Y)-- [F:0-2-4,0-1-8], [G:Edge,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.11 F-G >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.59 Vert(CT) -0.23 F-G >607 180 TCDL 13.0 Rep Stress Incr YES WB 0.46 Horz(CT) 0.01 E n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 41 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-6 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (5-5-4 max.): C-D. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. D-F: 2x4 SPF No.2 REACTIONS. (lb/size) E=557/Mechanical, G=557/0-5-8 Max Horz G=44(LC 9) Max Uplift E=-65(LC 9), G=-64(LC 8) Max Grav E=571(LC 2), G=571(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-1062/147, C-D=-1074/155, D-E=-541/105 BOT CHORD F-G=-262/995 WEBS B-G=-993/261, C-F=-262/99, D-F=-156/1132 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) E, G. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351241 25191 D16 Roof Special 4 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:11 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-JMx2GnfZeiKzt5ug8nK6W3Z86odt0e6ayP7aGLz7Kp2 5-10-13 11-9-10 5-10-13 5-10-13 Scale = 1:19.5 0.25 12 1.5x4 4x5 B C 4x4 A 1-10-151-8-0 E D 4x8 F 2x4 3x4 5-10-13 11-9-10 5-10-13 5-10-13 Plate Offsets (X,Y)-- [A:0-1-12,0-1-12], [C:0-2-7,0-2-0], [D:0-2-0,0-0-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.43 Vert(LL) -0.07 E-F >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.23 Vert(CT) -0.13 E-F >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.42 Horz(CT) 0.00 D n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 39 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-3 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) F=557/0-5-8, D=557/Mechanical Max Horz F=44(LC 11) Max Uplift F=-64(LC 8), D=-61(LC 12) Max Grav F=571(LC 2), D=571(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-F=-492/123, A-B=-1309/237, B-C=-1249/215, C-D=-497/122 WEBS A-E=-235/1236, B-E=-498/182, C-E=-218/1220 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) F, D. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1353042 25191 D16A Roof Special 3 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries, Inc. Wed Jun 26 16:58:05 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-L_HjUz1I4KU9stFzhgw?8B2TN1XgxKLYA4B0FYz2LoG 3-9-9 7-4-10 11-9-10 3-9-9 3-7-1 4-5-0 3x7 Scale = 1:22.3 H 1.5x4 4.12 12 D 0.25 12 4x4 3x4 C 4-0-0A B 3-4-1 3-0-5 1-9-141-8-2 F E 3x4 G 3x4 3x5 5-10-13 11-9-10 5-10-13 5-10-13 Plate Offsets (X,Y)-- [A:0-2-4,0-1-8], [C:0-2-0,0-2-4], [D:Edge,0-2-8], [G:0-2-4,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.05 E-F >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.43 Vert(CT) -0.09 E-F >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.58 Horz(CT) 0.02 E n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 46 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-2 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 9-3-4 oc bracing. G-H: 2x6 SPF No.2 REACTIONS. (lb/size) G=551/0-5-8, E=551/Mechanical Max Horz G=177(LC 11) Max Uplift G=-80(LC 10), E=-78(LC 14) Max Grav G=584(LC 3), E=573(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-1142/190 BOT CHORD F-G=-400/996, E-F=-292/1028 WEBS B-G=-997/284, C-E=-1069/280 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) G, E. June 26,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351243 25191 D17 Monopitch Girder 1 2 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:13 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-Fl3ohTgpAJah6P23GCMabUePxcFAUUAtPjcgKEz7Kp0 5-10-13 11-9-10 5-10-13 5-10-13 Scale = 1:19.6 0.25 12 2x4 5x10 MT18HS B C 7x8 A 1-10-151-8-0 E D 6x8 F 4x5 4x6 5-10-13 11-9-10 5-10-13 5-10-13 Plate Offsets (X,Y)-- [A:0-3-8,0-4-4], [C:0-3-4,0-1-12], [D:Edge,0-2-0], [E:0-4-0,0-2-4], [F:0-4-4,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.09 E >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.44 Vert(CT) -0.18 E >761 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr NO WB 0.64 Horz(CT) 0.00 D n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 116 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-13 oc purlins, BOT CHORD 2x6 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. A-F: 2x6 SPF No.2 REACTIONS. (lb/size) F=2548/0-5-8, D=2548/Mechanical Max Horz F=40(LC 9) Max Uplift F=-863(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-F=-2314/988, A-B=-5660/0, B-C=-5662/0, C-D=-2332/0 BOT CHORD E-F=0/939, D-E=0/545 WEBS A-E=0/4802, B-E=-2510/0, C-E=0/5249 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 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. 3) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) F=863. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1800 lb up at 0-2-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard June 14,2019 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351243 25191 D17 Monopitch Girder 1 2 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:13 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-Fl3ohTgpAJah6P23GCMabUePxcFAUUAtPjcgKEz7Kp0 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-426, D-F=-20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351244 25191 D18 Half Hip Girder 1 3 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:14 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-jxdAuphRxdiYkYdFpvtp8hBba?S3DuV0eNMEsgz7Kp? 2-0-12 4-1-10 5-10-8 7-9-12 9-11-8 12-0-0 14-5-12 17-11-15 21-4-5 24-10-8 2-0-12 2-0-14 1-8-14 1-11-4 2-1-12 2-0-8 2-5-12 3-6-3 3-4-7 3-6-3 Scale = 1:44.2 7x8 2x4 5x6 5x6 4.12 12 H I J Z K 5x6 G 4x5 0.25 12 F 4x10 Y 7x10 E 8x10 2x4 5x12 4-8-15 A B C D 4-8-15 1-9-81-8-0 AA S AB AC O W V U T R Q P N M X L 6x8 5x8 8x16 2x4 5x10 6x12 MT18HS 10x12 6x8 7x8 6x8 4x6 2x4 4x6 2-0-12 4-1-10 5-10-8 7-9-12 9-11-8 12-0-0 14-5-12 17-11-15 21-4-5 24-10-8 24-11-4 2-0-12 2-0-14 1-8-14 1-11-4 2-1-12 2-0-8 2-5-12 3-6-3 3-4-7 3-6-3 0-0-12 Plate Offsets (X,Y)-- [A:0-4-8,0-4-0], [C:0-3-12,0-2-4], [D:0-3-15,0-5-4], [E:0-3-14,0-1-12], [F:0-1-8,0-1-12], [G:0-1-12,0-1-12], [H:0-5-4,0-3-8], [J:0-1-12,0-2-4], [K:0-2-0,0-1-8], [L:0-2-8,0-0-0], [M:0-1-12,0-2-12], [N:0-1-12,0-3-8], [P:0-3-8,0-2-4], [Q:0-5-8,0-6-0], [R:0-2-4,0-2-0], [U:0-3-12,0-1-8], [W:0-6-8,0-4-0], [X:0-2-8,0-0-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.68 Vert(LL) -0.28 R-T >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.97 Vert(CT) -0.55 R-T >536 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr NO WB 0.83 Horz(CT) 0.10 L n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 484 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF 2100F 1.8E *Except* TOP CHORD Structural wood sheathing directly applied or 5-0-15 oc purlins, H-K: 2x6 SPF No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): H-K. BOT CHORD 2x6 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. S-X: 2x6 SPF 2100F 1.8E, O-S: 2x8 SPF 1950F 1.7E WEBS 2x4 SPF No.2 *Except* K-L,A-W,C-V,C-U,D-U,E-U,E-T: 2x4 SPF 2100F 1.8E G-Q: 2x6 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) X=10841/0-5-8, L=8708/0-3-5 Max Horz X=131(LC 13) Max Grav X=10841(LC 1), L=8876(LC 32) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-X=-10198/0, A-B=-14784/0, B-C=-14778/0, C-D=-34757/0, D-E=-35397/0, E-F=-26067/0, F-G=-21955/0, G-H=-15401/0, H-I=-11158/0, I-J=-11158/0, J-K=-6425/0, K-L=-8197/0 BOT CHORD W-X=0/1136, V-W=0/26948, U-V=0/26948, T-U=0/29514, R-T=0/29524, Q-R=0/24528, P-Q=0/20603, N-P=0/14927, M-N=0/6425 WEBS A-W=0/16339, B-W=-658/0, C-W=-14401/0, C-V=-49/1094, C-U=0/9444, D-U=-10513/0, E-U=0/6156, E-T=-47/1398, E-R=-6676/0, F-R=0/5331, F-Q=-6427/0, G-Q=0/9476, G-P=-9748/0, H-P=0/9271, H-N=-6163/0, I-N=-331/88, J-N=0/7708, J-M=-6330/0, K-M=0/10161 NOTES- 1) 3-ply truss to be connected together with MIFLK412 as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x8 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 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. 3) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) Bearing capacity is increased by the plate at joint(s) X. Plate must be within 1/4 in of bearing surface. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. June 14,2019 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351244 25191 D18 Half Hip Girder 1 3 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:14 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-jxdAuphRxdiYkYdFpvtp8hBba?S3DuV0eNMEsgz7Kp? NOTES- 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 11) Bearings are assumed to be: Joint 24 SPF No.2 crushing capacity of 425 psi, Joint 12 DF No.2 crushing capacity of 625 psi. 12) Bearing at joint(s) X, L considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 13) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36, 37, 38, 39, 40, 41, 42, 43, 44, 45, 46, 47, 48, 49 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1089 lb down and 179 lb up at 2-0-12, and 3850 lb down at 12-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-426, D-G=-426, G-H=-76, H-K=-76, X-AA=-20, AA-AB=-428(F=-408), AB-AC=-20, L-AC=-435(F=-415) Concentrated Loads (lb) Vert: W=-1089(F) Q=-3850(F) 2) Dead + 0.75 Snow (balanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-370, D-G=-370, G-H=-64, H-K=-64, X-AA=-35, AA-AB=-454(F=-419), AB-AC=-35, L-AC=-461(F=-426) Concentrated Loads (lb) Vert: W=-1052(F) Q=-3477(F) 3) Dead + 0.75 Snow (Unbal. Left) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-370, D-Y=-370, G-Y=-380, G-H=-74, H-K=-37, X-AA=-35, AA-AB=-454(F=-419), AB-AC=-35, L-AC=-461(F=-426) Concentrated Loads (lb) Vert: W=-1052(F) Q=-3477(F) 4) Dead + 0.75 Snow (Unbal. Right) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-344, D-G=-343, G-H=-37, H-Z=-77, K-Z=-64, X-AA=-35, AA-AB=-454(F=-419), AB-AC=-35, L-AC=-461(F=-426) Concentrated Loads (lb) Vert: W=-1052(F) Q=-3477(F) 5) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-D=-201, D-G=-201, G-H=-26, H-K=-26, X-AA=-40, AA-AB=-320(F=-281), AB-AC=-40, L-AC=-325(F=-285) Concentrated Loads (lb) Vert: W=-631(F) Q=-2051(F) 6) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-154, D-G=-151, G-H=24, H-K=21, X-AA=-10, AA-AB=49(F=59), AB-AC=-10, L-AC=50(F=60) Horz: A-X=14, A-D=-30, D-H=-32, K-L=24 Concentrated Loads (lb) Vert: W=169(F) Q=-1668(F) 7) Dead + 0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-154, D-G=-151, G-H=24, H-K=21, X-AA=-10, AA-AB=49(F=59), AB-AC=-10, L-AC=50(F=60) Horz: A-X=-24, A-D=-30, D-H=-32, K-L=-14 Concentrated Loads (lb) Vert: W=169(F) Q=-1668(F) 8) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-210, D-G=-212, G-H=-37, H-K=-35, X-AA=-20, AA-AB=-263(F=-243), AB-AC=-20, L-AC=-267(F=-247) Horz: A-X=-16, A-D=9, D-H=11, K-L=-22 Concentrated Loads (lb) Vert: W=179(F) Q=-1658(F) 9) Dead + 0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-210, D-G=-212, G-H=-37, H-K=-35, X-AA=-20, AA-AB=-319(F=-299), AB-AC=-20, L-AC=-324(F=-304) Horz: A-X=22, A-D=9, D-H=11, K-L=16 Concentrated Loads (lb) Vert: W=179(F) Q=-1658(F) 10) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-154, D-G=-154, G-H=21, H-K=21, X-AA=-10, AA-AB=36(F=46), AB-AC=-10, L-AC=36(F=46) Horz: A-X=12, A-D=-29, D-H=-29, K-L=15 Concentrated Loads (lb) Vert: W=169(F) Q=-1668(F) 11) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-167, D-G=-163, G-H=12, H-K=21, X-AA=-10, AA-AB=36(F=46), AB-AC=-10, L-AC=36(F=46) Horz: A-X=-15, A-D=-17, D-H=-20, K-L=-12 Concentrated Loads (lb) Vert: W=169(F) Q=-1668(F) 12) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-180, D-G=-180, G-H=-5, H-K=-5, X-AA=-20, AA-AB=-302(F=-282), AB-AC=-20, L-AC=-307(F=-287) Horz: A-X=20, A-D=-21, D-H=-21, K-L=7 Continued on page 3 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351244 25191 D18 Half Hip Girder 1 3 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:14 2019 Page 3 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-jxdAuphRxdiYkYdFpvtp8hBba?S3DuV0eNMEsgz7Kp? LOAD CASE(S) Standard Concentrated Loads (lb) Vert: W=179(F) Q=-1658(F) 13) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-193, D-G=-189, G-H=-14, H-K=-5, X-AA=-20, AA-AB=-233(F=-213), AB-AC=-20, L-AC=-237(F=-217) Horz: A-X=-7, A-D=-8, D-H=-12, K-L=-20 Concentrated Loads (lb) Vert: W=179(F) Q=-1658(F) 14) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-154, D-G=-154, G-H=21, H-K=8, X-AA=-10, AA-AB=36(F=46), AB-AC=-10, L-AC=36(F=46) Horz: A-X=10, A-D=-29, D-H=-29, K-L=14 Concentrated Loads (lb) Vert: W=169(F) Q=-1668(F) 15) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-167, D-G=-167, G-H=8, H-K=8, X-AA=-10, AA-AB=-10(F=0), AB-AC=-10, L-AC=-10(F=0) Horz: A-X=-14, A-D=-17, D-H=-17, K-L=-10 Concentrated Loads (lb) Vert: W=169(F) Q=-1668(F) 16) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-154, D-G=-154, G-H=21, H-K=8, X-AA=-10, AA-AB=36(F=46), AB-AC=-10, L-AC=36(F=46) Horz: A-X=10, A-D=-29, D-H=-29, K-L=14 Concentrated Loads (lb) Vert: W=169(F) Q=-1668(F) 17) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-167, D-G=-167, G-H=8, H-K=8, X-AA=-10, AA-AB=-10(F=0), AB-AC=-10, L-AC=-10(F=0) Horz: A-X=-14, A-D=-17, D-H=-17, K-L=-10 Concentrated Loads (lb) Vert: W=169(F) Q=-1668(F) 18) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-180, D-G=-180, G-H=-5, H-K=-18, X-AA=-20, AA-AB=-294(F=-274), AB-AC=-20, L-AC=-298(F=-278) Horz: A-X=18, A-D=-21, D-H=-21, K-L=6 Concentrated Loads (lb) Vert: W=179(F) Q=-1658(F) 19) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-193, D-G=-193, G-H=-18, H-K=-18, X-AA=-20, AA-AB=-233(F=-213), AB-AC=-20, L-AC=-237(F=-217) Horz: A-X=-6, A-D=-8, D-H=-8, K-L=-18 Concentrated Loads (lb) Vert: W=179(F) Q=-1658(F) 20) Dead + Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-426, D-Y=-426, G-Y=-439, G-H=-89, H-K=-41, X-AA=-20, AA-AB=-428(F=-408), AB-AC=-20, L-AC=-435(F=-415) Concentrated Loads (lb) Vert: W=-1089(F) Q=-3850(F) 21) Dead + Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-391, D-G=-391, G-H=-41, H-Z=-94, K-Z=-76, X-AA=-20, AA-AB=-428(F=-408), AB-AC=-20, L-AC=-435(F=-415) Concentrated Loads (lb) Vert: W=-1089(F) Q=-3850(F) 22) Dead + Uninhabitable Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-D=-201, D-G=-201, G-H=-26, H-K=-26, X-AA=-40, AA-AB=-320(F=-281), AB-AC=-40, L-AC=-325(F=-285) Concentrated Loads (lb) Vert: W=-631(F) Q=-2051(F) 23) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-354, D-G=-354, G-H=-48, H-K=-48, X-AA=-35, AA-AB=-518(F=-483), AB-AC=-35, L-AC=-527(F=-492) Horz: A-X=15, A-D=-16, D-H=-16, K-L=5 Concentrated Loads (lb) Vert: W=91(F) Q=-1658(F) 24) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-364, D-G=-361, G-H=-55, H-K=-48, X-AA=-35, AA-AB=-467(F=-432), AB-AC=-35, L-AC=-474(F=-439) Horz: A-X=-5, A-D=-6, D-H=-9, K-L=-15 Concentrated Loads (lb) Vert: W=91(F) Q=-1658(F) Continued on page 4 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351244 25191 D18 Half Hip Girder 1 3 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:14 2019 Page 4 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-jxdAuphRxdiYkYdFpvtp8hBba?S3DuV0eNMEsgz7Kp? LOAD CASE(S) Standard 25) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-354, D-G=-354, G-H=-48, H-K=-57, X-AA=-35, AA-AB=-512(F=-477), AB-AC=-35, L-AC=-521(F=-486) Horz: A-X=14, A-D=-16, D-H=-16, K-L=4 Concentrated Loads (lb) Vert: W=91(F) Q=-1658(F) 26) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-364, D-G=-364, G-H=-57, H-K=-57, X-AA=-35, AA-AB=-467(F=-432), AB-AC=-35, L-AC=-474(F=-439) Horz: A-X=-4, A-D=-6, D-H=-6, K-L=-14 Concentrated Loads (lb) Vert: W=91(F) Q=-1658(F) 27) Dead + Minimum Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-416, D-G=-376, G-H=-26, H-K=-66, X-AA=-20, AA-AB=-385(F=-366), AB-AC=-20, L-AC=-392(F=-372) Concentrated Loads (lb) Vert: W=-1089(F) Q=-3850(F) 28) 3rd Dead + 0.75 Snow (Unbal. Left) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-344, D-Y=-370, G-Y=-380, G-H=-74, H-K=-37, X-AA=-35, AA-AB=-454(F=-419), AB-AC=-35, L-AC=-461(F=-426) Concentrated Loads (lb) Vert: W=-1052(F) Q=-3477(F) 29) 4th Dead + 0.75 Snow (Unbal. Left) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-385, D-G=-343, G-H=-37, H-K=-37, X-AA=-35, AA-AB=-454(F=-419), AB-AC=-35, L-AC=-461(F=-426) Concentrated Loads (lb) Vert: W=-1052(F) Q=-3477(F) 30) 5th Dead + 0.75 Snow (Unbal. Right) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-344, D-Y=-375, G-Y=-370, G-H=-64, H-K=-37, X-AA=-35, AA-AB=-454(F=-419), AB-AC=-35, L-AC=-461(F=-426) Concentrated Loads (lb) Vert: W=-1052(F) Q=-3477(F) 31) 6th Dead + 0.75 Snow (Unbal. Right) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-344, D-G=-343, G-H=-37, H-Z=-77, K-Z=-64, X-AA=-35, AA-AB=-454(F=-419), AB-AC=-35, L-AC=-461(F=-426) Concentrated Loads (lb) Vert: W=-1052(F) Q=-3477(F) 32) 7th Unbal.Dead + Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-391, D-G=-391, G-H=-41, H-K=-114, X-AA=-20, AA-AB=-428(F=-408), AB-AC=-20, L-AC=-435(F=-415) Concentrated Loads (lb) Vert: W=-1089(F) Q=-3850(F) 33) 8th Unbal.Dead + Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-391, D-G=-464, G-H=-114, H-K=-41, X-AA=-20, AA-AB=-428(F=-408), AB-AC=-20, L-AC=-435(F=-415) Concentrated Loads (lb) Vert: W=-1089(F) Q=-3850(F) 34) 9th Unbal.Dead + Snow (Unbal. Left) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-391, D-Y=-426, G-Y=-439, G-H=-89, H-K=-41, X-AA=-20, AA-AB=-428(F=-408), AB-AC=-20, L-AC=-435(F=-415) Concentrated Loads (lb) Vert: W=-1089(F) Q=-3850(F) 35) 10th Unbal.Dead + Snow (Unbal. Left) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-447, D-G=-391, G-H=-41, H-K=-41, X-AA=-20, AA-AB=-428(F=-408), AB-AC=-20, L-AC=-435(F=-415) Concentrated Loads (lb) Vert: W=-1089(F) Q=-3850(F) 36) 11th Unbal.Dead + Snow (Unbal. Right) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-391, D-Y=-433, G-Y=-426, G-H=-76, H-K=-41, X-AA=-20, AA-AB=-428(F=-408), AB-AC=-20, L-AC=-435(F=-415) Concentrated Loads (lb) Vert: W=-1089(F) Q=-3850(F) 37) 12th Unbal.Dead + Snow (Unbal. Right) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-391, D-G=-391, G-H=-41, H-Z=-94, K-Z=-76, X-AA=-20, AA-AB=-428(F=-408), AB-AC=-20, L-AC=-435(F=-415) Concentrated Loads (lb) Vert: W=-1089(F) Q=-3850(F) 38) 13th Unbal.Dead + 0.75 Snow (balanced) + 0.75 Uninhab. Attic Storage + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-344, D-G=-343, G-H=-37, H-K=-92, X-AA=-35, AA-AB=-454(F=-419), AB-AC=-35, L-AC=-461(F=-426) Concentrated Loads (lb) Vert: W=-1052(F) Q=-3477(F) 39) 14th Unbal.Dead + 0.75 Snow (balanced) + 0.75 Uninhab. Attic Storage + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Continued on page 5 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351244 25191 D18 Half Hip Girder 1 3 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:14 2019 Page 5 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-jxdAuphRxdiYkYdFpvtp8hBba?S3DuV0eNMEsgz7Kp? LOAD CASE(S) Standard Uniform Loads (plf) Vert: A-D=-344, D-G=-399, G-H=-92, H-K=-37, X-AA=-35, AA-AB=-454(F=-419), AB-AC=-35, L-AC=-461(F=-426) Concentrated Loads (lb) Vert: W=-1052(F) Q=-3477(F) 40) 15th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-328, D-G=-328, G-H=-22, H-K=-77, X-AA=-35, AA-AB=-518(F=-483), AB-AC=-35, L-AC=-527(F=-492) Horz: A-X=15, A-D=-16, D-H=-16, K-L=5 Concentrated Loads (lb) Vert: W=91(F) Q=-1658(F) 41) 16th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-328, D-G=-383, G-H=-77, H-K=-22, X-AA=-35, AA-AB=-518(F=-483), AB-AC=-35, L-AC=-527(F=-492) Horz: A-X=15, A-D=-16, D-H=-16, K-L=5 Concentrated Loads (lb) Vert: W=91(F) Q=-1658(F) 42) 17th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-337, D-G=-335, G-H=-29, H-K=-77, X-AA=-35, AA-AB=-467(F=-432), AB-AC=-35, L-AC=-474(F=-439) Horz: A-X=-5, A-D=-6, D-H=-9, K-L=-15 Concentrated Loads (lb) Vert: W=91(F) Q=-1658(F) 43) 18th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-337, D-G=-390, G-H=-84, H-K=-22, X-AA=-35, AA-AB=-467(F=-432), AB-AC=-35, L-AC=-474(F=-439) Horz: A-X=-5, A-D=-6, D-H=-9, K-L=-15 Concentrated Loads (lb) Vert: W=91(F) Q=-1658(F) 44) 19th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-328, D-G=-328, G-H=-22, H-K=-86, X-AA=-35, AA-AB=-512(F=-477), AB-AC=-35, L-AC=-521(F=-486) Horz: A-X=14, A-D=-16, D-H=-16, K-L=4 Concentrated Loads (lb) Vert: W=91(F) Q=-1658(F) 45) 20th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-328, D-G=-383, G-H=-77, H-K=-31, X-AA=-35, AA-AB=-512(F=-477), AB-AC=-35, L-AC=-521(F=-486) Horz: A-X=14, A-D=-16, D-H=-16, K-L=4 Concentrated Loads (lb) Vert: W=91(F) Q=-1658(F) 46) 21st Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-337, D-G=-337, G-H=-31, H-K=-86, X-AA=-35, AA-AB=-467(F=-432), AB-AC=-35, L-AC=-474(F=-439) Horz: A-X=-4, A-D=-6, D-H=-6, K-L=-14 Concentrated Loads (lb) Vert: W=91(F) Q=-1658(F) 47) 22nd Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=-337, D-G=-392, G-H=-86, H-K=-31, X-AA=-35, AA-AB=-467(F=-432), AB-AC=-35, L-AC=-474(F=-439) Horz: A-X=-4, A-D=-6, D-H=-6, K-L=-14 Concentrated Loads (lb) Vert: W=91(F) Q=-1658(F) 48) 23rd Unbal.Dead + Minimum Snow + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-391, D-G=-391, G-H=-41, H-K=-114, X-AA=-20, AA-AB=-428(F=-408), AB-AC=-20, L-AC=-435(F=-415) Concentrated Loads (lb) Vert: W=-1089(F) Q=-3850(F) 49) 24th Unbal.Dead + Minimum Snow + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-391, D-G=-464, G-H=-114, H-K=-41, X-AA=-20, AA-AB=-428(F=-408), AB-AC=-20, L-AC=-435(F=-415) Concentrated Loads (lb) Vert: W=-1089(F) Q=-3850(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1353043 25191 D19 Half Hip 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries, Inc. Wed Jun 26 16:58:06 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-pAr5iI2wrec0U1q9FNREhPaUQQlPgi3iPkwan_z2LoF 5-10-8 10-10-3 16-0-0 20-9-8 24-10-8 5-10-8 4-11-10 5-1-13 4-9-7 4-1-0 Scale = 1:43.5 4x5 1.5x4 3x5 4.12 12 D E O F 7x8 4x4 0.25 12 C N L M 4x7 A B 4-10-1 4-0-0 1-9-81-8-2 I H J K G 4x7 4x8 3x4 6x8 3x5 5-10-8 15-4-11 24-10-8 5-10-8 9-6-3 9-5-13 Plate Offsets (X,Y)-- [B:0-2-12,0-2-4], [E:0-1-12,0-1-8], [J:0-2-4,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.90 Vert(LL) -0.34 H-J >854 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.91 Vert(CT) -0.66 H-J >449 180 TCDL 13.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.05 G n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 100 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins, BOT CHORD 2x4 SPF No.2 *Except* except end verticals, and 2-0-0 oc purlins (4-6-0 max.): A-L, D-F. G-I: 2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 8-10-8 oc bracing. WEBS 2x3 SPF No.2 *Except* K-L: 2x6 SPF No.2, A-J,E-G: 2x4 SPF No.2 REACTIONS. (lb/size) K=1178/0-5-8, G=1178/0-2-8 Max Horz K=177(LC 11) Max Uplift K=-129(LC 10), G=-135(LC 10) Max Grav K=1209(LC 2), G=1283(LC 38) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-K=-1113/170, A-B=-3826/520, B-C=-4078/582, C-D=-1824/217, D-E=-1615/228 BOT CHORD J-K=-335/243, H-J=-432/2603, G-H=-148/859 WEBS A-J=-422/3784, B-J=-1524/283, C-J=-234/1537, C-H=-1212/254, D-H=0/274, E-H=-107/1113, E-G=-1336/237 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) G. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) K=129, G=135. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 26,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1353044 25191 D20 Half Hip 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries, Inc. Wed Jun 26 16:58:09 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-ElWEKK4o7Z_bLVZkwV?xJ1C0senjt2B85i9EOJz2LoC 5-10-8 11-11-4 18-0-0 24-10-8 5-10-8 6-0-12 6-0-12 6-10-8 Scale = 1:43.3 5x8 3x4 D E 4.12 12 M 7x8 4x4 C 0.25 12 K L 5x6 5-6-5 B A 4-0-0 1-9-81-8-2 H G N O I J F 4x10 MT18HS 3x4 6x10 3x5 4x4 5-10-8 15-3-4 24-10-8 5-10-8 9-4-12 9-7-4 Plate Offsets (X,Y)-- [B:0-3-0,0-2-12], [C:0-1-12,0-2-0], [D:0-4-0,0-1-12], [E:Edge,0-2-8], [G:0-1-8,0-1-8], [I:0-4-8,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.89 Vert(LL) -0.38 F-G >774 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.93 Vert(CT) -0.62 G-I >474 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.05 F n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 99 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF 2100F 1.8E *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, A-B: 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): A-K, D-E. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. F-H: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt D-F WEBS 2x3 SPF No.2 *Except* J-K: 2x6 SPF No.2, A-I,D-F: 2x4 SPF No.2 REACTIONS. (lb/size) J=1178/0-5-8, F=1178/0-2-8 Max Horz J=191(LC 11) Max Uplift J=-125(LC 10), F=-139(LC 10) Max Grav J=1257(LC 39), F=1273(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-J=-1151/167, A-B=-4029/513, B-C=-4298/581, C-D=-2027/217, E-F=-370/66 BOT CHORD I-J=-354/250, G-I=-404/2560, F-G=-190/1228 WEBS A-I=-419/3987, B-I=-1641/295, C-I=-277/1698, C-G=-1200/255, D-G=-86/1363, D-F=-1567/245 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) F. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) J=125, F=139. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 26,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1353045 25191 D21 Half Hip 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries, Inc. Wed Jun 26 16:58:10 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-ix4cYg5Qut6Sze7wUDWArFlBW28KcVGIKMunwlz2LoB 5-10-8 10-7-0 15-3-8 20-0-0 24-10-8 5-10-8 4-8-8 4-8-8 4-8-8 4-10-8 Scale = 1:44.3 5x6 2x4 E F 4.12 12 N 1.5x4 D 7x8 4x4 0.25 12 C L M 6-2-9 5x6 A B 4-0-0 1-9-81-8-2 I O P J H K G 3x4 6x8 4x10 MT18HS 3x5 5x8 5-10-8 15-3-8 24-10-8 5-10-8 9-5-0 9-7-0 Plate Offsets (X,Y)-- [B:0-3-0,0-2-12], [E:0-3-0,0-1-12], [H:0-2-8,0-2-0], [J:0-3-4,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.89 Vert(LL) -0.46 G-H >643 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.78 Vert(CT) -0.67 G-H >437 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.05 G n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 103 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-1-0 oc purlins, BOT CHORD 2x4 SPF 2100F 1.8E except end verticals, and 2-0-0 oc purlins (6-0-0 max.): A-L, E-F. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. K-L: 2x6 SPF No.2, A-J,E-G: 2x4 SPF No.2 WEBS 1 Row at midpt E-G REACTIONS. (lb/size) K=1178/0-5-8, G=1178/0-2-8 Max Horz K=204(LC 11) Max Uplift K=-120(LC 10), G=-144(LC 10) Max Grav K=1282(LC 39), G=1374(LC 39) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-K=-1172/162, A-B=-4088/491, B-C=-4356/551, C-D=-2153/199, D-E=-2143/253, F-G=-258/45 BOT CHORD J-K=-379/264, H-J=-456/2902, G-H=-140/865 WEBS A-J=-394/4030, B-J=-1610/274, C-J=-225/1466, C-H=-1174/238, D-H=-532/133, E-H=-193/1833, E-G=-1418/234 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) G. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) K=120, G=144. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 26,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1353046 25191 D22 Half Hip 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries, Inc. Wed Jun 26 16:58:12 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-eKCNyM6hQUN9CyHJceYewgqX7rqs4SjangNu?ez2Lo9 5-10-8 11-0-13 16-3-6 22-0-0 24-10-8 5-10-8 5-2-4 5-2-9 5-8-10 2-10-8 5x6 Scale = 1:45.6 1.5x4 E F 4.12 12 1.5x4 D 7x8 4x4 0.25 12 C L M 6-10-13 5x6 A B 4-0-0 1-9-81-8-2 I H N O J K G 4x10 MT18HS 3x4 5x10 3x5 5x8 5-10-8 15-2-0 24-10-8 5-10-8 9-3-8 9-8-8 Plate Offsets (X,Y)-- [B:0-2-12,0-2-12], [E:0-2-8,0-1-12], [H:0-2-3,0-1-8], [J:0-4-8,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.88 Vert(LL) -0.52 G-H >566 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.78 Vert(CT) -0.76 G-H >390 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.80 Horz(CT) 0.04 G n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 105 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, B-E: 2x4 SPF 2100F 1.8E except end verticals, and 2-0-0 oc purlins (6-0-0 max.): A-L, E-F. BOT CHORD 2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt E-G K-L: 2x6 SPF No.2, A-J: 2x4 SPF 2100F 1.8E, E-G: 2x4 SPF No.2 REACTIONS. (lb/size) K=1178/0-5-8, G=1178/0-2-8 Max Horz K=218(LC 11) Max Uplift K=-114(LC 10), G=-149(LC 10) Max Grav K=1298(LC 39), G=1489(LC 39) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-K=-1197/158, A-B=-4154/476, B-C=-4440/538, C-D=-2211/184, D-E=-2364/291 BOT CHORD J-K=-398/264, H-J=-443/2890, G-H=-87/530 WEBS A-J=-383/4124, B-J=-1668/275, C-J=-246/1555, C-H=-1159/238, D-H=-702/177, E-H=-297/2314, E-G=-1420/242 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) G. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) K=114, G=149. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 26,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1353047 25191 D23 Half Hip 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries, Inc. Wed Jun 26 16:58:13 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-6WmlAi7JBoV0q6sV9L3tTtNivF8jps_k0K7RX4z2Lo8 5-10-8 11-11-0 17-11-8 24-0-0 24-10-8 5-10-8 6-0-8 6-0-8 6-0-8 0-10-8 Scale = 1:53.6 1.5x4 4x4 1.5x4 E F 4.12 12 4x4 M D 7x8 4x4 0.25 12 C L 7-7-1 O 5x6 N A B 4-0-0 1-9-81-8-2 I H P Q K J G 3x4 6x10 4x10 MT18HS 4x5 4x4 5-10-8 15-3-4 24-10-8 5-10-8 9-4-12 9-7-4 Plate Offsets (X,Y)-- [B:0-3-0,0-2-12], [C:0-1-12,0-2-0], [D:0-1-8,0-1-12], [E:0-2-0,Edge], [G:0-2-0,0-2-0], [H:0-1-12,0-1-8], [J:0-2-12,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.88 Vert(LL) -0.36 G-H >819 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.93 Vert(CT) -0.64 H-J >462 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.06 G n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 104 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, B-E: 2x4 SPF 2100F 1.8E except end verticals, and 2-0-0 oc purlins (10-0-0 max.): A-L, E-F. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. G-I: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt F-G, D-G WEBS 2x3 SPF No.2 *Except* K-L: 2x6 SPF No.2, F-G,A-J,D-G: 2x4 SPF No.2 REACTIONS. (lb/size) K=1176/0-5-8, G=1176/0-2-8 Max Horz K=231(LC 11) Max Uplift K=-108(LC 10), G=-162(LC 14) Max Grav K=1269(LC 39), G=1537(LC 39) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-K=-1164/151, A-B=-4076/455, B-C=-4342/520, C-D=-2158/165, G-M=-297/78 BOT CHORD J-K=-417/271, H-J=-415/2686, G-H=-214/1422 WEBS A-J=-362/4035, B-J=-1617/280, C-J=-274/1690, C-H=-1115/243, D-H=-75/1297, D-G=-1797/271, E-M=-466/98 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) G. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) K=108, G=162. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 26,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1353048 25191 D24 Roof Special 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries, Inc. Wed Jun 26 16:58:15 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-2vuVbN9ZjPlk3Q0uHm6LYIS1X3s1Ho41TecYczz2Lo6 5-10-8 12-0-14 18-8-1 25-1-8 26-0-0 5-10-8 6-2-6 6-7-3 6-5-7 0-10-8 4x6 Scale = 1:57.1 4x8 4.12 12 3x12 F G 3x4 4x4 E D 6x8 4x4 0.25 12 C 8-8-6 8-4-12 7-11-3 M 4x7 A B 4-0-0 1-8-2 N O 0-7-4 J I P Q L K H 3x4 4x7 4x4 6x8 4x5 5-10-8 15-4-12 25-1-8 5-10-8 9-6-4 9-8-12 Plate Offsets (X,Y)-- [A:0-4-0,0-2-12], [B:0-3-0,0-2-4], [C:0-1-12,0-2-0], [E:0-1-8,0-2-0], [F:0-6-8,0-1-0], [H:Edge,0-1-12], [I:0-1-12,0-1-12], [K:0-2-8,0-2-0], [N:0-3-0,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.87 Vert(LL) -0.33 H-I >905 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.81 Vert(CT) -0.62 I-K >476 180 TCDL 13.0 Rep Stress Incr YES WB 0.89 Horz(CT) 0.03 O n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 118 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, B-D: 2x4 SPF 2100F 1.8E except end verticals. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 8-9-0 oc bracing. H-J: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt E-H WEBS 2x3 SPF No.2 *Except* L-M: 2x6 SPF No.2, F-H,A-K,E-H: 2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) L=1186/0-5-8, O=1258/0-3-8 Max Horz L=253(LC 11) Max Uplift L=-103(LC 10), O=-198(LC 14) Max Grav L=1239(LC 2), O=1338(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-L=-1138/140, A-B=-3707/430, B-C=-3941/494, C-E=-1792/144, H-N=-144/1101, F-N=-144/1101 BOT CHORD K-L=-440/270, I-K=-420/2212, H-I=-196/1034 WEBS A-K=-320/3622, B-K=-1507/271, C-K=-266/1717, C-I=-918/258, E-I=-95/1218, E-H=-1318/256, F-O=-1341/264 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Bearing at joint(s) O considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) L=103, O=198. June 26,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1353049 25191 D25A Roof Special 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries, Inc. Wed Jun 26 16:58:16 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-W5Stoj9BUjtbhZb4rUda5W?CXSBT0D9AiIL58Pz2Lo5 5-10-8 12-2-11 18-5-2 25-1-8 27-10-8 5-10-8 6-4-3 6-2-7 6-8-6 2-9-0 G 4.12 12 6x8 Scale = 1:49.6 F 4x6 4x4 E D 6x8 4x4 4x6 9-4-2 C 0.25 12 8-4-12 7-9-1 M 4x7 A P B 4-0-0 1-8-2 N O 4x8 0-7-4 J I Q R L K H 3x4 4x7 4x4 5x10 4x5 5-10-8 15-4-12 25-1-8 5-10-8 9-6-4 9-8-12 Plate Offsets (X,Y)-- [A:0-4-0,0-2-12], [B:0-3-0,0-2-4], [C:0-1-12,0-2-0], [D:0-3-0,Edge], [E:0-1-8,0-2-0], [F:0-3-4,0-4-0], [H:Edge,0-1-12], [I:0-1-12,0-1-12], [K:0-4-4,0-1-12], [N:0-2-12,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.86 Vert(LL) -0.31 H-I >973 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.80 Vert(CT) -0.62 I-K >475 180 TCDL 13.0 Rep Stress Incr YES WB 0.96 Horz(CT) 0.03 O n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 127 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, A-B: 2x4 SPF No.2, B-D: 2x4 SPF 2100F 1.8E except end verticals. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 8-7-8 oc bracing. H-J: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt E-H WEBS 2x3 SPF No.2 *Except* L-M: 2x6 SPF No.2, F-H,A-K,E-H: 2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) L=1175/0-5-8, O=1412/0-3-8 Max Horz L=270(LC 11) Max Uplift L=-95(LC 10), O=-237(LC 14) Max Grav L=1229(LC 3), O=1460(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-L=-1129/124, A-B=-3675/401, B-C=-3910/465, C-E=-1760/121, H-N=-132/1048, F-N=-132/1048 BOT CHORD K-L=-453/263, I-K=-400/2146, H-I=-193/1048 WEBS A-K=-259/3591, B-K=-1512/266, C-K=-273/1753, C-I=-877/246, E-I=-91/1188, E-H=-1300/248, F-O=-1462/360 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Bearing at joint(s) O considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) L except (jt=lb) O=237. June 26,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351252 25191 D26 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:25 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-u3oKCZpLL?5_ZFzMzjaO408UXRJdIsIeAaWJkXz7Koq 2-11-12 5-10-8 25-1-8 27-10-8 2-11-12 2-10-12 19-3-0 2-9-0 N 4.12 12 6x8 Scale = 1:50.9 2x4 M L 2x4 5x6 K J I H G 9-4-2 4x6 9-4-2 0.25 12 F 8-4-12 7x10 MT18HS E 2x4 5x16 D A B C 1-8-0 AB AC 4x8 0-7-4 6x8 5x7 3x5 AA Z Y X W V U T S R Q P O 3x5 5-10-8 25-1-8 5-10-8 19-3-0 Plate Offsets (X,Y)-- [C:0-4-8,Edge], [M:0-3-4,0-4-0], [O:0-3-0,0-1-8], [Z:0-2-8,0-2-0], [AB:0-3-0,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0.02 Z-AA >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.52 Vert(CT) -0.04 Z-AA >999 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.89 Horz(CT) -0.09 O n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 143 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF 2100F 1.8E *Except* TOP CHORD Structural wood sheathing directly applied or 2-10-3 oc purlins, J-N: 2x6 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 3-1-12 oc bracing. T-AA: 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* C-Z: 2x3 SPF No.2 OTHERS 2x4 SPF No.2 *Except* M-AB: 2x6 SPF No.2 REACTIONS. All bearings 25-1-8 except (jt=length) AC=0-3-8. (lb) - Max Horz AA=202(LC 45) Max Uplift All uplift 100 lb or less at joint(s) Q, R, S, U, V, W, X, Y, Z except AA=-1931(LC 37), O=-550(LC 39), P=-318(LC 20), AC=-801(LC 40) Max Grav All reactions 250 lb or less at joint(s) Q, R, S, U, V, W, X, Y except AA=2071(LC 44), O=580(LC 58), P=321(LC 40), Z=479(LC 30), AC=799(LC 57) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-864/837, B-C=-6711/6557, C-D=-6232/6064, D-E=-5792/5628, E-F=-5171/5026, F-G=-4493/4363, G-H=-3814/3700, H-I=-3133/3034, I-J=-2424/2360, J-K=-1779/1709, K-L=-1030/973, L-M=-501/471, O-AB=-645/611, M-AB=-645/611 BOT CHORD Z-AA=-3821/3972, Y-Z=-5751/5751, X-Y=-5269/5270, W-X=-4711/4712, V-W=-4091/4092, U-V=-3471/3472, S-U=-2851/2852, R-S=-2231/2232, Q-R=-1611/1612, P-Q=-991/992, O-P=-371/372 WEBS L-P=-236/358, C-Z=-1935/1853, B-Z=-4177/4199, B-AA=-4315/4169, M-AC=-843/804 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) All plates are 1.5x4 MT20 unless otherwise indicated. 9) Gable studs spaced at 2-0-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. June 14,2019 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351252 25191 D26 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:25 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-u3oKCZpLL?5_ZFzMzjaO408UXRJdIsIeAaWJkXz7Koq NOTES- 11) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 12) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 13) Bearing at joint(s) AC considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 14) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) Q, R, S, U, V, W, X, Y, Z except (jt=lb) AA=1931, O=550, P=318, AC=801. 15) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 25-1-8 for 310.0 plf. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351253 25191 D27 Half Hip Girder 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:26 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-MFLjPvqz6JDrAOYZWR5ddDhf8rY?1H1nPEGsH_z7Kop 2-0-0 7-2-13 12-3-9 17-7-4 2-0-0 5-2-13 5-0-11 5-3-11 Scale = 1:29.9 0.25 12 4x5 3x4 4x5 4x5 4x7 A B C D E 1-8-81-8-0 H J K L G M N O I F 7x8 3x4 2x4 6x8 2-0-0 9-9-3 17-7-4 2-0-0 7-9-3 7-10-1 Plate Offsets (X,Y)-- [A:0-1-8,0-2-0], [B:0-2-8,0-2-4], [C:0-0-12,0-2-0], [D:0-2-12,0-2-0], [E:Edge,0-2-8], [H:0-3-0,0-3-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.19 G-H >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.96 Vert(CT) -0.34 G-H >615 180 TCDL 13.0 Rep Stress Incr NO WB 0.99 Horz(CT) 0.05 F n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 73 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-10 oc purlins, BOT CHORD 2x6 SPF No.2 except end verticals, and 2-0-0 oc purlins (2-8-10 max.): B-E. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 9-10-6 oc bracing. C-H,D-F: 2x4 SPF No.2 WEBS 1 Row at midpt D-F REACTIONS. (lb/size) I=1096/0-5-8, F=1109/Mechanical Max Horz I=-25(LC 10) Max Uplift I=-155(LC 8), F=-159(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-I=-1152/163, A-B=-1599/234, B-C=-1600/235, C-D=-3618/493 BOT CHORD G-H=-556/3481, F-G=-485/2987 WEBS A-H=-263/1904, B-H=-254/85, C-H=-1942/339, C-G=-38/272, D-G=-9/806, D-F=-2937/479 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) I=155, F=159. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 67 lb down and 23 lb up at 2-0-12, 67 lb down and 23 lb up at 4-0-12, 67 lb down and 23 lb up at 6-0-12, 67 lb down and 23 lb up at 8-0-12, 67 lb down and 23 lb up at 10-0-12, 67 lb down and 23 lb up at 12-0-12, and 67 lb down and 23 lb up at 14-0-12, and 67 lb down and 23 lb up at 16-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) 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 + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-E=-76, F-I=-20 June 14,2019 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351253 25191 D27 Half Hip Girder 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:26 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-MFLjPvqz6JDrAOYZWR5ddDhf8rY?1H1nPEGsH_z7Kop LOAD CASE(S) Standard Concentrated Loads (lb) Vert: H=-67(B) G=-67(B) J=-67(B) K=-67(B) L=-67(B) M=-67(B) N=-67(B) O=-67(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351254 25191 D28 Half Hip 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:27 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-rRv5dFrbtdLioY6l48cs9RDsuFzMmmxwdu?QpQz7Koo 4-0-0 10-9-3 17-7-4 4-0-0 6-9-3 6-10-1 Scale = 1:30.0 0.25 12 4x7 1.5x4 4x6 4x5 B C D A 1-9-01-8-0 G F H E 3x6 4x10 1.5x4 4x4 4-0-0 10-9-3 17-7-4 4-0-0 6-9-3 6-10-1 Plate Offsets (X,Y)-- [A:0-1-12,0-1-12], [B:0-3-8,0-2-4], [D:Edge,0-1-8], [E:Edge,0-2-8], [F:0-5-0,0-1-12], [G:0-1-12,0-1-8], [H:0-2-0,0-0-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.51 Vert(LL) -0.19 F-G >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.70 Vert(CT) -0.37 F-G >562 180 TCDL 13.0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.02 E n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 58 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins, B-D: 2x4 SPF 2100F 1.8E except end verticals, and 2-0-0 oc purlins (4-1-14 max.): B-D. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) H=835/0-5-8, E=835/Mechanical Max Horz H=-26(LC 10) Max Uplift H=-94(LC 8), E=-95(LC 9) Max Grav H=857(LC 2), E=857(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-H=-807/111, A-B=-1856/214, B-C=-2645/317, C-D=-2645/317, D-E=-761/127 BOT CHORD F-G=-224/1886 WEBS A-G=-207/1923, B-G=-519/129, B-F=-106/776, C-F=-566/165, D-F=-310/2567 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) H, E. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351255 25191 D29 Half Hip 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:28 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-JeTTqbsDewTZQihxer75iemyYfI6VEV4sYlzLsz7Kon 6-0-0 11-9-3 17-7-4 6-0-0 5-9-3 5-10-1 Scale = 1:29.8 0.25 12 4x7 1.5x4 4x7 5x6 B C D A 1-9-81-8-0 G F H E 4x5 5x8 3x4 3x4 6-0-0 11-9-3 17-7-4 6-0-0 5-9-3 5-10-1 Plate Offsets (X,Y)-- [B:0-3-8,0-2-4], [E:Edge,0-2-8], [F:0-1-8,0-2-8], [G:0-1-8,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.77 Vert(LL) -0.19 F-G >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.73 Vert(CT) -0.36 F-G >580 180 TCDL 13.0 Rep Stress Incr YES WB 0.80 Horz(CT) 0.02 E n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 58 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (3-2-8 max.): B-D. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) H=835/0-5-8, E=835/Mechanical Max Horz H=-25(LC 10) Max Uplift H=-94(LC 8), E=-93(LC 8) Max Grav H=857(LC 2), E=857(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-H=-770/123, A-B=-2299/263, B-C=-2342/281, C-D=-2342/281, D-E=-770/124 BOT CHORD F-G=-272/2316 WEBS A-G=-242/2228, B-G=-389/121, C-F=-474/137, D-F=-279/2318 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) H, E. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351256 25191 D30 Roof Special 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:29 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-nq1r2xssPEbQ1sG7CZeKFsIDY2aWEnJD5CUXtJz7Kom 5-10-4 11-9-1 17-7-4 5-10-4 5-10-14 5-10-3 Scale = 1:29.3 0.25 12 4x5 3x5 3x4 3x4 B C D A 2-0-6 1-8-0 F G E 3x4 4x5 4x5 8-10-7 17-7-4 8-10-7 8-8-13 Plate Offsets (X,Y)-- [B:0-1-0,0-2-0], [D:Edge,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0.18 F-G >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.97 Vert(CT) -0.38 F-G >543 180 TCDL 13.0 Rep Stress Incr YES WB 0.44 Horz(CT) 0.06 E n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 61 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-11 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. B-G,C-E: 2x4 SPF No.2 WEBS 1 Row at midpt B-G, C-E REACTIONS. (lb/size) G=835/0-5-8, E=835/Mechanical Max Horz G=27(LC 9) Max Uplift G=-93(LC 8), E=-94(LC 12) Max Grav G=857(LC 2), E=857(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-2474/208 BOT CHORD F-G=-329/2231, E-F=-296/2076 WEBS B-G=-2184/322, B-F=0/361, C-F=0/482, C-E=-2068/307 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) G, E. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351257 25191 D31 Roof Special 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:30 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-F0bDFHtU9YjHf0rKlGAZn3rOISwlzEZNJsE4Qlz7Kol 5-10-4 11-9-1 17-7-4 5-10-4 5-10-14 5-10-3 Scale = 1:29.3 0.25 12 4x5 3x5 3x4 3x4 B C D A 2-0-6 1-8-0 F G E 3x4 4x5 4x5 8-10-7 17-7-4 8-10-7 8-8-13 Plate Offsets (X,Y)-- [B:0-1-0,0-2-0], [D:Edge,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0.18 F-G >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.97 Vert(CT) -0.38 F-G >543 180 TCDL 13.0 Rep Stress Incr YES WB 0.44 Horz(CT) 0.06 E n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 61 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-11 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. B-G,C-E: 2x4 SPF No.2 WEBS 1 Row at midpt B-G, C-E REACTIONS. (lb/size) G=835/0-5-8, E=835/Mechanical Max Horz G=48(LC 11) Max Uplift G=-95(LC 8), E=-93(LC 12) Max Grav G=857(LC 2), E=857(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-2474/209 BOT CHORD F-G=-350/2231, E-F=-313/2076 WEBS B-G=-2184/331, B-F=0/361, C-F=0/482, C-E=-2068/311 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) G, E. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351258 25191 D32 Half Hip Girder 1 3 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:31 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-jD9cTdu6wrs8HAQWJ_hoKHOX3sOFid_WYWzdyBz7Kok 4-1-11 9-2-7 14-11-2 17-7-4 4-1-11 5-0-12 5-8-11 2-8-2 Scale = 1:30.3 6x8 2x4 4.12 12 J D E 0.25 12 5x6 3x7 4x6 C B A 3-9-14 1-10-51-8-0 H G I 4x6 3x4 4x6 F 3x5 5-10-2 12-4-7 17-7-4 5-10-2 6-6-4 5-2-13 Plate Offsets (X,Y)-- [B:0-3-4,0-1-8], [C:0-3-0,0-3-0], [G:0-2-8,0-2-0], [I:0-2-4,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.56 Vert(LL) -0.14 G-H >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.51 Vert(CT) -0.28 G-H >755 180 TCDL 13.0 Rep Stress Incr NO WB 0.69 Horz(CT) 0.06 F n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 219 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 2100F 1.8E except end verticals, and 2-0-0 oc purlins (6-0-0 max.): D-E. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. A-I: 2x4 SPF No.2 REACTIONS. (lb/size) I=3870/0-5-8, F=3870/Mechanical Max Horz I=103(LC 11) Max Uplift I=-372(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-I=-906/1471, A-B=-459/0, B-C=-9736/0, C-D=-5698/0, E-F=-376/0 BOT CHORD H-I=0/8707, G-H=0/11456, F-G=0/2666 WEBS B-I=-8746/0, B-H=0/1418, C-H=-2095/0, C-G=-7147/0, D-G=0/3954, D-F=-4438/0 NOTES- 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc, 2x3 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x3 - 1 row at 0-9-0 oc. 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. 3) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) I=372. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1800 lb up at 0-1-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard June 14,2019 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351258 25191 D32 Half Hip Girder 1 3 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:31 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-jD9cTdu6wrs8HAQWJ_hoKHOX3sOFid_WYWzdyBz7Kok LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-426, C-D=-426, D-E=-426, F-I=-20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1353050 25191 D33 Half Hip 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries, Inc. Wed Jun 26 16:58:18 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-TUZeDPBS0K7JwtlTyuf2Ax4f_GrDUAgT9cqCCHz2Lo3 4-8-8 9-2-7 13-2-12 17-2-6 17-7-4 4-8-8 4-6-0 4-0-4 3-11-10 0-4-14 2x4 Scale = 1:29.8 E 3x7 4.12 12 I 3x6 D 0.25 12 4x4 3x5 C B 4-5-10 A 4-0-0 1-10-51-8-2 G H F 4x5 4x8 3x5 9-2-7 17-7-4 9-2-7 8-4-13 Plate Offsets (X,Y)-- [A:0-2-4,0-1-8], [C:0-1-15,0-2-8], [D:0-1-8,0-1-8], [E:0-2-0,Edge], [G:0-2-4,0-1-8], [H:0-2-0,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.20 G-H >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.91 Vert(CT) -0.41 G-H >503 180 TCDL 13.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.04 F n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 69 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-2 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 8-4-1 oc bracing. H-I: 2x6 SPF No.2, E-F,B-H: 2x4 SPF No.2 REACTIONS. (lb/size) H=827/0-5-8, F=827/Mechanical Max Horz H=169(LC 11) Max Uplift H=-92(LC 10), F=-116(LC 14) Max Grav H=883(LC 3), F=861(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-273/198, B-C=-2554/253, C-D=-2646/282 BOT CHORD G-H=-483/1977, F-G=-185/943 WEBS B-H=-1947/330, B-G=0/670, C-G=-1045/168, D-G=-185/1933, D-F=-1125/227 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) H except (jt=lb) F=116. June 26,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1353051 25191 D34 Monopitch 5 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries, Inc. Wed Jun 26 16:58:19 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-xg70QlC4neFAY1JfWcAHj8dqbgBZDdpcOGamlkz2Lo2 4-8-8 9-2-7 13-4-7 17-7-4 4-8-8 4-6-0 4-1-15 4-2-13 Scale = 1:29.8 1.5x4 E 4.12 12 3x7 4x5 I D 0.25 12 4x4 3x5 B C 4-5-3 A 4-0-0 1-10-51-8-2 G H F 4x5 4x10 3x4 9-2-7 17-7-4 9-2-7 8-4-13 Plate Offsets (X,Y)-- [A:0-2-8,0-1-8], [C:0-1-12,0-2-4], [D:0-1-0,0-2-0], [F:0-1-12,0-1-8], [G:0-2-4,0-1-12], [H:0-2-0,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) -0.19 G-H >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.90 Vert(CT) -0.39 G-H >538 180 TCDL 13.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.04 F n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 68 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-14 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 8-4-1 oc bracing. H-I: 2x6 SPF No.2, B-H: 2x4 SPF No.2 REACTIONS. (lb/size) H=829/0-5-8, F=829/Mechanical Max Horz H=169(LC 11) Max Uplift H=-92(LC 10), F=-116(LC 14) Max Grav H=886(LC 3), F=863(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-265/200, B-C=-2563/252, C-D=-2803/306 BOT CHORD G-H=-481/1988, F-G=-184/913 WEBS B-H=-1963/325, B-G=0/664, C-G=-1098/177, D-G=-210/2110, D-F=-1112/229 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) H except (jt=lb) F=116. June 26,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1353052 25191 D35 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries, Inc. Wed Jun 26 16:58:22 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-LFp93nEy3ZdlPU2EBkk_KnFH3tIUQx634DoQM3z2Lo? 9-2-7 28-3-0 9-2-7 19-0-9 Scale = 1:59.0 4x6 4x8 4.12 12 3x12 Q P O 3x4 N LM K 4x10 J 0.25 12 I 8-4-12 7x10 MT18HS 7-11-3 AH H 5x12 G E F A B CD 4-0-0 AK AJ 1-8-2 AL AM 0-7-4 3x5 3x6 7x8 6x10 3x5 4x5 AG AF AE AD AI AC AB AA Z Y X W V U T S R 9-2-7 28-3-0 9-2-7 19-0-9 Plate Offsets (X,Y)-- [A:0-5-12,0-2-0], [C:0-5-8,0-2-0], [C:0-1-12,0-0-0], [F:0-4-8,Edge], [Q:0-6-8,0-1-4], [R:0-3-0,0-1-8], [X:0-2-4,0-0-0], [AC:0-4-0,0-3-0], [AE:0-4-0,0-3-4], [AG:0-3-0,0-1-8], [AI:0-2-0,0-1-8], [AL:0-3-0,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.66 Vert(LL) -0.00AF-AG >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.57 Vert(CT) -0.00AF-AG >999 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 1.00 Horz(CT) -0.08 R n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 155 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF 2100F 1.8E *Except* TOP CHORD Structural wood sheathing directly applied or 2-7-14 oc purlins, M-Q: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF 2100F 1.8E *Except* BOT CHORD Rigid ceiling directly applied or 3-2-10 oc bracing. R-X: 2x4 SPF No.2 WEBS 1 Row at midpt D-AC WEBS 2x4 SPF No.2 *Except* AG-AH: 2x6 SPF No.2, D-AE,F-AC: 2x3 SPF No.2 D-AC: 2x4 SPF 2100F 1.8E OTHERS 2x4 SPF No.2 *Except* Q-AL: 2x6 SPF No.2 REACTIONS. All bearings 28-3-0 except (jt=length) AM=0-3-8. (lb) - Max Horz AG=237(LC 40) Max Uplift All uplift 100 lb or less at joint(s) T, U, V, W, Y, Z, AA, AB, AF except AG=-945(LC 38), R=-558(LC 38), S=-197(LC 38), AD=-131(LC 47), AE=-1036(LC 46), AC=-234(LC 46), AM=-714(LC 47) Max Grav All reactions 250 lb or less at joint(s) T, U, V, W, Y, Z, AA, AB except AG=1013(LC 45), R=585(LC 55), S=309(LC 31), AD=267(LC 30), AF=251(LC 31), AE=1093(LC 59), AC=446(LC 31), AM=702(LC 58) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-AG=-950/912, A-B=-2749/2686, B-C=-2120/2058, C-D=-1486/1436, D-E=-7147/6947, E-F=-6009/5881, F-G=-6203/6060, G-H=-5832/5696, H-I=-5151/5031, I-J=-4473/4368, J-K=-3794/3704, K-L=-3115/3041, L-N=-2435/2376, N-O=-1758/1714, O-P=-1071/1042, P-Q=-435/420, R-AL=-630/617, Q-AL=-630/617 BOT CHORD AF-AG=-900/558, AE-AF=-1520/1144, AD-AE=-1968/1887, AC-AD=-1410/1267, AB-AC=-5691/5691, AA-AB=-5335/5334, Z-AA=-4715/4714, Y-Z=-4095/4094, W-Y=-3475/3474, V-W=-2855/2854, U-V=-2235/2234, T-U=-1615/1614, S-T=-995/994, R-S=-375/374 WEBS E-AI=-352/329, D-AE=-2237/2160, F-AC=-2152/2081, D-AJ=-5511/5656, AI-AJ=-5461/5607, AC-AI=-5568/5709, A-AK=-2681/2841, AE-AK=-2738/2901, Q-AM=-712/719 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. June 26,2019 Continued on page 25) Provide adequate drainage to prevent water ponding. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1353052 25191 D35 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries, Inc. Wed Jun 26 16:58:22 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-LFp93nEy3ZdlPU2EBkk_KnFH3tIUQx634DoQM3z2Lo? NOTES- 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 11) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 12) Bearing at joint(s) AM considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) T, U, V, W, Y, Z, AA, AB, AF except (jt=lb) AG=945, R=558, S=197, AD=131, AE=1036, AC=234, AM=714. 14) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 28-3-0 for 310.0 plf. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351262 25191 D36 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:38 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-0Z4Fx0zVH?k8cESsDyJR6lAj7hlLrnPY96AViHz7Kod 2-7-12 5-0-7 25-1-8 27-10-8 2-7-12 2-4-12 20-1-1 2-9-0 P 4.12 12 3x4 Scale = 1:50.2 O 2x4 N 2x4 4x6 M K L J I 4x5 H G 8-4-12 AE 7-10-15 F 8x12 MT18HS E 5x10 MT18HS B AH 4-0-0 C D A AF 1-6-0AG 1-6-0 AD AC AB AA Z Y X W V U T S R Q 6x8 2x4 5x7 4x4 3x4 5-0-7 25-1-8 5-0-7 20-1-1 Plate Offsets (X,Y)-- [A:0-2-4,Edge], [C:0-5-0,0-2-0], [D:0-5-4,Edge], [L:0-3-0,Edge], [AB:0-2-8,0-1-12], [AD:0-3-8,0-3-0], [AF:0-1-0,0-0-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.64 Vert(LL) 0.01 P n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.54 Vert(CT) -0.02 O-P n/r 120 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.64 Horz(CT) -0.11 Q n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 135 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF 2100F 1.8E *Except* TOP CHORD Structural wood sheathing directly applied or 2-10-10 oc purlins, L-P: 2x6 SPF No.2 except end verticals, and 2-0-0 oc purlins (2-9-3 max.): A-AE, A-D. BOT CHORD 2x4 SPF 2100F 1.8E *Except* BOT CHORD Rigid ceiling directly applied or 3-0-6 oc bracing. Q-V: 2x4 SPF No.2 WEBS 1 Row at midpt O-Q WEBS 2x4 SPF 2100F 1.8E *Except* AD-AE: 2x6 SPF No.2, O-Q: 2x4 SPF No.2, D-AB: 2x3 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 25-1-8. (lb) - Max Horz AD=370(LC 39) Max Uplift All uplift 100 lb or less at joint(s) S, T, U, W, X, Y, Z, AA except AD=-2051(LC 37), Q=-185(LC 40), R=-182(LC 20), AC=-290(LC 40), AB=-395(LC 45) Max Grav All reactions 250 lb or less at joint(s) R, S except AD=2184(LC 44), Q=679(LC 20), T=272(LC 70), U=272(LC 70), W=268(LC 70), X=268(LC 70), Y=271(LC 70), Z=262(LC 70), AA=297(LC 70), AC=351(LC 29), AB=508(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-342/332, B-C=-812/815, C-D=-7027/6881, D-E=-6767/6604, E-F=-6129/5979, F-G=-5450/5316, G-H=-4771/4652, H-I=-4092/3989, I-J=-3414/3325, J-K=-2734/2661, K-M=-1967/1975, M-N=-1376/1331, N-O=-708/632, O-Q=-668/292 BOT CHORD AC-AD=-4190/4062, AB-AC=-3355/3165, AA-AB=-6286/6268, Z-AA=-5606/5589, Y-Z=-4986/4969, X-Y=-4366/4349, W-X=-3746/3729, U-W=-3126/3109, T-U=-2506/2489, S-T=-1886/1869, R-S=-1266/1249, Q-R=-646/629 WEBS E-AA=-252/62, AC-AF=-265/326, D-AB=-2254/2154, C-AF=-4113/4346, AB-AF=-4006/4204, AD-AG=-4533/4299, C-AG=-4608/4362 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) All plates are 1.5x4 MT20 unless otherwise indicated. June 14,2019 Continued on page 29) Gable requires continuous bottom chord bearing. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351262 25191 D36 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:39 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-Uled8M_72Js?EO12nfqgezjts45aaEfhOmv2Ejz7Koc NOTES- 10) Gable studs spaced at 2-0-0 oc. 11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 13) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 14) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) S, T, U, W, X, Y, Z, AA except (jt=lb) AD=2051, Q=185, R=182, AC=290, AB=395. 15) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 25-1-8 for 310.0 plf. 16) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351263 25191 D37 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:41 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-Q8lNZ20Naw6jTiBRv4s8kOoBJukL24c_r4O9Icz7Koa 4-1-12 25-1-8 27-0-12 4-1-12 20-11-12 1-11-4 4.12 12 2x4 O Scale = 1:56.4 2x4 N 4x6 2x4 M L J K I H G 9-7-7 F 0.25 12 8-11-8 E 6x12 MT18HS D 7x10 MT18HS C A B AE 1-8-0 AF AG AH AI AJ AK AD 5x16 AC AB AA Z Y X W V U T S R Q P 5x10 MT18HS 6x12 3x7 3x7 3x7 3x7 4x5 3x7 4-1-12 25-1-8 4-1-12 20-11-12 Plate Offsets (X,Y)-- [A:0-3-0,Edge], [B:0-5-0,Edge], [K:0-3-0,Edge], [AB:0-3-8,0-2-8], [AC:0-0-0,0-1-12], [AD:0-1-12,0-0-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL) 0.01 O n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.72 Vert(CT) 0.00 N n/r 120 MT18HS 197/144 TCDL 13.0 Rep Stress Incr NO WB 0.93 Horz(CT) -0.08 P n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 148 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF 2100F 1.8E *Except* TOP CHORD Structural wood sheathing directly applied or 2-8-2 oc purlins, K-O: 2x6 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 3-1-13 oc bracing. V-AC: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt N-P, A-AB WEBS 2x4 SPF No.2 *Except* A-AB: 2x4 SPF 2100F 1.8E OTHERS 2x4 SPF No.2 REACTIONS. All bearings 25-1-8. (lb) - Max Horz AC=212(LC 14) Max Uplift All uplift 100 lb or less at joint(s) Q, R, S, T, U, W, X, Y, Z, AA except AC=-2682(LC 37), P=-125(LC 40), AB=-544(LC 46) Max Grav All reactions 250 lb or less at joint(s) Q, R, S, T, U, AA except AC=2911(LC 42), P=438(LC 20), W=276(LC 27), X=343(LC 27), Y=342(LC 27), Z=343(LC 28), AB=892(LC 27) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD AC-AD=-2842/2669, A-AD=-2794/2663, A-B=-7339/7080, B-C=-7178/7022, C-D=-6938/6765, D-E=-6223/6068, E-F=-5488/5348, F-G=-4755/4631, G-H=-4025/3918, H-I=-3346/3254, I-J=-2667/2590, J-L=-1901/1905, L-M=-1308/1260, M-N=-649/608, N-P=-425/179 BOT CHORD AB-AC=-1180/1094, AA-AB=-5744/5715, Z-AA=-5209/5254, Y-Z=-4760/4750, X-Y=-4348/4342, W-X=-3990/3987, U-W=-3667/3667, T-U=-3047/3047, S-T=-2427/2427, R-S=-1807/1807, Q-R=-1187/1187, P-Q=-567/567 WEBS X-AJ=-282/91, Y-AI=-280/96, Z-AH=-287/81, AB-AF=-2280/2134, B-AF=-2299/2205, A-AE=-7688/7900, AB-AE=-7748/7785, AD-AE=-417/263, AE-AF=-208/277, AF-AG=-968/1007, AG-AH=-1107/1128, AH-AI=-939/952, AI-AJ=-669/676, AJ-AK=-350/353 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) All plates are 1.5x4 MT20 unless otherwise indicated. June 14,2019 Continued on page 29) Gable requires continuous bottom chord bearing. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351263 25191 D37 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:42 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-uKJmmN10LEEa5smdSoNNGbLM3I4anXs84k8jr2z7KoZ NOTES- 10) Gable studs spaced at 2-0-0 oc. 11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 13) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 14) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) Q, R, S, T, U, W, X, Y, Z, AA except (jt=lb) AC=2682, P=125, AB=544. 15) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 25-1-8 for 310.0 plf. 16) 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 + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-76, B-N=-76, N-O=-76, P-AC=-20, AD-AK=-65(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351264 25191 D38 Roof Special 9 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:42 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-uKJmmN10LEEa5smdSoNNGbLTOI7Fne584k8jr2z7KoZ 4-1-12 7-4-15 11-11-4 4-1-12 3-3-3 4-6-5 Scale = 1:25.6 D 1.5x4 4.12 12 3x4 C 0.25 12 4x4 4-5-2 3x5 B A 1-9-11-8-0 F G 3x8 E 1.5x4 3x4 4-1-12 11-11-4 4-1-12 7-9-8 Plate Offsets (X,Y)-- [A:0-0-0,0-0-0], [E:0-1-12,0-1-8], [F:0-3-4,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.12 E-F >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.55 Vert(CT) -0.26 E-F >546 180 TCDL 13.0 Rep Stress Incr YES WB 0.47 Horz(CT) 0.01 E n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 43 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-4 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) G=563/0-5-8, E=563/Mechanical Max Horz G=75(LC 11) Max Uplift G=-46(LC 10), E=-81(LC 14) Max Grav G=591(LC 3), E=580(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-G=-557/82, A-B=-1158/101, B-C=-1288/140 BOT CHORD E-F=-172/624 WEBS A-F=-83/1176, B-F=-612/130, C-F=-43/742, C-E=-705/200 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) G, E. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351265 25191 D39 ROOF SPECIAL GIRDER 1 3 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:43 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-NWt8_j1e6XMRj0Lq0VvcppuXIiPsW?LHJOtGNVz7KoY 4-1-12 6-11-12 12-0-12 18-5-6 25-1-8 4-1-12 2-10-0 5-1-0 6-4-10 6-8-2 4.12 12 2x4 Scale = 1:53.4 G 4x6 5x6 F E 5x8 D 8-11-7 0.25 12 3x4 C 6x8 5x10 A B 1-8-0 N L J P O M K I H 4x7 7x16 6x10 MT18HS 12x12 6x10 MT18HS 5x8 4x7 3x4 2-11-5 6-11-12 12-0-12 18-5-6 25-1-8 2-11-5 4-0-7 5-1-0 6-4-10 6-8-2 Plate Offsets (X,Y)-- [A:0-3-8,0-1-12], [B:0-3-12,0-3-8], [D:0-3-0,0-1-12], [F:0-2-4,0-2-0], [I:0-3-8,0-1-12], [K:0-6-0,0-8-0], [O:0-3-0,0-1-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.74 Vert(LL) -0.22 K-M >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.78 Vert(CT) -0.41 K-M >716 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr NO WB 0.85 Horz(CT) 0.09 H n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 484 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-5 oc purlins, BOT CHORD 2x6 SPF 2100F 1.8E *Except* except end verticals. J-L: 2x10 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 *Except* WEBS 1 Row at midpt G-H A-O: 2x6 SPF No.2, A-N,D-I: 2x4 SPF 2100F 1.8E D-K: 2x8 SPF 1950F 1.7E REACTIONS. (lb/size) H=6394/0-5-8, O=8942/0-5-8 Max Horz O=198(LC 35) Max Uplift H=-703(LC 14) Max Grav H=6397(LC 20), O=8974(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-O=-8136/0, A-B=-16182/0, B-C=-23640/679, C-D=-20100/2036, D-F=-6914/667 BOT CHORD N-O=-136/1254, M-N=-151/23244, K-M=-756/22351, I-K=-1960/18660, H-I=-747/6467 WEBS A-N=0/16319, B-N=-10420/49, B-M=-1372/0, C-M=0/611, C-K=-3994/0, D-K=0/10564, D-I=-14387/1431, F-I=-703/7800, F-H=-8895/1028 NOTES- 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x10 - 5 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member N-B 2x4 - 1 row at 0-7-0 oc, 2x8 - 4 rows staggered at 0-4-0 oc. 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. 3) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Bearing at joint(s) O considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) H=703. June 14,2019 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351265 25191 D39 ROOF SPECIAL GIRDER 1 3 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:44 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-rjRWB32GsrUILAw0aCQrL0Qi25k5ESbRX2dpvxz7KoX NOTES- 13) Load case(s) 1, 2, 3, 4, 5, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 31, 32, 33, 34, 35, 36, 37, 38, 39, 40, 41, 42, 43, 44 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1800 lb up at 12-2-0 on top chord, and 8818 lb down and 351 lb up at 12-0-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-426, B-D=-426, D-G=-76, H-O=-20 Concentrated Loads (lb) Vert: K=-8818(F) 2) Dead + 0.75 Snow (balanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-370, B-D=-370, D-G=-64, I-O=-35, I-P=-65, H-P=-35 Concentrated Loads (lb) Vert: K=-7572(F) D=1350 3) Dead + 0.75 Snow (Unbal. Left) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-376, B-D=-370, D-G=-64, I-O=-35, I-P=-65, H-P=-35 Concentrated Loads (lb) Vert: K=-7572(F) D=1350 4) Dead + 0.75 Snow (Unbal. Right) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-344, B-D=-344, D-G=-37, I-O=-35, I-P=-65, H-P=-35 Concentrated Loads (lb) Vert: K=-7572(F) D=1350 5) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-B=-201, B-D=-201, D-G=-26, H-O=-40 Concentrated Loads (lb) Vert: K=-5237(F) 10) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-154, B-D=-154, D-G=21, H-O=-10 Horz: A-O=12, A-B=-29, B-G=-29 Concentrated Loads (lb) Vert: K=341(F) D=1800 11) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-167, B-D=-163, D-G=12, H-O=-10 Horz: A-O=-15, A-B=-17, B-G=-20 Concentrated Loads (lb) Vert: K=341(F) D=1800 12) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-180, B-D=-180, D-G=-5, H-O=-20 Horz: A-O=20, A-B=-21, B-G=-21 Concentrated Loads (lb) Vert: K=351(F) D=1800 13) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-193, B-D=-189, D-G=-14, H-O=-20 Horz: A-O=-7, A-B=-8, B-G=-12 Concentrated Loads (lb) Vert: K=351(F) D=1800 14) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-154, B-D=-154, D-G=21, H-O=-10 Horz: A-O=10, A-B=-29, B-G=-29 Concentrated Loads (lb) Vert: K=341(F) D=1800 15) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-167, B-D=-167, D-G=8, H-O=-10 Horz: A-O=-14, A-B=-17, B-G=-17 Concentrated Loads (lb) Vert: K=341(F) D=1800 16) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-154, B-D=-154, D-G=21, H-O=-10 Horz: A-O=10, A-B=-29, B-G=-29 Concentrated Loads (lb) Vert: K=341(F) D=1800 17) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.33, Plate Increase=1.33 Continued on page 3 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351265 25191 D39 ROOF SPECIAL GIRDER 1 3 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:44 2019 Page 3 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-rjRWB32GsrUILAw0aCQrL0Qi25k5ESbRX2dpvxz7KoX LOAD CASE(S) Standard Uniform Loads (plf) Vert: A-B=-167, B-D=-167, D-G=8, H-O=-10 Horz: A-O=-14, A-B=-17, B-G=-17 Concentrated Loads (lb) Vert: K=341(F) D=1800 18) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-180, B-D=-180, D-G=-5, H-O=-20 Horz: A-O=18, A-B=-21, B-G=-21 Concentrated Loads (lb) Vert: K=351(F) D=1800 19) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-193, B-D=-193, D-G=-18, H-O=-20 Horz: A-O=-6, A-B=-8, B-G=-8 Concentrated Loads (lb) Vert: K=351(F) D=1800 20) Dead + Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-435, B-D=-426, D-G=-76, H-O=-20 Concentrated Loads (lb) Vert: K=-8818(F) 21) Dead + Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-391, B-D=-391, D-G=-41, H-O=-20 Concentrated Loads (lb) Vert: K=-8818(F) 22) Dead + Uninhabitable Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-B=-201, B-D=-201, D-G=-26, I-O=-40, I-P=-80, H-P=-40 Concentrated Loads (lb) Vert: K=-5410(F) 23) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-354, B-D=-354, D-G=-48, I-O=-35, I-P=-65, H-P=-35 Horz: A-O=15, A-B=-16, B-G=-16 Concentrated Loads (lb) Vert: K=-372(F) D=1350 24) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-364, B-D=-361, D-G=-55, I-O=-35, I-P=-65, H-P=-35 Horz: A-O=-5, A-B=-6, B-G=-9 Concentrated Loads (lb) Vert: K=-372(F) D=1350 25) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-354, B-D=-354, D-G=-48, I-O=-35, I-P=-65, H-P=-35 Horz: A-O=14, A-B=-16, B-G=-16 Concentrated Loads (lb) Vert: K=-372(F) D=1350 26) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-364, B-D=-364, D-G=-57, I-O=-35, I-P=-65, H-P=-35 Horz: A-O=-4, A-B=-6, B-G=-6 Concentrated Loads (lb) Vert: K=-372(F) D=1350 31) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-154, B-D=-154, D-G=21, H-O=-10 Horz: A-O=12, A-B=-29, B-G=-29 Concentrated Loads (lb) Vert: K=-2611(F) D=1800 32) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-167, B-D=-163, D-G=12, H-O=-10 Horz: A-O=-15, A-B=-17, B-G=-20 Concentrated Loads (lb) Vert: K=-2611(F) D=1800 33) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-180, B-D=-180, D-G=-5, H-O=-20 Horz: A-O=20, A-B=-21, B-G=-21 Concentrated Loads (lb) Vert: K=-2601(F) D=1800 Continued on page 4 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351265 25191 D39 ROOF SPECIAL GIRDER 1 3 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:44 2019 Page 4 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-rjRWB32GsrUILAw0aCQrL0Qi25k5ESbRX2dpvxz7KoX LOAD CASE(S) Standard 34) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-193, B-D=-189, D-G=-14, H-O=-20 Horz: A-O=-7, A-B=-8, B-G=-12 Concentrated Loads (lb) Vert: K=-2601(F) D=1800 35) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-154, B-D=-154, D-G=21, H-O=-10 Horz: A-O=10, A-B=-29, B-G=-29 Concentrated Loads (lb) Vert: K=-2611(F) D=1800 36) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-167, B-D=-167, D-G=8, H-O=-10 Horz: A-O=-14, A-B=-17, B-G=-17 Concentrated Loads (lb) Vert: K=-2611(F) D=1800 37) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-154, B-D=-154, D-G=21, H-O=-10 Horz: A-O=10, A-B=-29, B-G=-29 Concentrated Loads (lb) Vert: K=-2611(F) D=1800 38) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-167, B-D=-167, D-G=8, H-O=-10 Horz: A-O=-14, A-B=-17, B-G=-17 Concentrated Loads (lb) Vert: K=-2611(F) D=1800 39) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-180, B-D=-180, D-G=-5, H-O=-20 Horz: A-O=18, A-B=-21, B-G=-21 Concentrated Loads (lb) Vert: K=-2601(F) D=1800 40) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-193, B-D=-193, D-G=-18, H-O=-20 Horz: A-O=-6, A-B=-8, B-G=-8 Concentrated Loads (lb) Vert: K=-2601(F) D=1800 41) Reversal: Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-354, B-D=-354, D-G=-48, I-O=-35, I-P=-65, H-P=-35 Horz: A-O=15, A-B=-16, B-G=-16 Concentrated Loads (lb) Vert: K=-5720(F) D=1350 42) Reversal: Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.33 , Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-364, B-D=-361, D-G=-55, I-O=-35, I-P=-65, H-P=-35 Horz: A-O=-5, A-B=-6, B-G=-9 Concentrated Loads (lb) Vert: K=-5720(F) D=1350 43) Reversal: Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-354, B-D=-354, D-G=-48, I-O=-35, I-P=-65, H-P=-35 Horz: A-O=14, A-B=-16, B-G=-16 Concentrated Loads (lb) Vert: K=-5720(F) D=1350 44) Reversal: Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-364, B-D=-364, D-G=-57, I-O=-35, I-P=-65, H-P=-35 Horz: A-O=-4, A-B=-6, B-G=-6 Concentrated Loads (lb) Vert: K=-5720(F) D=1350 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351266 25191 D40 Roof Special 4 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:46 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-n5ZGcl4WOSk0aT3PhdSJRRW_rvShiMjj?M6w_pz7KoV 3-4-15 10-9-12 17-10-11 25-1-8 27-0-12 3-4-15 7-4-13 7-0-15 7-2-13 1-11-4 4.12 12 G Scale = 1:49.7 F 2x4 N 4x6 4x4 E D 3x4 3x5 C 8-11-8 8-5-10 M 5x6 4-0-0 A B 1-6-0 1-6-0 K J I O P L4x7 H 3x4 4x7 4x4 3x6 7-11-8 15-8-7 25-1-8 7-11-8 7-8-15 9-5-1 Plate Offsets (X,Y)-- [A:0-2-4,0-1-8], [B:0-3-8,0-3-4], [D:0-3-0,Edge], [E:0-1-12,0-1-12], [F:0-2-0,0-0-12], [I:0-1-12,0-1-8], [L:0-3-0,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.97 Vert(LL) -0.35 H-I >846 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.64 Vert(CT) -0.55 H-I >543 180 TCDL 13.0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.08 H n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 117 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals, and A-B: 2x4 SPF No.2, B-D: 2x4 SPF 2100F 1.8E 2-0-0 oc purlins (6-0-0 max.): A-M, A-B. BOT CHORD 2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 9-0-11 oc bracing. WEBS 2x4 SPF No.2 *Except* WEBS 1 Row at midpt F-H, E-H L-M: 2x6 SPF No.2, B-K,C-K,E-I: 2x3 SPF No.2 REACTIONS. (lb/size) L=1181/0-5-8, H=1353/0-3-8 Max Horz L=280(LC 14) Max Uplift L=-93(LC 10), H=-223(LC 14) Max Grav L=1417(LC 29), H=1639(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-287/197, B-C=-3212/235, C-E=-1936/113, F-H=-411/198 BOT CHORD K-L=-750/3524, I-K=-426/2695, H-I=-210/1347 WEBS B-L=-3700/347, B-K=-619/330, C-K=-10/467, C-I=-1262/247, E-I=-59/1170, E-H=-1764/279 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) L except (jt=lb) H=223. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351267 25191 D40A Roof Special 3 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:47 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-FI7fp5489mtsCdebFLzYzf2BAJp8RqmtE?rUWGz7KoU 3-4-15 10-5-11 17-3-2 25-1-8 27-0-12 3-4-15 7-0-12 6-9-7 7-10-7 1-11-4 G 4.12 12 Scale = 1:52.8 F 6x8 4x4 4x7 P E D 3x5 3x4 4x6 9-7-7 C 8-11-8 8-3-12 M 5x6 4-0-0 A B 1-6-0 N O 1-6-0 4x8 0-7-4 K J I Q R L4x7 H 3x4 4x7 4x4 4x5 7-3-7 15-4-2 25-1-8 7-3-7 8-0-11 9-9-6 Plate Offsets (X,Y)-- [A:0-2-4,0-1-8], [B:0-3-4,0-3-0], [D:0-3-8,Edge], [E:0-1-12,0-1-12], [F:0-3-4,0-4-0], [H:Edge,0-1-8], [I:0-2-0,0-1-8], [L:0-3-0,0-2-0], [N:0-2-12,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.87 Vert(LL) -0.30 H-I >980 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.63 Vert(CT) -0.49 H-I >612 180 TCDL 13.0 Rep Stress Incr YES WB 0.83 Horz(CT) 0.07 O n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 129 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals, and A-B: 2x4 SPF No.2, B-D: 2x4 SPF 2100F 1.8E 2-0-0 oc purlins (6-0-0 max.): A-M, A-B. BOT CHORD 2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 9-1-10 oc bracing. WEBS 2x4 SPF No.2 *Except* WEBS 1 Row at midpt E-H, F-O L-M: 2x6 SPF No.2, B-K,C-K,E-I: 2x3 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) L=1181/0-5-8, O=1344/0-3-8 Max Horz L=280(LC 11) Max Uplift L=-93(LC 10), O=-226(LC 14) Max Grav L=1417(LC 29), O=1626(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-271/204, B-C=-3289/253, C-E=-2000/123, H-N=-129/1243, F-N=-129/1243 BOT CHORD K-L=-741/3520, I-K=-436/2740, H-I=-223/1461 WEBS B-L=-3697/328, B-K=-539/306, C-K=-20/490, C-I=-1219/245, E-I=-53/1114, E-H=-1741/268, F-O=-1629/325 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Bearing at joint(s) O considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) L except (jt=lb) O=226. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351268 25191 D41 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:49 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-BgEPEn6PhN7aRxozNm?0248aK6WZvjGAhJKab8z7KoS 3-4-15 25-1-8 3-4-15 21-8-9 4x7 Scale = 1:54.7 4.12 12 N 4x8 M 4x6 L AF K 4x5 J H I G 7x10 MT18HS F 8-11-8 E 8-5-14 AC D 7x14 MT18HS C 4-0-0 A B 1-6-0 AD AE 1-6-0 0-7-4 AG 4x5 6x10 MT18HS Q P O AB AA Z Y X W V U T S R 3x4 3x4 3-4-15 25-1-8 3-4-15 21-8-9 Plate Offsets (X,Y)-- [A:0-7-4,Edge], [B:0-6-12,Edge], [H:0-2-8,Edge], [N:0-3-0,0-2-0], [AA:0-2-8,0-2-4], [AD:0-2-8,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL) -0.04 P-Q >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.57 Vert(CT) -0.07 P-Q >999 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.89 Horz(CT) -0.07 R n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 145 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF 2100F 1.8E *Except* TOP CHORD Structural wood sheathing directly applied or 2-9-6 oc purlins, H-N: 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (2-6-15 max.): A-AC, A-B. BOT CHORD 2x4 SPF 2100F 1.8E *Except* BOT CHORD Rigid ceiling directly applied or 2-11-1 oc bracing. O-T: 2x4 SPF No.2 WEBS 1 Row at midpt N-AE WEBS 2x4 SPF No.2 *Except* AB-AC: 2x6 SPF No.2, A-AA: 2x4 SPF 2100F 1.8E OTHERS 2x4 SPF No.2 *Except* N-AD: 2x6 SPF No.2 REACTIONS. All bearings 20-8-8 except (jt=length) AE=0-3-8. (lb) - Max Horz AB=433(LC 45) Max Uplift All uplift 100 lb or less at joint(s) S, U, V, W, X, Y, Z, AE except AB=-2916(LC 37), R=-122(LC 37), AA=-805(LC 46) Max Grav All reactions 250 lb or less at joint(s) S except AB=3065(LC 44), R=550(LC 70), U=304(LC 70), V=260(LC 70), W=271(LC 70), X=267(LC 70), Y=274(LC 70), Z=251(LC 70), AA=861(LC 41), AE=254(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-AB=-3005/2890, A-B=-7482/7253, B-C=-7127/6952, C-D=-6556/6392, D-E=-5878/5730, E-F=-5199/5066, F-G=-4520/4402, G-I=-3841/3739, I-J=-3162/3073, J-K=-2482/2417, K-L=-1815/1739, L-M=-1123/1071, M-N=-462/451 BOT CHORD AA-AB=-1266/880, Z-AA=-6554/6557, Y-Z=-5780/5867, X-Y=-5103/5114, W-X=-4350/4362, V-W=-3598/3610, U-V=-2846/2858, S-U=-2093/2105, R-S=-1341/1353, Q-R=-589/601 WEBS K-R=-346/102, B-AA=-2263/2183, A-AA=-7714/8120, N-AE=-255/64 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. June 14,2019 Continued on page 211) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351268 25191 D41 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:50 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-gtonS771ShFR35NAwTXFbHgl4Wsoe9WJwz487bz7KoR NOTES- 12) Bearing at joint(s) AE considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) S, U, V, W, X, Y, Z, AE except (jt=lb) AB=2916, R=122, AA=805. 14) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 20-8-8 for 376.1 plf. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351269 25191 D42 Monopitch 7 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:50 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-gtonS771ShFR35NAwTXFbHgmvWmTeBSJwz487bz7KoR -1-10-8 6-9-14 12-10-4 18-10-10 25-1-8 27-0-12 1-10-8 6-9-14 6-0-6 6-0-6 6-2-14 1-11-4 4.12 12 HScale = 1:51.1 G 2x4 4x4 4x6 PF E 3x4 D 9-7-7 8-11-8 1.5x4 C B A 0-3-15 L K J Q R I 4x5 3x4 3x5 4x4 3x6 8-10-0 16-10-8 25-1-8 8-10-0 8-0-8 8-3-0 Plate Offsets (X,Y)-- [D:0-1-12,0-1-8], [E:0-3-0,Edge], [F:0-1-8,0-2-0], [J:0-2-0,0-1-8], [L:0-1-12,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.59 Vert(LL) -0.28 I-J >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.91 Vert(CT) -0.43 I-J >701 180 TCDL 13.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.06 I n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 107 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc purlins, A-E: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B-K: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt G-I, F-I WEBS 2x3 SPF No.2 *Except* G-I,F-I: 2x4 SPF No.2 REACTIONS. (lb/size) I=1359/0-3-8, B=1340/0-5-8 Max Horz B=290(LC 10) Max Uplift I=-217(LC 14), B=-144(LC 10) Max Grav I=1669(LC 21), B=1390(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-2911/255, C-D=-2620/202, D-F=-1432/80, G-I=-587/187 BOT CHORD B-L=-486/2721, J-L=-322/1840, I-J=-168/1004 WEBS C-L=-524/175, D-L=-69/854, D-J=-841/201, F-J=-64/1021, F-I=-1440/246 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) I=217, B=144. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351270 25191 D42A Monopitch 3 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:51 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-83M9fS7fD?NIgEyMUB2U8VDxSw6YNdGT8dqhf1z7KoQ -1-10-8 6-9-14 12-10-4 19-4-4 25-1-8 27-0-12 1-10-8 6-9-14 6-0-6 6-6-0 5-9-4 1-11-4 4.12 12 6x8 H Scale = 1:51.2 G 4x4 4x6 F R E 3x4 D 4x6 9-7-7 9-7-7 8-11-8 1.5x4 C B M Q A 4x8 0-7-4 0-3-15 L K J S T I 4x5 3x4 3x5 4x4 4x5 8-10-0 16-10-8 25-1-8 8-10-0 8-0-8 8-3-0 Plate Offsets (X,Y)-- [D:0-1-12,0-1-8], [E:0-3-0,Edge], [F:0-1-12,0-2-0], [G:0-3-4,0-4-0], [I:Edge,0-1-12], [J:0-1-12,0-1-12], [L:0-1-12,0-1-8], [M:0-3-0,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.60 Vert(LL) -0.23 I-J >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.85 Vert(CT) -0.38 L-P >790 180 TCDL 13.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.05 Q n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 120 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-8-3 oc purlins, A-E: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B-K: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt F-I, G-Q WEBS 2x3 SPF No.2 *Except* G-I,F-I: 2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) B=1340/0-5-8, Q=1350/0-3-8 Max Horz B=290(LC 10) Max Uplift B=-144(LC 10), Q=-220(LC 14) Max Grav B=1388(LC 3), Q=1660(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-2907/254, C-D=-2619/202, D-F=-1417/80, I-M=-153/1191, G-M=-153/1191 BOT CHORD B-L=-484/2716, J-L=-324/1841, I-J=-157/919 WEBS C-L=-514/173, D-L=-65/854, D-J=-871/210, F-J=-76/1038, F-I=-1323/235, G-Q=-1662/336 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Bearing at joint(s) Q considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) B=144, Q=220. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351271 25191 D43 Monopitch 3 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:52 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-cFwYto8H_IV9IOXY2uZjgil4uKRk64zcNHZEBTz7KoP 6-9-14 12-10-4 20-2-4 25-1-8 27-0-12 6-9-14 6-0-6 7-4-0 4-11-4 1-11-4 G 4.12 12 Scale = 1:49.8 F 2x4 4x4 E 4x6 O D 3x4 C 9-7-7 8-11-8 1.5x4 B A 0-3-15 K J I P Q H 3x6 3x4 3x5 4x4 3x6 8-10-0 16-10-8 25-1-8 8-10-0 8-0-8 8-3-0 Plate Offsets (X,Y)-- [C:0-1-12,0-1-8], [D:0-3-0,Edge], [E:0-1-12,0-2-0], [I:0-2-0,0-1-12], [K:0-1-12,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.32 H-I >949 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.92 Vert(CT) -0.47 H-I >642 180 TCDL 13.0 Rep Stress Incr YES WB 0.83 Horz(CT) 0.06 H n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 105 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-5 oc purlins, A-D: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. A-J: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt F-H, E-H WEBS 2x3 SPF No.2 *Except* F-H,E-H: 2x4 SPF No.2 REACTIONS. (lb/size) H=1364/0-3-8, A=1192/0-5-8 Max Horz A=265(LC 10) Max Uplift H=-219(LC 10), A=-84(LC 10) Max Grav H=1667(LC 3), A=1262(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-2931/266, B-C=-2640/214, C-E=-1417/81, F-H=-481/162 BOT CHORD A-K=-498/2742, I-K=-331/1854, H-I=-143/790 WEBS B-K=-522/174, C-K=-73/866, C-I=-910/227, E-I=-88/1123, E-H=-1360/254 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A except (jt=lb) H=219. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351272 25191 D43A Monopitch 3 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:53 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-4RUw489vlcd0wY6lcb4yDwIF3ko6rXblcxJokwz7KoO 6-9-14 12-10-4 19-4-4 25-1-8 27-0-12 6-9-14 6-0-6 6-6-0 5-9-4 1-11-4 G 4.12 12 Scale = 1:50.4 F 6x8 4x4 4x6 E Q D 3x4 C 4x6 9-7-7 9-7-7 8-11-8 1.5x4 B A L P 4x6 0-7-4 0-3-15 K J I R S H 3x6 3x4 3x5 4x4 4x5 8-10-0 16-10-8 25-1-8 8-10-0 8-0-8 8-3-0 Plate Offsets (X,Y)-- [C:0-1-12,0-1-8], [D:0-3-0,Edge], [E:0-1-12,0-2-0], [F:0-3-4,0-4-0], [H:0-1-12,0-1-12], [I:0-1-12,0-1-12], [K:0-1-12,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.23 H-I >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.85 Vert(CT) -0.41 K-O >728 180 TCDL 13.0 Rep Stress Incr YES WB 0.80 Horz(CT) 0.05 P n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 117 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-3-13 oc purlins, A-D: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. A-J: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt E-H, F-P WEBS 2x3 SPF No.2 *Except* F-H,E-H: 2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) A=1192/0-5-8, P=1355/0-3-8 Max Horz A=265(LC 10) Max Uplift A=-84(LC 10), P=-221(LC 10) Max Grav A=1262(LC 3), P=1643(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-2936/268, B-C=-2643/214, C-E=-1413/82, H-L=-155/1185, F-L=-155/1185 BOT CHORD A-K=-499/2747, I-K=-329/1844, H-I=-158/914 WEBS B-K=-531/178, C-K=-75/882, C-I=-883/216, E-I=-80/1043, E-H=-1315/238, F-P=-1646/340 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Bearing at joint(s) P considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A except (jt=lb) P=221. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351273 25191 D44 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:55 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-0qcgVqB9HDtk9sF7j06QILNaoXXQJaM23Fovooz7KoM -1-10-8 25-1-8 27-0-12 1-10-8 25-1-8 1-11-4 4.12 12 3x4 O Scale = 1:52.9 2x4 N M 4x6 2x4 L K J AB 5x10 MT18HS I H G 9-7-7 F 8-11-8 E D C B A 0-3-15 5x16 AA Z Y X W V U T S R Q P 4x5 3x4 25-1-8 25-1-8 Plate Offsets (X,Y)-- [B:0-3-8,Edge], [G:0-5-0,0-3-0], [K:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.77 Vert(LL) 0.00 N n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.67 Vert(CT) 0.00 N n/r 120 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.21 Horz(CT) -0.13 P n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 132 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-4-15 oc purlins, A-G: 2x4 SPF 2100F 1.8E, G-K: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-7-6 oc bracing. B-V: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt N-P WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. All bearings 25-1-8. (lb) - Max Horz B=303(LC 11) Max Uplift All uplift 100 lb or less at joint(s) Q, R, S, T, U, W, X, Y, Z, AA except P=-144(LC 40), B=-2733(LC 37) Max Grav All reactions 250 lb or less at joint(s) Q, T, U, W, X, Y, Z except P=477(LC 21), B=2862(LC 56), R=275(LC 21), S=290(LC 29), AA=504(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-8544/8342, C-D=-6796/6634, D-E=-6060/5921, E-F=-5448/5321, F-G=-4762/4650, G-H=-4011/3906, H-I=-3407/3325, I-J=-2731/2665, J-L=-2030/1979, L-M=-1376/1332, M-N=-701/680, N-P=-464/202 BOT CHORD B-AA=-7791/7800, Z-AA=-6231/6211, Y-Z=-5549/5529, X-Y=-4991/4971, W-X=-4371/4351, U-W=-3751/3733, T-U=-3131/3113, S-T=-2511/2493, R-S=-1891/1873, Q-R=-1271/1253, P-Q=-651/633 WEBS C-AA=-342/154 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 2-0-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. June 14,2019 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351273 25191 D44 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:56 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-U0A2iABo2X?bn0qKHkdfrYwlYxtf21cCIvXSKEz7KoL NOTES- 11) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 12) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) Q, R, S, T, U, W, X, Y, Z, AA except (jt=lb) P=144, B=2733. 14) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 25-1-8 for 310.0 plf. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351274 25191 D45 Monopitch 9 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:56 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-U0A2iABo2X?bn0qKHkdfrYwsFxxO21ZCIvXSKEz7KoL 6-5-9 12-11-2 14-10-6 6-5-9 6-5-9 1-11-4 D Scale = 1:49.7 4.12 12 C 2x4 H 3x4 B 4x4 A 9-7-7 8-11-8 4-6-3 I G F E 1.5x4 3x4 3x4 6-5-9 12-11-2 6-5-9 6-5-9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.07 E-F >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.43 Vert(CT) -0.11 E-F >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.00 E n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 76 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. C-E,B-E: 2x4 SPF No.2 WEBS 1 Row at midpt C-E, B-E REACTIONS. (lb/size) G=595/Mechanical, E=780/0-5-8 Max Horz G=172(LC 11) Max Uplift E=-175(LC 14) Max Grav G=648(LC 3), E=911(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-471/18, C-E=-496/195, A-G=-562/31 BOT CHORD E-F=-151/408 WEBS B-E=-570/215, A-F=0/475 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) E=175. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351275 25191 D46 Flat Girder 1 2 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:58 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-RPHp7sD2Z8FJ0J_iO9g7wz?51lbrWsBUlD0ZP7z7KoJ 4-5-3 8-8-10 13-0-0 17-5-4 4-5-3 4-3-8 4-3-6 4-5-5 Scale = 1:29.9 4x4 2x4 4x4 10x12 6x8 A B C D E 4-5-2 4-5-2 K L M N O P Q I H G10x12 F J 10x12 7x8 5x6 4x5 TWO USP SBP4 BRACKETS REQ'D AT SUPPORT. INSTALL AS PER USP SPECIFICATIONS. 4-5-3 8-8-10 13-0-0 17-5-4 4-5-3 4-3-8 4-3-6 4-5-5 Plate Offsets (X,Y)-- [A:0-2-4,0-2-0], [B:0-1-12,0-1-12], [D:0-1-12,0-1-12], [F:0-2-8,0-2-8], [G:0-3-8,0-5-0], [H:0-4-0,0-4-8], [I:0-3-8,0-5-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL) -0.10 G-H >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.49 Vert(CT) -0.19 G-H >999 180 TCDL 13.0 Rep Stress Incr NO WB 0.52 Horz(CT) 0.03 F n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 214 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins (4-8-3 max.): A-E, except end verticals. BOT CHORD 2x6 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 *Except* A-I,B-H,D-H,E-G: 2x4 SPF 2100F 1.8E REACTIONS. (lb/size) J=8987/0-3-8 , F=8838/Mechanical Max Horz J=-81(LC 10) Max Uplift F=-331(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-J=-7557/0, A-B=-7377/0, B-C=-9574/0, C-D=-9574/0, D-E=-7420/0, E-F=-7584/384 BOT CHORD H-I=0/7377, G-H=0/7420 WEBS A-I=0/9929, B-I=-4010/0, B-H=0/2994, C-H=-1733/0, D-H=0/2938, D-G=-3973/0, E-G=0/9977 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 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. 3) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) WARNING: Required bearing size at joint(s) J greater than input bearing size. 9) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Refer to girder(s) for truss to truss connections. 11) Bearing at joint(s) J considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12) Provide metal plate or equivalent at bearing(s) F to support reaction shown. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) F=331. 14) Load case(s) 1, 2, 3, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 28, 29, 30, 31, 32, 33, 34, 35, 36, 37, 38, 39, 40, 41 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. June 14,2019 Continued on page 215) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351275 25191 D46 Flat Girder 1 2 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:58 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-RPHp7sD2Z8FJ0J_iO9g7wz?51lbrWsBUlD0ZP7z7KoJ NOTES- 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1800 lb up at 17-3-8 on top chord, and 622 lb down at 0-7-4, 555 lb down and 95 lb up at 0-7-4, 613 lb down at 2-7-4, 547 lb down and 101 lb up at 2-7-4, 613 lb down at 4-7-4, 547 lb down and 101 lb up at 4-7-4, 613 lb down at 6-7-4, 547 lb down and 101 lb up at 6-7-4, 613 lb down at 8-7-4, 547 lb down and 101 lb up at 8-7-4, 613 lb down at 10-7-4, 547 lb down and 101 lb up at 10-7-4, 613 lb down at 12-7-4, 547 lb down and 101 lb up at 12-7-4, 613 lb down at 14-7-4, 547 lb down and 101 lb up at 14-7-4, and 618 lb down at 16-7-4, and 551 lb down and 98 lb up at 16-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-E=-426, F-J=-20 Concentrated Loads (lb) Vert: I=-1129(F=-582, B=-547) H=-1129(F=-582, B=-547) K=-1140(F=-588, B=-552) L=-1129(F=-582, B=-547) M=-1129(F=-582, B=-547) N=-1129(F=-582, B=-547) O=-1129(F=-582, B=-547) P=-1129(F=-582, B=-547) Q=-1135(F=-585, B=-550) 2) Dead + 0.75 Snow (balanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-E=-370, F-J=-35 Concentrated Loads (lb) Vert: I=-1158(F=-613, B=-545) H=-1158(F=-613, B=-545) E=1350 K=-1177(F=-622, B=-555) L=-1158(F=-613, B=-545) M=-1158(F=-613, B=-545) N=-1158(F=-613, B=-545) O=-1158(F=-613, B=-545) P=-1158(F=-613, B=-545) Q=-1169(F=-618, B=-551) 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-E=-201, F-J=-40 Concentrated Loads (lb) Vert: I=-721(F=-374, B=-347) H=-721(F=-374, B=-347) K=-743(F=-385, B=-358) L=-721(F=-374, B=-347) M=-721(F=-374, B=-347) N=-721(F=-374, B=-347) O=-721(F=-374, B=-347) P=-721(F=-374, B=-347) Q=-733(F=-380, B=-353) 8) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-154, F-J=-10 Horz: A-J=12 Concentrated Loads (lb) Vert: I=-15(F=-105, B=91) H=-15(F=-105, B=91) E=1800 K=-20(F=-108, B=88) L=-15(F=-105, B=91) M=-15(F=-105, B=91) N=-15(F=-105, B=91) O=-15(F=-105, B=91) P=-15(F=-105, B=91) Q=-18(F=-107, B=89) 9) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-154, F-J=-10 Horz: A-J=-15 Concentrated Loads (lb) Vert: I=-15(F=-105, B=91) H=-15(F=-105, B=91) E=1800 K=-20(F=-108, B=88) L=-15(F=-105, B=91) M=-15(F=-105, B=91) N=-15(F=-105, B=91) O=-15(F=-105, B=91) P=-15(F=-105, B=91) Q=-18(F=-107, B=89) 10) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-180, F-J=-20 Horz: A-J=20 Concentrated Loads (lb) Vert: I=5(F=-95, B=101) H=5(F=-95, B=101) E=1800 K=-5(F=-101, B=95) L=5(F=-95, B=101) M=5(F=-95, B=101) N=5(F=-95, B=101) O=5(F=-95, B=101) P=5(F=-95, B=101) Q=-1(F=-98, B=98) 11) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-180, F-J=-20 Horz: A-J=-7 Concentrated Loads (lb) Vert: I=5(F=-95, B=101) H=5(F=-95, B=101) E=1800 K=-5(F=-101, B=95) L=5(F=-95, B=101) M=5(F=-95, B=101) N=5(F=-95, B=101) O=5(F=-95, B=101) P=5(F=-95, B=101) Q=-1(F=-98, B=98) 12) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-154, F-J=-10 Horz: A-J=10 Concentrated Loads (lb) Vert: I=-15(F=-105, B=91) H=-15(F=-105, B=91) E=1800 K=-20(F=-108, B=88) L=-15(F=-105, B=91) M=-15(F=-105, B=91) N=-15(F=-105, B=91) O=-15(F=-105, B=91) P=-15(F=-105, B=91) Q=-18(F=-107, B=89) 13) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-154, F-J=-10 Horz: A-J=-14 Concentrated Loads (lb) Vert: I=-15(F=-105, B=91) H=-15(F=-105, B=91) E=1800 K=-20(F=-108, B=88) L=-15(F=-105, B=91) M=-15(F=-105, B=91) N=-15(F=-105, B=91) O=-15(F=-105, B=91) P=-15(F=-105, B=91) Q=-18(F=-107, B=89) 14) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-154, F-J=-10 Horz: A-J=10 Concentrated Loads (lb) Vert: I=-15(F=-105, B=91) H=-15(F=-105, B=91) E=1800 K=-20(F=-108, B=88) L=-15(F=-105, B=91) M=-15(F=-105, B=91) N=-15(F=-105, B=91) O=-15(F=-105, B=91) P=-15(F=-105, B=91) Q=-18(F=-107, B=89) 15) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.33, Plate Increase=1.33 Continued on page 3 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351275 25191 D46 Flat Girder 1 2 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:58 2019 Page 3 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-RPHp7sD2Z8FJ0J_iO9g7wz?51lbrWsBUlD0ZP7z7KoJ LOAD CASE(S) Standard Uniform Loads (plf) Vert: A-E=-154, F-J=-10 Horz: A-J=-14 Concentrated Loads (lb) Vert: I=-15(F=-105, B=91) H=-15(F=-105, B=91) E=1800 K=-20(F=-108, B=88) L=-15(F=-105, B=91) M=-15(F=-105, B=91) N=-15(F=-105, B=91) O=-15(F=-105, B=91) P=-15(F=-105, B=91) Q=-18(F=-107, B=89) 16) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-180, F-J=-20 Horz: A-J=18 Concentrated Loads (lb) Vert: I=5(F=-95, B=101) H=5(F=-95, B=101) E=1800 K=-5(F=-101, B=95) L=5(F=-95, B=101) M=5(F=-95, B=101) N=5(F=-95, B=101) O=5(F=-95, B=101) P=5(F=-95, B=101) Q=-1(F=-98, B=98) 17) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-180, F-J=-20 Horz: A-J=-6 Concentrated Loads (lb) Vert: I=5(F=-95, B=101) H=5(F=-95, B=101) E=1800 K=-5(F=-101, B=95) L=5(F=-95, B=101) M=5(F=-95, B=101) N=5(F=-95, B=101) O=5(F=-95, B=101) P=5(F=-95, B=101) Q=-1(F=-98, B=98) 18) Dead + Uninhabitable Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-E=-201, F-J=-40 Concentrated Loads (lb) Vert: I=-760(F=-413, B=-347) H=-760(F=-413, B=-347) K=-782(F=-424, B=-358) L=-760(F=-413, B=-347) M=-760(F=-413, B=-347) N=-760(F=-413, B=-347) O=-760(F=-413, B=-347) P=-760(F=-413, B=-347) Q=-772(F=-419, B=-353) 19) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-354, F-J=-35 Horz: A-J=15 Concentrated Loads (lb) Vert: I=-42(F=-95, B=54) H=-42(F=-95, B=54) E=1350 K=-52(F=-101, B=48) L=-42(F=-95, B=54) M=-42(F=-95, B=54) N=-42(F=-95, B=54) O=-42(F=-95, B=54) P=-42(F=-95, B=54) Q=-48(F=-98, B=50) 20) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-354, F-J=-35 Horz: A-J=-5 Concentrated Loads (lb) Vert: I=-42(F=-95, B=54) H=-42(F=-95, B=54) E=1350 K=-52(F=-101, B=48) L=-42(F=-95, B=54) M=-42(F=-95, B=54) N=-42(F=-95, B=54) O=-42(F=-95, B=54) P=-42(F=-95, B=54) Q=-48(F=-98, B=50) 21) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-354, F-J=-35 Horz: A-J=14 Concentrated Loads (lb) Vert: I=-42(F=-95, B=54) H=-42(F=-95, B=54) E=1350 K=-52(F=-101, B=48) L=-42(F=-95, B=54) M=-42(F=-95, B=54) N=-42(F=-95, B=54) O=-42(F=-95, B=54) P=-42(F=-95, B=54) Q=-48(F=-98, B=50) 22) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-354, F-J=-35 Horz: A-J=-4 Concentrated Loads (lb) Vert: I=-42(F=-95, B=54) H=-42(F=-95, B=54) E=1350 K=-52(F=-101, B=48) L=-42(F=-95, B=54) M=-42(F=-95, B=54) N=-42(F=-95, B=54) O=-42(F=-95, B=54) P=-42(F=-95, B=54) Q=-48(F=-98, B=50) 23) Dead + Minimum Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-E=-416, F-J=-20 Concentrated Loads (lb) Vert: I=-1129(F=-582, B=-547) H=-1129(F=-582, B=-547) K=-1140(F=-588, B=-552) L=-1129(F=-582, B=-547) M=-1129(F=-582, B=-547) N=-1129(F=-582, B=-547) O=-1129(F=-582, B=-547) P=-1129(F=-582, B=-547) Q=-1135(F=-585, B=-550) 28) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-154, F-J=-10 Horz: A-J=12 Concentrated Loads (lb) Vert: I=-491(F=-265, B=-227) H=-491(F=-265, B=-227) E=1800 K=-496(F=-267, B=-229) L=-491(F=-265, B=-227) M=-491(F=-265, B=-227) N=-491(F=-265, B=-227) O=-491(F=-265, B=-227) P=-491(F=-265, B=-227) Q=-494(F=-266, B=-228) 29) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-154, F-J=-10 Horz: A-J=-15 Continued on page 4 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351275 25191 D46 Flat Girder 1 2 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:58 2019 Page 4 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-RPHp7sD2Z8FJ0J_iO9g7wz?51lbrWsBUlD0ZP7z7KoJ LOAD CASE(S) Standard Concentrated Loads (lb) Vert: I=-491(F=-265, B=-227) H=-491(F=-265, B=-227) E=1800 K=-496(F=-267, B=-229) L=-491(F=-265, B=-227) M=-491(F=-265, B=-227) N=-491(F=-265, B=-227) O=-491(F=-265, B=-227) P=-491(F=-265, B=-227) Q=-494(F=-266, B=-228) 30) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-180, F-J=-20 Horz: A-J=20 Concentrated Loads (lb) Vert: I=-471(F=-255, B=-217) H=-471(F=-255, B=-217) E=1800 K=-482(F=-260, B=-222) L=-471(F=-255, B=-217) M=-471(F=-255, B=-217) N=-471(F=-255, B=-217) O=-471(F=-255, B=-217) P=-471(F=-255, B=-217) Q=-477(F=-258, B=-220) 31) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-180, F-J=-20 Horz: A-J=-7 Concentrated Loads (lb) Vert: I=-471(F=-255, B=-217) H=-471(F=-255, B=-217) E=1800 K=-482(F=-260, B=-222) L=-471(F=-255, B=-217) M=-471(F=-255, B=-217) N=-471(F=-255, B=-217) O=-471(F=-255, B=-217) P=-471(F=-255, B=-217) Q=-477(F=-258, B=-220) 32) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-154, F-J=-10 Horz: A-J=10 Concentrated Loads (lb) Vert: I=-491(F=-265, B=-227) H=-491(F=-265, B=-227) E=1800 K=-496(F=-267, B=-229) L=-491(F=-265, B=-227) M=-491(F=-265, B=-227) N=-491(F=-265, B=-227) O=-491(F=-265, B=-227) P=-491(F=-265, B=-227) Q=-494(F=-266, B=-228) 33) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-154, F-J=-10 Horz: A-J=-14 Concentrated Loads (lb) Vert: I=-491(F=-265, B=-227) H=-491(F=-265, B=-227) E=1800 K=-496(F=-267, B=-229) L=-491(F=-265, B=-227) M=-491(F=-265, B=-227) N=-491(F=-265, B=-227) O=-491(F=-265, B=-227) P=-491(F=-265, B=-227) Q=-494(F=-266, B=-228) 34) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-154, F-J=-10 Horz: A-J=10 Concentrated Loads (lb) Vert: I=-491(F=-265, B=-227) H=-491(F=-265, B=-227) E=1800 K=-496(F=-267, B=-229) L=-491(F=-265, B=-227) M=-491(F=-265, B=-227) N=-491(F=-265, B=-227) O=-491(F=-265, B=-227) P=-491(F=-265, B=-227) Q=-494(F=-266, B=-228) 35) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-154, F-J=-10 Horz: A-J=-14 Concentrated Loads (lb) Vert: I=-491(F=-265, B=-227) H=-491(F=-265, B=-227) E=1800 K=-496(F=-267, B=-229) L=-491(F=-265, B=-227) M=-491(F=-265, B=-227) N=-491(F=-265, B=-227) O=-491(F=-265, B=-227) P=-491(F=-265, B=-227) Q=-494(F=-266, B=-228) 36) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-180, F-J=-20 Horz: A-J=18 Concentrated Loads (lb) Vert: I=-471(F=-255, B=-217) H=-471(F=-255, B=-217) E=1800 K=-482(F=-260, B=-222) L=-471(F=-255, B=-217) M=-471(F=-255, B=-217) N=-471(F=-255, B=-217) O=-471(F=-255, B=-217) P=-471(F=-255, B=-217) Q=-477(F=-258, B=-220) 37) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-180, F-J=-20 Horz: A-J=-6 Concentrated Loads (lb) Vert: I=-471(F=-255, B=-217) H=-471(F=-255, B=-217) E=1800 K=-482(F=-260, B=-222) L=-471(F=-255, B=-217) M=-471(F=-255, B=-217) N=-471(F=-255, B=-217) O=-471(F=-255, B=-217) P=-471(F=-255, B=-217) Q=-477(F=-258, B=-220) 38) Reversal: Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-354, F-J=-35 Horz: A-J=15 Concentrated Loads (lb) Vert: I=-950(F=-509, B=-441) H=-950(F=-509, B=-441) E=1350 K=-969(F=-519, B=-450) L=-950(F=-509, B=-441) M=-950(F=-509, B=-441) N=-950(F=-509, B=-441) O=-950(F=-509, B=-441) P=-950(F=-509, B=-441) Q=-961(F=-515, B=-446) 39) Reversal: Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.33 , Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-354, F-J=-35 Horz: A-J=-5 Continued on page 5 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351275 25191 D46 Flat Girder 1 2 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:58 2019 Page 5 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-RPHp7sD2Z8FJ0J_iO9g7wz?51lbrWsBUlD0ZP7z7KoJ LOAD CASE(S) Standard Concentrated Loads (lb) Vert: I=-950(F=-509, B=-441) H=-950(F=-509, B=-441) E=1350 K=-969(F=-519, B=-450) L=-950(F=-509, B=-441) M=-950(F=-509, B=-441) N=-950(F=-509, B=-441) O=-950(F=-509, B=-441) P=-950(F=-509, B=-441) Q=-961(F=-515, B=-446) 40) Reversal: Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-354, F-J=-35 Horz: A-J=14 Concentrated Loads (lb) Vert: I=-950(F=-509, B=-441) H=-950(F=-509, B=-441) E=1350 K=-969(F=-519, B=-450) L=-950(F=-509, B=-441) M=-950(F=-509, B=-441) N=-950(F=-509, B=-441) O=-950(F=-509, B=-441) P=-950(F=-509, B=-441) Q=-961(F=-515, B=-446) 41) Reversal: Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-354, F-J=-35 Horz: A-J=-4 Concentrated Loads (lb) Vert: I=-950(F=-509, B=-441) H=-950(F=-509, B=-441) E=1350 K=-969(F=-519, B=-450) L=-950(F=-509, B=-441) M=-950(F=-509, B=-441) N=-950(F=-509, B=-441) O=-950(F=-509, B=-441) P=-950(F=-509, B=-441) Q=-961(F=-515, B=-446) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351276 25191 D47 Roof Special 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:00:59 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-vbrBLCEgKSN9eTZuysBMSBYFa8thFJLe_tm6xZz7KoI 5-0-2 12-1-12 18-5-5 24-10-12 30-9-0 5-0-2 7-1-10 6-3-9 6-5-7 5-10-4 Scale = 1:54.5 4x5 D 4.12 12 3x4 P 4x4 6x8 C E N 4x4 6-1-6 4x7 O F B 4-0-0 A 1-6-0 1-8-31-10-111-6-0 J M L K I H G 4x5 3x4 5x8 4x4 4x8 3x4 1.5x4 5-0-2 5-10-2 12-1-12 18-5-5 24-10-12 30-9-0 5-0-2 0-10-0 6-3-9 6-3-9 6-5-7 5-10-4 Plate Offsets (X,Y)-- [A:0-4-4,0-2-8], [B:0-3-8,0-2-4], [D:0-3-0,Edge], [E:0-2-0,0-1-12], [F:0-1-4,0-1-12], [K:0-1-8,0-1-12], [L:0-3-12,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.78 Vert(LL) -0.31 K-L >960 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.71 Vert(CT) -0.53 K-L >555 180 TCDL 13.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.06 H n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 122 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, B-D: 2x4 SPF 2100F 1.8E except end verticals, and 2-0-0 oc purlins (2-6-3 max.): A-N, A-B. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: J-M: 2x4 SPF 2100F 1.8E 6-0-0 oc bracing: H-I. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt B-K, C-I M-N: 2x6 SPF No.2, A-L: 2x4 SPF 2100F 1.8E B-K,C-I,F-G: 2x4 SPF No.2 REACTIONS. (lb/size) M=1121/0-5-8, H=1795/0-5-8 Max Horz M=115(LC 14) Max Uplift M=-127(LC 10), H=-231(LC 11) Max Grav M=1238(LC 33), H=1842(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-M=-1152/156, A-B=-4229/557, B-C=-2764/287, C-D=-1228/133, D-E=-1132/137, E-F=-164/424 BOT CHORD L-M=-254/286, K-L=-584/4316, I-K=-250/2537, H-I=-331/174 WEBS A-L=-425/4223, B-L=-1009/179, B-K=-1823/348, C-K=0/583, C-I=-1745/263, D-I=-4/349, E-I=-215/1420, E-H=-1546/363, F-H=-400/216 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) M=127, H=231. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351277 25191 D47A Roof Special 3 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:01:01 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-r_zxltFws3dttnjH4HDqYcdcPyZ4j6YxSBFD0Sz7KoG 5-0-2 12-1-12 18-5-5 24-10-12 30-9-0 5-0-2 7-1-10 6-3-9 6-5-7 5-10-4 Scale = 1:57.2 4x5 D 5x16 4.12 12 3x10 3x10 3x4 R 7x8 E S C O 5x6 6-1-6 4x7 Q F B 4-0-0 3-11-12 A 1-6-0 P 1-7-131-10-11 1-6-0 0-7-4 K N M L J I H G 3x5 3x4 6x8 4x4 4x8 3x4 2x4 3x4 5-0-2 5-10-2 12-1-12 18-5-5 24-10-12 30-9-0 5-0-2 0-10-0 6-3-9 6-3-9 6-5-7 5-10-4 Plate Offsets (X,Y)-- [A:0-4-0,0-3-4], [A:0-5-8,0-3-1], [A:0-5-8,0-5-8], [B:0-3-8,0-2-4], [D:0-2-8,0-2-4], [E:0-3-4,0-3-0], [F:0-2-0,0-1-12], [L:0-1-8,0-1-12], [M:0-4-0,0-2-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.76 Vert(LL) -0.31 L-M >933 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.71 Vert(CT) -0.53 L-M >543 180 TCDL 13.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.05 P n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 133 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-0-12 oc purlins, B-D: 2x4 SPF 2100F 1.8E except end verticals, and 2-0-0 oc purlins (2-7-4 max.): A-O, A-B, BOT CHORD 2x4 SPF No.2 *Except* E-P. Except: K-N: 2x4 SPF 2100F 1.8E 6-0-0 oc bracing: H-I WEBS 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: N-O: 2x6 SPF No.2, B-M,C-L,D-J,F-G,F-H: 2x3 SPF No.2 6-0-0 oc bracing: I-J. OTHERS 2x6 SPF No.2 WEBS 1 Row at midpt B-L, C-J REACTIONS. (lb/size) N=1081/0-5-8, P=1824/0-5-8 Max Horz N=115(LC 14) Max Uplift N=-125(LC 10), P=-240(LC 11) Max Grav N=1204(LC 33), P=1860(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-N=-1113/146, A-B=-4087/520, B-C=-2644/252, C-D=-1114/121, D-E=-1013/132, E-F=-166/482, E-P=-1594/379 BOT CHORD M-N=-253/295, L-M=-546/4170, J-L=-245/2423, I-J=-434/216 WEBS A-M=-387/4059, B-M=-972/168, B-L=-1790/343, C-L=0/574, C-J=-1738/260, D-J=-33/290, E-J=-236/1433, F-H=-457/216 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 30-7-12 zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Bearing at joint(s) P considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) N=125, P=240. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351278 25191 D48 Roof Special 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:01:02 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-JAXKzDGYdNlkVxITd_k34pAmeMuqShn4gr_mYuz7KoF 5-0-2 12-0-8 18-5-5 25-1-8 5-0-2 7-0-6 6-4-13 6-8-3 Scale = 1:44.1 4x6 D 4.12 12 N 3x4 5x6 7x8 E C L 6-1-6 4x7 M 4-0-0 B A 3-7-53-9-13 1-6-0 1-6-0 H J I G K F 4x5 3x4 6x8 4x4 4x8 3x4 5-0-2 12-0-8 15-4-9 18-5-5 25-1-8 5-0-2 7-0-6 3-4-1 3-0-12 6-8-3 Plate Offsets (X,Y)-- [A:0-4-0,0-3-4], [B:0-3-8,0-2-4], [D:0-3-0,0-2-8], [E:0-3-0,0-1-12], [G:0-2-8,0-2-4], [I:0-1-8,0-1-12], [J:0-4-0,0-2-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL) -0.31 I-J >947 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.81 Vert(CT) -0.55 I-J >541 180 TCDL 13.0 Rep Stress Incr YES WB 0.49 Horz(CT) 0.07 F n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 104 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF 2100F 1.8E *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, A-B: 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (2-4-6 max.): A-L, A-B. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 9-1-8 oc bracing. H-K: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt B-I, C-G WEBS 2x3 SPF No.2 *Except* K-L: 2x6 SPF No.2, A-J: 2x4 SPF 2100F 1.8E B-I,E-F,C-G: 2x4 SPF No.2 REACTIONS. (lb/size) K=1188/0-5-8, F=1188/0-5-8 Max Horz K=147(LC 14) Max Uplift K=-125(LC 10), F=-82(LC 10) Max Grav K=1290(LC 39), F=1238(LC 39) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-K=-1194/178, A-B=-4389/647, B-C=-2938/368, C-D=-1383/209, D-E=-1281/204, E-F=-1151/215 BOT CHORD J-K=-325/274, I-J=-738/4480, G-I=-380/2703 WEBS A-J=-510/4383, B-J=-1052/200, B-I=-1827/363, C-I=0/582, D-G=0/430, E-G=-159/1306, C-G=-1755/265 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) F except (jt=lb) K=125. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351279 25191 D49 Roof Special Girder 1 3 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:01:03 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-nN5iAZHBOgub64tgBiGId1jwImBjB5aEvVkK4Kz7KoE 3-0-13 5-10-2 8-11-10 12-1-1 18-5-5 25-1-8 3-0-13 2-9-5 3-1-7 3-1-7 6-4-4 6-8-3 Scale = 1:44.3 5x6 F 4.12 12 Q 5x10 4x6 G E 0.25 12 3x5 D 6-1-6 6x8 6x10 4x8 A B C 3-9-13 1-9-71-8-0 L J O N M K I P H 6x10 MT18HS 4x10 MT18HS 5x10 4x10 6x10 MT18HS 10x12 5x12 2x4 3x5 3-0-13 5-10-2 8-11-10 12-1-1 18-5-5 25-1-8 3-0-13 2-9-5 3-1-7 3-1-7 6-4-4 6-8-3 Plate Offsets (X,Y)-- [A:0-3-12,0-2-4], [B:0-2-0,0-1-8], [C:0-4-0,0-4-0], [D:0-2-4,0-1-8], [E:0-5-0,0-2-0], [G:0-2-8,0-1-8], [H:0-2-4,0-1-4], [K:0-2-0,0-8-0], [N:0-3-0,0-1-12], [O:0-3-0,0-2-0], [P:0-5-0,0-0-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.86 Vert(LL) -0.27 M >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.96 Vert(CT) -0.53 M >564 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr NO WB 0.64 Horz(CT) 0.09 H n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 459 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins, A-C: 2x6 SPF 2100F 1.8E except end verticals. BOT CHORD 2x6 SPF 2100F 1.8E *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. J-L: 2x10 DF SS WEBS 2x4 SPF No.2 *Except* A-P: 2x6 SPF No.2, A-O,B-N,E-I: 2x4 SPF 2100F 1.8E E-K: 2x10 DF SS REACTIONS. (lb/size) P=8654/0-5-8, H=6147/0-5-8 Max Horz P=82(LC 43) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-P=-8149/0, A-B=-17015/0, B-C=-28840/0, C-D=-25976/0, D-E=-21785/0, E-F=-7262/0, F-G=-7291/0, G-H=-6092/0 BOT CHORD O-P=0/1302, N-O=0/16988, M-N=0/29534, K-M=0/24529, I-K=0/20364 WEBS A-O=0/17059, B-O=-6737/0, B-N=0/13146, C-N=-6524/0, C-M=-5440/0, D-M=0/2561, D-K=-5120/0, E-K=0/11286, E-I=-15435/0, F-I=0/4171, G-I=0/7631 NOTES- 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x10 - 4 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member B-O 2x4 - 1 row at 0-7-0 oc, member N-C 2x4 - 1 row at 0-7-0 oc, 2x10 - 5 rows staggered at 0-4-0 oc. 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. 3) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Load case(s) 1, 2, 3, 4, 5, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 53 has/have been modified. Building designer must review loads to verify that they are June 14,2019 Continued on page 2correct for the intended use of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351279 25191 D49 Roof Special Girder 1 3 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:01:03 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-nN5iAZHBOgub64tgBiGId1jwImBjB5aEvVkK4Kz7KoE NOTES- 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1800 lb up at 12-1-0 on top chord, and 8274 lb down at 12-1-1 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-426, C-E=-426, E-F=-76, F-G=-76, H-P=-20 Concentrated Loads (lb) Vert: K=-8274(B) 2) Dead + 0.75 Snow (balanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-370, C-E=-370, E-F=-64, F-G=-64, H-P=-35 Concentrated Loads (lb) Vert: K=-7909(B) E=1350 3) Dead + 0.75 Snow (Unbal. Left) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-370, C-E=-370, E-Q=-64, F-Q=-72, F-G=-37, H-P=-35 Concentrated Loads (lb) Vert: K=-7909(B) E=1350 4) Dead + 0.75 Snow (Unbal. Right) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-344, C-E=-344, E-F=-37, F-G=-86, H-P=-35 Concentrated Loads (lb) Vert: K=-7909(B) E=1350 5) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-C=-201, C-E=-201, E-F=-26, F-G=-26, H-P=-40 Concentrated Loads (lb) Vert: K=-4890(B) 10) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-154, C-E=-154, E-F=21, F-G=12, H-P=-10 Horz: A-P=12, A-C=-29, C-F=-29, F-G=20, G-H=15 Concentrated Loads (lb) Vert: K=-2457(B) E=1800 11) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-167, C-E=-163, E-F=12, F-G=21, H-P=-10 Horz: A-P=-15, A-C=-17, C-F=-20, F-G=29, G-H=-12 Concentrated Loads (lb) Vert: K=-2457(B) E=1800 12) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-180, C-E=-180, E-F=-5, F-G=-14, H-P=-20 Horz: A-P=20, A-C=-21, C-F=-21, F-G=12, G-H=7 Concentrated Loads (lb) Vert: K=-2447(B) E=1800 13) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-193, C-E=-189, E-F=-14, F-G=-5, H-P=-20 Horz: A-P=-7, A-C=-8, C-F=-12, F-G=21, G-H=-20 Concentrated Loads (lb) Vert: K=-2447(B) E=1800 14) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-154, C-E=-154, E-F=21, F-G=8, H-P=-10 Horz: A-P=10, A-C=-29, C-F=-29, F-G=17, G-H=14 Concentrated Loads (lb) Vert: K=-2457(B) E=1800 15) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-167, C-E=-167, E-F=8, F-G=21, H-P=-10 Horz: A-P=-14, A-C=-17, C-F=-17, F-G=29, G-H=-10 Concentrated Loads (lb) Vert: K=-2457(B) E=1800 16) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-154, C-E=-154, E-F=21, F-G=8, H-P=-10 Horz: A-P=10, A-C=-29, C-F=-29, F-G=17, G-H=14 Concentrated Loads (lb) Vert: K=-2457(B) E=1800 17) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-167, C-E=-167, E-F=8, F-G=21, H-P=-10 Horz: A-P=-14, A-C=-17, C-F=-17, F-G=29, G-H=-10 Concentrated Loads (lb) Vert: K=-2457(B) E=1800 Continued on page 3 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351279 25191 D49 Roof Special Girder 1 3 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:01:03 2019 Page 3 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-nN5iAZHBOgub64tgBiGId1jwImBjB5aEvVkK4Kz7KoE LOAD CASE(S) Standard 18) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-180, C-E=-180, E-F=-5, F-G=-18, H-P=-20 Horz: A-P=18, A-C=-21, C-F=-21, F-G=8, G-H=6 Concentrated Loads (lb) Vert: K=-2447(B) E=1800 19) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-193, C-E=-193, E-F=-18, F-G=-5, H-P=-20 Horz: A-P=-6, A-C=-8, C-F=-8, F-G=21, G-H=-18 Concentrated Loads (lb) Vert: K=-2447(B) E=1800 20) Dead + Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-426, C-E=-426, E-Q=-76, F-Q=-88, F-G=-41, H-P=-20 Concentrated Loads (lb) Vert: K=-8274(B) 21) Dead + Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-391, C-E=-391, E-F=-41, F-G=-106, H-P=-20 Concentrated Loads (lb) Vert: K=-8274(B) 22) Dead + Uninhabitable Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-C=-201, C-E=-201, E-F=-26, F-G=-26, H-P=-40 Concentrated Loads (lb) Vert: K=-4890(B) 23) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-354, C-E=-354, E-F=-48, F-G=-55, H-P=-35 Horz: A-P=15, A-C=-16, C-F=-16, F-G=9, G-H=5 Concentrated Loads (lb) Vert: K=-2447(B) E=1350 24) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-364, C-E=-361, E-F=-55, F-G=-48, H-P=-35 Horz: A-P=-5, A-C=-6, C-F=-9, F-G=16, G-H=-15 Concentrated Loads (lb) Vert: K=-2447(B) E=1350 25) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-354, C-E=-354, E-F=-48, F-G=-57, H-P=-35 Horz: A-P=14, A-C=-16, C-F=-16, F-G=6, G-H=4 Concentrated Loads (lb) Vert: K=-2447(B) E=1350 26) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-364, C-E=-364, E-F=-57, F-G=-48, H-P=-35 Horz: A-P=-4, A-C=-6, C-F=-6, F-G=16, G-H=-14 Concentrated Loads (lb) Vert: K=-2447(B) E=1350 27) Dead + Minimum Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-416, C-E=-376, E-F=-26, F-G=-26, H-P=-20 Concentrated Loads (lb) Vert: K=-8274(B) 28) 3rd Dead + 0.75 Snow (Unbal. Left) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-344, C-E=-370, E-Q=-64, F-Q=-72, F-G=-37, H-P=-35 Concentrated Loads (lb) Vert: K=-7909(B) E=1350 29) 4th Dead + 0.75 Snow (Unbal. Left) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-386, C-E=-344, E-F=-37, F-G=-37, H-P=-35 Concentrated Loads (lb) Vert: K=-7909(B) E=1350 30) 5th Dead + 0.75 Snow (Unbal. Right) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-344, C-D=-375, D-E=-370, E-F=-64, F-G=-37, H-P=-35 Concentrated Loads (lb) Vert: K=-7909(B) E=1350 31) 6th Dead + 0.75 Snow (Unbal. Right) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-344, C-E=-344, E-F=-37, F-G=-86, H-P=-35 Concentrated Loads (lb) Vert: K=-7909(B) E=1350 Continued on page 4 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351279 25191 D49 Roof Special Girder 1 3 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:01:03 2019 Page 4 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-nN5iAZHBOgub64tgBiGId1jwImBjB5aEvVkK4Kz7KoE LOAD CASE(S) Standard 32) 7th Dead + Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-391, C-E=-426, E-Q=-76, F-Q=-88, F-G=-41, H-P=-20 Concentrated Loads (lb) Vert: K=-8274(B) 33) 8th Dead + Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-447, C-E=-391, E-F=-41, F-G=-41, H-P=-20 Concentrated Loads (lb) Vert: K=-8274(B) 34) 9th Dead + Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-391, C-D=-433, D-E=-426, E-F=-76, F-G=-41, H-P=-20 Concentrated Loads (lb) Vert: K=-8274(B) 35) 10th Dead + Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-391, C-E=-391, E-F=-41, F-G=-106, H-P=-20 Concentrated Loads (lb) Vert: K=-8274(B) 40) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-154, C-E=-154, E-F=21, F-G=12, H-P=-10 Horz: A-P=12, A-C=-29, C-F=-29, F-G=20, G-H=15 Concentrated Loads (lb) Vert: K=-3682(B) E=1800 41) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-167, C-E=-163, E-F=12, F-G=21, H-P=-10 Horz: A-P=-15, A-C=-17, C-F=-20, F-G=29, G-H=-12 Concentrated Loads (lb) Vert: K=-3682(B) E=1800 42) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-180, C-E=-180, E-F=-5, F-G=-14, H-P=-20 Horz: A-P=20, A-C=-21, C-F=-21, F-G=12, G-H=7 Concentrated Loads (lb) Vert: K=-3672(B) E=1800 43) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-193, C-E=-189, E-F=-14, F-G=-5, H-P=-20 Horz: A-P=-7, A-C=-8, C-F=-12, F-G=21, G-H=-20 Concentrated Loads (lb) Vert: K=-3672(B) E=1800 44) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-154, C-E=-154, E-F=21, F-G=8, H-P=-10 Horz: A-P=10, A-C=-29, C-F=-29, F-G=17, G-H=14 Concentrated Loads (lb) Vert: K=-3682(B) E=1800 45) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-167, C-E=-167, E-F=8, F-G=21, H-P=-10 Horz: A-P=-14, A-C=-17, C-F=-17, F-G=29, G-H=-10 Concentrated Loads (lb) Vert: K=-3682(B) E=1800 46) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-154, C-E=-154, E-F=21, F-G=8, H-P=-10 Horz: A-P=10, A-C=-29, C-F=-29, F-G=17, G-H=14 Concentrated Loads (lb) Vert: K=-3682(B) E=1800 47) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-167, C-E=-167, E-F=8, F-G=21, H-P=-10 Horz: A-P=-14, A-C=-17, C-F=-17, F-G=29, G-H=-10 Concentrated Loads (lb) Vert: K=-3682(B) E=1800 48) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-180, C-E=-180, E-F=-5, F-G=-18, H-P=-20 Horz: A-P=18, A-C=-21, C-F=-21, F-G=8, G-H=6 Concentrated Loads (lb) Vert: K=-3672(B) E=1800 49) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Continued on page 5 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351279 25191 D49 Roof Special Girder 1 3 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:01:03 2019 Page 5 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-nN5iAZHBOgub64tgBiGId1jwImBjB5aEvVkK4Kz7KoE LOAD CASE(S) Standard Uniform Loads (plf) Vert: A-C=-193, C-E=-193, E-F=-18, F-G=-5, H-P=-20 Horz: A-P=-6, A-C=-8, C-F=-8, F-G=21, G-H=-18 Concentrated Loads (lb) Vert: K=-3672(B) E=1800 50) Reversal: Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-354, C-E=-354, E-F=-48, F-G=-55, H-P=-35 Horz: A-P=15, A-C=-16, C-F=-16, F-G=9, G-H=5 Concentrated Loads (lb) Vert: K=-6230(B) E=1350 51) Reversal: Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-364, C-E=-361, E-F=-55, F-G=-48, H-P=-35 Horz: A-P=-5, A-C=-6, C-F=-9, F-G=16, G-H=-15 Concentrated Loads (lb) Vert: K=-6230(B) E=1350 52) Reversal: Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-354, C-E=-354, E-F=-48, F-G=-57, H-P=-35 Horz: A-P=14, A-C=-16, C-F=-16, F-G=6, G-H=4 Concentrated Loads (lb) Vert: K=-6230(B) E=1350 53) Reversal: Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-364, C-E=-364, E-F=-57, F-G=-48, H-P=-35 Horz: A-P=-4, A-C=-6, C-F=-6, F-G=16, G-H=-14 Concentrated Loads (lb) Vert: K=-6230(B) E=1350 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351280 25191 D50 Roof Special 8 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:01:05 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-jlCSbFIRwI8JMO02J7ImiSoLHZzzfxyWNpDR9Dz7KoC 5-10-2 11-11-8 5-10-2 6-1-6 Scale = 1:22.9 C 4.12 12 3x4 0.25 12 5x6 4x4 B A 3-10-10 1-9-71-8-0 E F 4x4 D 3x4 4x4 5-10-2 11-11-8 5-10-2 6-1-6 Plate Offsets (X,Y)-- [A:0-1-12,0-1-8], [B:0-3-0,0-2-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.07 D-E >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.52 Vert(CT) -0.14 D-E >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.01 D n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 44 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-10 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B-D: 2x4 SPF No.2 REACTIONS. (lb/size) F=564/0-5-8, D=564/Mechanical Max Horz F=64(LC 11) Max Uplift F=-51(LC 10), D=-76(LC 14) Max Grav F=596(LC 3), D=584(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-F=-528/104, A-B=-1287/150 BOT CHORD D-E=-233/1287 WEBS A-E=-130/1214, B-D=-1298/233 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) F, D. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351281 25191 D51 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:01:08 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-8KubEGLJDDWuDsld_FrTK4QognxTsHJz3nR5mYz7Ko9 2-11-4 5-10-2 25-1-8 27-10-5 2-11-4 2-10-14 19-3-6 2-8-13 2x4 4.12 123x4 N Scale = 1:54.9 5x6 2x4 M L K J I 6x8 H G 9-4-3 0.25 12 6x10 MT18HS F 8-4-14 3x5 3x7 E 4x5 6x10 D A B AK C AD AF 1-8-0 AE AG AC 3x8 3x6 AB AA Z AH Y AI X AJ W V U T S R Q P O 3x5 6x8 5x8 3x7 3x7 3x4 3x4 3x12 3x7 5x6 7x8 2-11-4 5-10-2 25-1-8 2-11-4 2-10-14 19-3-6 Plate Offsets (X,Y)-- [A:0-2-4,0-2-0], [B:0-5-0,0-3-4], [C:0-5-1,0-1-15], [C:0-3-11,0-5-0], [G:0-4-0,0-1-8], [J:0-2-0,0-0-8], [K:0-3-0,0-2-12], [T:0-2-8,0-3-0], [Z:0-2-12,0-2-12], [AA:0-2-8,0-3-0], [AB:0-3-0,0-1-8], [AC:0-2-0,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.82 Vert(LL) 0.01 N n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) 0.00 M-N n/r 120 MT18HS 197/144 TCDL 13.0 Rep Stress Incr NO WB 0.93 Horz(CT) -0.07 O n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 164 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-3-0 oc purlins, C-K: 2x4 SPF 2100F 1.8E, C-K: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 3-0-6 oc bracing. WEBS 2x4 SPF No.2 *Except* WEBS 1 Row at midpt M-O, G-T B-Z: 2x4 SPF 2100F 1.8E, A-AA,B-AA: 2x3 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 25-1-8. (lb) - Max Horz AB=278(LC 11) Max Uplift All uplift 100 lb or less at joint(s) R, S, X, Y except AB=-572(LC 37), O=-107(LC 40), P=-189(LC 20), Q=-101(LC 45), T=-3204(LC 46), V=-3630(LC 59), W=-128(LC 37), Z=-154(LC 38), AA=-1129(LC 45) Max Grav All reactions 250 lb or less at joint(s) P except AB=722(LC 44), O=896(LC 20), Q=342(LC 28), R=280(LC 28), S=301(LC 27), T=3265(LC 57), V=3820(LC 42), W=413(LC 28), X=456(LC 29), Y=349(LC 27), Z=533(LC 63), AA=1447(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD AB-AC=-670/560, A-AC=-646/555, A-B=-1334/1219, B-C=-5022/4864, C-D=-4880/4675, D-E=-4384/4232, E-F=-3609/3477, F-G=-2905/2790, G-H=-4092/3972, H-I=-3460/3317, I-J=-2764/2675, J-K=-2071/2018, K-L=-1443/1381, L-M=-713/700, M-O=-886/213 BOT CHORD AA-AB=-818/750, Z-AA=-1122/978, Y-Z=-3685/3632, X-Y=-3353/3326, W-X=-2948/2935, V-W=-2601/2591, T-V=-1934/1923, S-T=-3128/3112, R-S=-2509/2492, Q-R=-1889/1871, P-Q=-1269/1250, O-P=-649/630 WEBS K-Q=-277/134, H-T=-297/170, G-V=-3781/3655, W-AJ=-344/156, F-AJ=-278/148, X-AI=-383/124, Y-AH=-294/78, Z-AG=-1496/1336, C-AG=-1506/1384, B-AF=-4245/4322, Z-AF=-4016/4014, A-AD=-1705/1840, AA-AD=-1565/1546, AA-AE=-1924/1712, B-AE=-1942/1784, G-T=-3803/3847, AC-AD=-880/691, AD-AE=-497/475, AF-AG=-432/494, AG-AH=-858/896, AH-AI=-654/670, AI-AJ=-348/354 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. June 14,2019 Continued on page 26) Provide adequate drainage to prevent water ponding. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351281 25191 D51 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:01:09 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-cWSzRcLx_Welq?KpYzMisIzzQAHibkZ6HRBeI_z7Ko8 NOTES- 7) All plates are MT20 plates unless otherwise indicated. 8) All plates are 1.5x4 MT20 unless otherwise indicated. 9) Gable requires continuous bottom chord bearing. 10) Gable studs spaced at 2-0-0 oc. 11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 13) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 14) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) R, S, X, Y except (jt=lb) AB=572, O=107, P=189, Q=101, T=3204, V=3630, W=128, Z=154, AA=1129. 15) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 25-1-8 for 310.0 plf. 16) No notches allowed in overhang and 0 from left end and 20813 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. 17) 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 + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-114, C-M=-114, M-N=-114, O-AB=-20, AC-AJ=-65(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351282 25191 D52 Common 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:01:09 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-cWSzRcLx_Welq?KpYzMisIz_mAPGbvi6HRBeI_z7Ko8 6-2-11 12-10-14 6-2-11 6-8-3 4x7 Scale = 1:36.9 4.12 12 B H G 5x6 6x8 A C 6-1-6 3-11-12 3-9-13 E F D 1.5x4 3x8 2x4 6-2-11 12-10-14 6-2-11 6-8-3 Plate Offsets (X,Y)-- [A:0-2-0,0-1-12], [B:0-3-8,0-2-4], [C:0-2-0,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.74 Vert(LL) -0.05 D-E >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.31 Vert(CT) -0.10 D-E >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.22 Horz(CT) 0.00 D n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 52 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-10 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) F=610/Mechanical, D=610/0-5-8 Max Horz F=-58(LC 12) Max Uplift F=-53(LC 10), D=-55(LC 11) Max Grav F=625(LC 2), D=625(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-476/117, B-C=-481/115, A-F=-558/137, C-D=-552/145 WEBS B-E=-261/136, A-E=-76/436, C-E=-62/415 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) F, D. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351283 25191 D53 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:01:11 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-YvajsINCW8uT4JUCfNPAxj2Nh_4H3oOPlkglMtz7Ko6 6-10-14 12-10-14 15-7-11 6-10-14 6-0-0 2-8-13 H 2x4 Scale = 1:50.8 4.12 12 2x4 G F 2x4 X 10x12 E D 2x4 C 2x4 B 4x4 Q 9-4-3 A T 4x7 3x6 8-4-14 4x7 3x7 S P 1.5x4 R 3-11-12 3x6 3x7 1.5x4 O N M L K J I 1.5x4 1.5x4 3x4 1.5x4 1.5x4 3x4 1.5x4 6-10-14 12-10-14 6-10-14 6-0-0 Plate Offsets (X,Y)-- [D:0-6-0,0-2-4], [G:0-2-0,0-0-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.04 L-M >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.27 Vert(CT) -0.07 L-M >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.27 Horz(CT) 0.00 I n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 119 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. D-L,A-O: 2x3 SPF No.2, D-U,U-V,V-W: 2x8 SPF 1950F 1.7E WEBS 1 Row at midpt G-I OTHERS 2x4 SPF No.2 JOINTS 1 Brace at Jt(s): P, Q, R, S REACTIONS. (lb/size) I=851/0-5-8, O=583/Mechanical Max Horz O=172(LC 11) Max Uplift I=-190(LC 14) Max Grav I=1001(LC 21), O=603(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-450/0, B-C=-395/2, C-D=-345/10, G-I=-624/250, A-O=-533/0 BOT CHORD K-L=-138/372, J-K=-138/372, I-J=-138/372 WEBS D-Q=-539/202, P-Q=-520/197, I-P=-531/196, A-T=0/435, S-T=0/428, R-S=0/396, L-R=0/414 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) I=190. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351284 25191 D54 Flat Girder 1 2 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:01:13 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-UIhUH_PS1l8AJdebnoRe187hsoiyXeEiC29sRlz7Ko4 4-5-5 8-8-14 13-0-6 17-5-11 4-5-5 4-3-9 4-3-9 4-5-5 Scale = 1:28.7 2x4 4x4 8x10 8x10 4x4 A B C D E 3-10-10 3-10-10 3-5-2 K L M N O P Q R S I H G F J 10x12 6x8 6x8 10x12 7x8 4-5-5 8-8-14 13-0-6 17-5-11 4-5-5 4-3-9 4-3-9 4-5-5 Plate Offsets (X,Y)-- [A:Edge,0-4-8], [B:0-1-12,0-1-8], [D:0-1-12,0-1-8], [E:Edge,0-4-8], [F:0-4-8,0-0-0], [G:0-3-8,0-5-0], [H:0-4-0,0-4-8], [I:0-3-8,0-5-0], [J:0-4-8,0-0-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.60 Vert(LL) -0.11 H-I >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.52 Vert(CT) -0.22 H-I >949 180 TCDL 13.0 Rep Stress Incr NO WB 0.57 Horz(CT) 0.03 F n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 209 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins (4-2-13 max.): A-E, except end verticals. BOT CHORD 2x6 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 *Except* A-I,B-H,D-H,E-G: 2x4 SPF 2100F 1.8E REACTIONS. (lb/size) J=8335/(0-3-15 + bearing block), F=8294/Mechanical Max Horz J=-94(LC 30) Max Uplift J=-377(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-J=-7530/425, A-B=-8519/0, B-C=-11070/0, C-D=-11070/0, D-E=-8534/0, E-F=-7542/0 BOT CHORD H-I=0/8519, G-H=0/8534 WEBS A-I=0/10748, B-I=-4002/0, B-H=0/3264, C-H=-1740/0, D-H=0/3245, D-G=-3990/0, E-G=0/10767 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 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. 3) 2x4 SPF No.2 bearing block 12" long at jt. J attached to each face with 2 rows of 10d (0.131"x3") nails spaced 3" o.c. 8 Total fasteners per block. Bearing is assumed to be DF No.2. 4) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 5) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 6) Provide adequate drainage to prevent water ponding. 7) Bearing capacity is increased by the plate at joint(s) J. Plate must be within 1/4 in of bearing surface. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) Bearings are assumed to be: Joint 10 DF No.2 crushing capacity of 625 psi, Joint 6 SPF No.2 crushing capacity of 425 psi. 11) Refer to girder(s) for truss to truss connections. 12) Bearing at joint(s) J considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 13) Provide metal plate or equivalent at bearing(s) F to support reaction shown. 14) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) J=377. June 14,2019 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351284 25191 D54 Flat Girder 1 2 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:01:13 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-UIhUH_PS1l8AJdebnoRe187hsoiyXeEiC29sRlz7Ko4 NOTES- 15) Load case(s) 1, 2, 3, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 28, 29, 30, 31, 32, 33, 34, 35, 36, 37, 38, 39, 40, 41 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 16) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1800 lb up at 0-1-12 on top chord, and 568 lb down at 1-7-15, 551 lb down and 96 lb up at 1-7-15, 568 lb down at 3-7-15, 551 lb down and 96 lb up at 3-7-15, 568 lb down at 5-7-15, 551 lb down and 96 lb up at 5-7-15, 568 lb down at 7-7-15, 551 lb down and 96 lb up at 7-7-15, 568 lb down at 9-7-15, 551 lb down and 96 lb up at 9-7-15, 568 lb down at 11-7-15, 551 lb down and 96 lb up at 11-7-15, 590 lb down and 73 lb up at 13-7-15, 551 lb down and 96 lb up at 13-7-15, and 590 lb down and 73 lb up at 15-7-15, and 551 lb down and 96 lb up at 15-7-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-E=-426, F-J=-20 Concentrated Loads (lb) Vert: L=-1114(F=-551, B=-563) M=-1114(F=-551, B=-563) N=-1114(F=-551, B=-563) O=-1114(F=-551, B=-563) P=-1114(F=-551, B=-563) Q=-1114(F=-551, B=-563) R=-1141(F=-551, B=-590) S=-1141(F=-551, B=-590) 2) Dead + 0.75 Snow (balanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-E=-370, F-J=-35 Concentrated Loads (lb) Vert: A=1350 L=-1117(F=-549, B=-568) M=-1117(F=-549, B=-568) N=-1117(F=-549, B=-568) O=-1117(F=-549, B=-568) P=-1117(F=-549, B=-568) Q=-1117(F=-549, B=-568) R=-1140(F=-549, B=-590) S=-1140(F=-549, B=-590) 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-E=-201, F-J=-40 Concentrated Loads (lb) Vert: L=-717(F=-348, B=-369) M=-717(F=-348, B=-369) N=-717(F=-348, B=-369) O=-717(F=-348, B=-369) P=-717(F=-348, B=-369) Q=-717(F=-348, B=-369) R=-727(F=-348, B=-379) S=-727(F=-348, B=-379) 8) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-154, F-J=-10 Horz: A-J=12, E-F=15 Concentrated Loads (lb) Vert: A=1800 L=-18(F=86, B=-104) M=-18(F=86, B=-104) N=-18(F=86, B=-104) O=-18(F=86, B=-104) P=-18(F=86, B=-104) Q=-18(F=86, B=-104) R=148(F=86, B=63) S=148(F=86, B=63) 9) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-154, F-J=-10 Horz: A-J=-15, E-F=-12 Concentrated Loads (lb) Vert: A=1800 L=-18(F=86, B=-104) M=-18(F=86, B=-104) N=-18(F=86, B=-104) O=-18(F=86, B=-104) P=-18(F=86, B=-104) Q=-18(F=86, B=-104) R=148(F=86, B=63) S=148(F=86, B=63) 10) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-180, F-J=-20 Horz: A-J=20, E-F=7 Concentrated Loads (lb) Vert: A=1800 L=2(F=96, B=-94) M=2(F=96, B=-94) N=2(F=96, B=-94) O=2(F=96, B=-94) P=2(F=96, B=-94) Q=2(F=96, B=-94) R=168(F=96, B=73) S=168(F=96, B=73) 11) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-180, F-J=-20 Horz: A-J=-7, E-F=-20 Concentrated Loads (lb) Vert: A=1800 L=2(F=96, B=-94) M=2(F=96, B=-94) N=2(F=96, B=-94) O=2(F=96, B=-94) P=2(F=96, B=-94) Q=2(F=96, B=-94) R=168(F=96, B=73) S=168(F=96, B=73) 12) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-154, F-J=-10 Horz: A-J=10, E-F=14 Concentrated Loads (lb) Vert: A=1800 L=-18(F=86, B=-104) M=-18(F=86, B=-104) N=-18(F=86, B=-104) O=-18(F=86, B=-104) P=-18(F=86, B=-104) Q=-18(F=86, B=-104) R=148(F=86, B=63) S=148(F=86, B=63) 13) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-154, F-J=-10 Horz: A-J=-14, E-F=-10 Concentrated Loads (lb) Vert: A=1800 L=-18(F=86, B=-104) M=-18(F=86, B=-104) N=-18(F=86, B=-104) O=-18(F=86, B=-104) P=-18(F=86, B=-104) Q=-18(F=86, B=-104) R=148(F=86, B=63) S=148(F=86, B=63) 14) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-154, F-J=-10 Horz: A-J=10, E-F=14 Continued on page 3 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351284 25191 D54 Flat Girder 1 2 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:01:13 2019 Page 3 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-UIhUH_PS1l8AJdebnoRe187hsoiyXeEiC29sRlz7Ko4 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: A=1800 L=-18(F=86, B=-104) M=-18(F=86, B=-104) N=-18(F=86, B=-104) O=-18(F=86, B=-104) P=-18(F=86, B=-104) Q=-18(F=86, B=-104) R=148(F=86, B=63) S=148(F=86, B=63) 15) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-154, F-J=-10 Horz: A-J=-14, E-F=-10 Concentrated Loads (lb) Vert: A=1800 L=-18(F=86, B=-104) M=-18(F=86, B=-104) N=-18(F=86, B=-104) O=-18(F=86, B=-104) P=-18(F=86, B=-104) Q=-18(F=86, B=-104) R=148(F=86, B=63) S=148(F=86, B=63) 16) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-180, F-J=-20 Horz: A-J=18, E-F=6 Concentrated Loads (lb) Vert: A=1800 L=2(F=96, B=-94) M=2(F=96, B=-94) N=2(F=96, B=-94) O=2(F=96, B=-94) P=2(F=96, B=-94) Q=2(F=96, B=-94) R=168(F=96, B=73) S=168(F=96, B=73) 17) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-180, F-J=-20 Horz: A-J=-6, E-F=-18 Concentrated Loads (lb) Vert: A=1800 L=2(F=96, B=-94) M=2(F=96, B=-94) N=2(F=96, B=-94) O=2(F=96, B=-94) P=2(F=96, B=-94) Q=2(F=96, B=-94) R=168(F=96, B=73) S=168(F=96, B=73) 18) Dead + Uninhabitable Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-E=-201, F-J=-40 Concentrated Loads (lb) Vert: L=-717(F=-348, B=-369) M=-717(F=-348, B=-369) N=-717(F=-348, B=-369) O=-717(F=-348, B=-369) P=-717(F=-348, B=-369) Q=-717(F=-348, B=-369) R=-727(F=-348, B=-379) S=-727(F=-348, B=-379) 19) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-354, F-J=-35 Horz: A-J=15, E-F=5 Concentrated Loads (lb) Vert: A=1350 L=-44(F=50, B=-94) M=-44(F=50, B=-94) N=-44(F=50, B=-94) O=-44(F=50, B=-94) P=-44(F=50, B=-94) Q=-44(F=50, B=-94) R=80(F=50, B=30) S=80(F=50, B=30) 20) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-354, F-J=-35 Horz: A-J=-5, E-F=-15 Concentrated Loads (lb) Vert: A=1350 L=-44(F=50, B=-94) M=-44(F=50, B=-94) N=-44(F=50, B=-94) O=-44(F=50, B=-94) P=-44(F=50, B=-94) Q=-44(F=50, B=-94) R=80(F=50, B=30) S=80(F=50, B=30) 21) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-354, F-J=-35 Horz: A-J=14, E-F=4 Concentrated Loads (lb) Vert: A=1350 L=-44(F=50, B=-94) M=-44(F=50, B=-94) N=-44(F=50, B=-94) O=-44(F=50, B=-94) P=-44(F=50, B=-94) Q=-44(F=50, B=-94) R=80(F=50, B=30) S=80(F=50, B=30) 22) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-354, F-J=-35 Horz: A-J=-4, E-F=-14 Concentrated Loads (lb) Vert: A=1350 L=-44(F=50, B=-94) M=-44(F=50, B=-94) N=-44(F=50, B=-94) O=-44(F=50, B=-94) P=-44(F=50, B=-94) Q=-44(F=50, B=-94) R=80(F=50, B=30) S=80(F=50, B=30) 23) Dead + Minimum Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-E=-416, F-J=-20 Concentrated Loads (lb) Vert: L=-1114(F=-551, B=-563) M=-1114(F=-551, B=-563) N=-1114(F=-551, B=-563) O=-1114(F=-551, B=-563) P=-1114(F=-551, B=-563) Q=-1114(F=-551, B=-563) R=-1141(F=-551, B=-590) S=-1141(F=-551, B=-590) 28) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-154, F-J=-10 Horz: A-J=12, E-F=15 Concentrated Loads (lb) Vert: A=1800 L=-489(F=-228, B=-261) M=-489(F=-228, B=-261) N=-489(F=-228, B=-261) O=-489(F=-228, B=-261) P=-489(F=-228, B=-261) Q=-489(F=-228, B=-261) R=-455(F=-228, B=-227) S=-455(F=-228, B=-227) 29) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Continued on page 4 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351284 25191 D54 Flat Girder 1 2 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:01:13 2019 Page 4 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-UIhUH_PS1l8AJdebnoRe187hsoiyXeEiC29sRlz7Ko4 LOAD CASE(S) Standard Uniform Loads (plf) Vert: A-E=-154, F-J=-10 Horz: A-J=-15, E-F=-12 Concentrated Loads (lb) Vert: A=1800 L=-489(F=-228, B=-261) M=-489(F=-228, B=-261) N=-489(F=-228, B=-261) O=-489(F=-228, B=-261) P=-489(F=-228, B=-261) Q=-489(F=-228, B=-261) R=-455(F=-228, B=-227) S=-455(F=-228, B=-227) 30) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-180, F-J=-20 Horz: A-J=20, E-F=7 Concentrated Loads (lb) Vert: A=1800 L=-469(F=-218, B=-251) M=-469(F=-218, B=-251) N=-469(F=-218, B=-251) O=-469(F=-218, B=-251) P=-469(F=-218, B=-251) Q=-469(F=-218, B=-251) R=-435(F=-218, B=-217) S=-435(F=-218, B=-217) 31) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-180, F-J=-20 Horz: A-J=-7, E-F=-20 Concentrated Loads (lb) Vert: A=1800 L=-469(F=-218, B=-251) M=-469(F=-218, B=-251) N=-469(F=-218, B=-251) O=-469(F=-218, B=-251) P=-469(F=-218, B=-251) Q=-469(F=-218, B=-251) R=-435(F=-218, B=-217) S=-435(F=-218, B=-217) 32) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-154, F-J=-10 Horz: A-J=10, E-F=14 Concentrated Loads (lb) Vert: A=1800 L=-489(F=-228, B=-261) M=-489(F=-228, B=-261) N=-489(F=-228, B=-261) O=-489(F=-228, B=-261) P=-489(F=-228, B=-261) Q=-489(F=-228, B=-261) R=-455(F=-228, B=-227) S=-455(F=-228, B=-227) 33) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-154, F-J=-10 Horz: A-J=-14, E-F=-10 Concentrated Loads (lb) Vert: A=1800 L=-489(F=-228, B=-261) M=-489(F=-228, B=-261) N=-489(F=-228, B=-261) O=-489(F=-228, B=-261) P=-489(F=-228, B=-261) Q=-489(F=-228, B=-261) R=-455(F=-228, B=-227) S=-455(F=-228, B=-227) 34) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-154, F-J=-10 Horz: A-J=10, E-F=14 Concentrated Loads (lb) Vert: A=1800 L=-489(F=-228, B=-261) M=-489(F=-228, B=-261) N=-489(F=-228, B=-261) O=-489(F=-228, B=-261) P=-489(F=-228, B=-261) Q=-489(F=-228, B=-261) R=-455(F=-228, B=-227) S=-455(F=-228, B=-227) 35) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-154, F-J=-10 Horz: A-J=-14, E-F=-10 Concentrated Loads (lb) Vert: A=1800 L=-489(F=-228, B=-261) M=-489(F=-228, B=-261) N=-489(F=-228, B=-261) O=-489(F=-228, B=-261) P=-489(F=-228, B=-261) Q=-489(F=-228, B=-261) R=-455(F=-228, B=-227) S=-455(F=-228, B=-227) 36) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-180, F-J=-20 Horz: A-J=18, E-F=6 Concentrated Loads (lb) Vert: A=1800 L=-469(F=-218, B=-251) M=-469(F=-218, B=-251) N=-469(F=-218, B=-251) O=-469(F=-218, B=-251) P=-469(F=-218, B=-251) Q=-469(F=-218, B=-251) R=-435(F=-218, B=-217) S=-435(F=-218, B=-217) 37) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-180, F-J=-20 Horz: A-J=-6, E-F=-18 Concentrated Loads (lb) Vert: A=1800 L=-469(F=-218, B=-251) M=-469(F=-218, B=-251) N=-469(F=-218, B=-251) O=-469(F=-218, B=-251) P=-469(F=-218, B=-251) Q=-469(F=-218, B=-251) R=-435(F=-218, B=-217) S=-435(F=-218, B=-217) 38) Reversal: Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-354, F-J=-35 Horz: A-J=15, E-F=5 Concentrated Loads (lb) Vert: A=1350 L=-921(F=-442, B=-479) M=-921(F=-442, B=-479) N=-921(F=-442, B=-479) O=-921(F=-442, B=-479) P=-921(F=-442, B=-479) Q=-921(F=-442, B=-479) R=-908(F=-442, B=-466) S=-908(F=-442, B=-466) 39) Reversal: Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.33 , Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-354, F-J=-35 Horz: A-J=-5, E-F=-15 Continued on page 5 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351284 25191 D54 Flat Girder 1 2 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:01:13 2019 Page 5 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-UIhUH_PS1l8AJdebnoRe187hsoiyXeEiC29sRlz7Ko4 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: A=1350 L=-921(F=-442, B=-479) M=-921(F=-442, B=-479) N=-921(F=-442, B=-479) O=-921(F=-442, B=-479) P=-921(F=-442, B=-479) Q=-921(F=-442, B=-479) R=-908(F=-442, B=-466) S=-908(F=-442, B=-466) 40) Reversal: Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-354, F-J=-35 Horz: A-J=14, E-F=4 Concentrated Loads (lb) Vert: A=1350 L=-921(F=-442, B=-479) M=-921(F=-442, B=-479) N=-921(F=-442, B=-479) O=-921(F=-442, B=-479) P=-921(F=-442, B=-479) Q=-921(F=-442, B=-479) R=-908(F=-442, B=-466) S=-908(F=-442, B=-466) 41) Reversal: Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-E=-354, F-J=-35 Horz: A-J=-4, E-F=-14 Concentrated Loads (lb) Vert: A=1350 L=-921(F=-442, B=-479) M=-921(F=-442, B=-479) N=-921(F=-442, B=-479) O=-921(F=-442, B=-479) P=-921(F=-442, B=-479) Q=-921(F=-442, B=-479) R=-908(F=-442, B=-466) S=-908(F=-442, B=-466) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351285 25191 D55 Monopitch 5 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:01:14 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-zUFsUKP4o3G1xnCnKWytZLguwB5UGBYrRiuPzCz7Ko3 6-5-7 12-10-14 15-7-11 6-5-7 6-5-7 2-8-13 D 2x4 Scale: 1/4"=1' 4.12 12 C H 3x4 B 4x4 9-4-3 A 8-4-14 3-11-12 G F E 1.5x4 3x4 3x4 6-5-7 12-10-14 6-5-7 6-5-7 Plate Offsets (X,Y)-- [C:0-2-0,0-0-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.04 F-G >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.37 Vert(CT) -0.08 F-G >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.00 E n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 75 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. C-E,B-E: 2x4 SPF No.2 WEBS 1 Row at midpt C-E, B-E REACTIONS. (lb/size) G=583/Mechanical, E=851/0-5-8 Max Horz G=172(LC 11) Max Uplift E=-190(LC 14) Max Grav G=603(LC 2), E=1001(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-448/7, C-E=-613/252, A-G=-530/22 BOT CHORD E-F=-148/384 WEBS B-E=-518/203, A-F=0/434 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) E=190. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351286 25191 D56 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:01:17 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-N3x_6LSz5_ecoExM0eWaB_INOP3oTMWH7g73aWz7Ko0 2-7-12 5-0-7 25-1-8 27-10-8 2-7-12 2-4-12 20-1-1 2-9-0 4.12 12 6x8 O Scale = 1:52.2 2x4 N M 2x4 2x4 4x6 L K J I H 3x5 G 4x6 9-4-2 F 8-4-12 7-9-1 AC E 5x16 8x12 MT18HS D B AF C 4-0-0 A 1-6-0 AD AE 1-6-0 4x8 0-7-4 6x8 5x8 3x5 AB AA Z Y X W V U T S R Q P 3x5 5-0-7 25-1-8 5-0-7 20-1-1 Plate Offsets (X,Y)-- [A:0-2-4,0-1-8], [C:0-5-12,Edge], [J:0-3-0,Edge], [N:0-3-4,0-4-0], [P:0-3-0,0-1-8], [AA:0-2-8,0-1-12], [AB:0-3-12,0-3-0], [AD:0-2-12,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0.01AA-AB >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.52 Vert(CT) -0.02AA-AB >999 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.93 Horz(CT) -0.10 P n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 147 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF 2100F 1.8E *Except* TOP CHORD Structural wood sheathing directly applied or 2-11-9 oc purlins, J-O: 2x6 SPF No.2 except end verticals, and 2-0-0 oc purlins (2-9-12 max.): A-AC, A-C. BOT CHORD 2x4 SPF 2100F 1.8E *Except* BOT CHORD Rigid ceiling directly applied or 3-1-1 oc bracing. P-U: 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* AB-AC: 2x6 SPF No.2, C-AA: 2x3 SPF No.2 OTHERS 2x4 SPF No.2 *Except* N-AD: 2x6 SPF No.2 REACTIONS. All bearings 25-1-8 except (jt=length) AE=0-3-8. (lb) - Max Horz AB=277(LC 39) Max Uplift All uplift 100 lb or less at joint(s) R, S, V, W, X, Y, Z except AB=-1889(LC 37), P=-558(LC 39), Q=-318(LC 20), T=-104(LC 38), AA=-221(LC 45), AE=-813(LC 40) Max Grav All reactions 250 lb or less at joint(s) R except AB=2019(LC 44), P=588(LC 58), Q=323(LC 40), S=286(LC 70), T=264(LC 70), V=270(LC 70), W=269(LC 70), X=269(LC 70), Y=268(LC 70), Z=274(LC 70), AA=521(LC 30), AE=811(LC 57) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-876/868, B-C=-6770/6614, C-D=-6488/6315, D-E=-5849/5689, E-F=-5171/5026, F-G=-4492/4362, G-H=-3813/3698, H-I=-3137/3038, I-K=-2434/2351, K-L=-1768/1697, L-M=-1029/973, M-N=-501/470, P-AD=-655/620, N-AD=-655/620 BOT CHORD AA-AB=-3808/3746, Z-AA=-6010/6010, Y-Z=-5268/5331, X-Y=-4710/4711, W-X=-4090/4091, V-W=-3470/3471, T-V=-2850/2851, S-T=-2230/2231, R-S=-1610/1611, Q-R=-990/991, P-Q=-370/371 WEBS M-Q=-237/358, D-Z=-252/58, C-AA=-2168/2080, B-AA=-4169/4394, B-AB=-4196/4046, N-AE=-855/817 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. June 14,2019 Continued on page 27) All plates are MT20 plates unless otherwise indicated. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351286 25191 D56 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:01:17 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-N3x_6LSz5_ecoExM0eWaB_INOP3oTMWH7g73aWz7Ko0 NOTES- 8) All plates are 1.5x4 MT20 unless otherwise indicated. 9) Gable studs spaced at 2-0-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 12) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 13) Bearing at joint(s) AE considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 14) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) R, S, V, W, X, Y, Z except (jt=lb) AB=1889, P=558, Q=318, T=104, AA=221, AE=813. 15) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 25-1-8 for 310.0 plf. 16) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351287 25191 D57 Roof Special 13 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:01:19 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-JS2lX1TDdbvK1Y5k73Y2GPNfSChTxMgab_cAePz7Ko_ 5-0-7 12-0-14 19-1-4 25-1-8 27-10-8 5-0-7 7-0-7 7-0-6 6-0-4 2-9-0 G 4.12 12 2x4 Scale: 1/4"=1' F P 4x4 4x6 E D 3x4 7x8 C 8-4-12 N 7-10-15 4x7 4-0-0 B O A 1-6-0 1-6-0 J M L K I H 3x4 4x10 MT18HS 4x4 4x5 4x4 3x6 5-0-7 12-0-14 19-1-4 25-1-8 5-0-7 7-0-7 7-0-6 6-0-4 Plate Offsets (X,Y)-- [A:0-4-0,0-3-4], [B:0-3-8,0-2-4], [D:0-3-0,Edge], [E:0-1-12,0-2-0], [F:0-2-0,0-0-4], [K:0-1-8,0-1-8], [L:0-2-8,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.85 Vert(LL) -0.33 K-L >894 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.83 Vert(CT) -0.57 K-L >525 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.57 Horz(CT) 0.09 H n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 124 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, A-B: 2x4 SPF No.2, B-D: 2x4 SPF 2100F 1.8E except end verticals, and 2-0-0 oc purlins (2-4-2 max.): A-N, A-B. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 9-2-3 oc bracing. J-M: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt F-H, B-K, C-I, E-H WEBS 2x4 SPF No.2 *Except* M-N: 2x6 SPF No.2, A-L: 2x4 SPF 2100F 1.8E B-L,C-K,E-I: 2x3 SPF No.2 REACTIONS. (lb/size) M=1175/0-5-8, H=1421/0-3-8 Max Horz M=275(LC 11) Max Uplift M=-95(LC 10), H=-235(LC 14) Max Grav M=1322(LC 29), H=1735(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-M=-1231/123, A-B=-4558/475, B-C=-3070/206, C-E=-1425/49, F-H=-524/241 BOT CHORD L-M=-485/292, K-L=-732/4652, I-K=-396/2826, H-I=-165/1221 WEBS A-L=-296/4551, B-L=-1093/141, B-K=-1863/341, C-K=0/605, C-I=-1805/260, E-H=-1736/236, E-I=-49/1025 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) M except (jt=lb) H=235. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351288 25191 D57A Roof Special 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:01:20 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-nec7lNUrOv1Bfigxhm3HpcwqKc17gp8kpeLjArz7Knz 5-0-7 12-0-14 19-1-4 25-1-8 27-10-8 5-0-7 7-0-7 7-0-6 6-0-4 2-9-0 G 4.12 12 6x8 Scale: 1/4"=1' F R 4x4 4x6 E D 3x4 7x8 4x6 9-4-2 C 8-4-12 7-9-1 N 4x7 Q B 4-0-0 A 1-6-0 O P 1-6-0 4x8 0-7-4 J M L K I H 3x4 4x5 4x10 MT18HS 4x4 4x4 4x4 5-0-7 12-0-14 19-1-4 25-1-8 5-0-7 7-0-7 7-0-6 6-0-4 Plate Offsets (X,Y)-- [A:0-4-0,0-3-4], [B:0-3-8,0-2-4], [D:0-3-0,Edge], [E:0-1-12,0-2-0], [F:0-3-4,0-4-0], [H:0-1-12,0-1-12], [K:0-1-12,0-1-8], [L:0-2-8,0-1-8], [O:0-2-12,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.84 Vert(LL) -0.34 K-L >884 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.80 Vert(CT) -0.57 K-L >519 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.56 Horz(CT) 0.07 P n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 136 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, A-B: 2x4 SPF No.2, B-D: 2x4 SPF 2100F 1.8E except end verticals, and 2-0-0 oc purlins (2-4-2 max.): A-N, A-B. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 9-2-3 oc bracing. J-M: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt B-K, C-I, E-H, F-P WEBS 2x4 SPF No.2 *Except* M-N: 2x6 SPF No.2, A-L: 2x4 SPF 2100F 1.8E B-L,C-K,E-I: 2x3 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) M=1175/0-5-8, P=1412/0-3-8 Max Horz M=277(LC 11) Max Uplift M=-95(LC 10), P=-237(LC 14) Max Grav M=1322(LC 29), P=1726(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-M=-1230/122, A-B=-4556/476, B-C=-3072/207, C-E=-1419/49, H-O=-145/1277, F-O=-145/1277 BOT CHORD L-M=-485/289, K-L=-732/4650, I-K=-397/2829, H-I=-164/1214 WEBS A-L=-293/4548, B-L=-1093/140, B-K=-1858/340, C-K=0/607, C-I=-1817/262, E-H=-1660/224, E-I=-52/1015, F-P=-1729/361 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Bearing at joint(s) P considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) M except (jt=lb) P=237. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351289 25191 E1 Common 6 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:01:27 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-4_XmDmZEk2vB?miHbkhwb5i4cRbbp_vmQEYbwxz7Kns -1-10-8 4-2-8 7-5-0 1-10-8 4-2-8 3-2-8 4.12 12 4x4 Scale = 1:54.8 H C 3x4 3x4 I D B A 9-4-2 8-2-14 7-10-12 G F E 1.5x4 1.5x4 3x8 4-2-8 7-5-0 4-2-8 3-2-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.01 F-G >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.11 Vert(CT) -0.02 F-G >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.49 Horz(CT) -0.00 E n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MP Weight: 61 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B-F,D-F: 2x3 SPF No.2 WEBS 1 Row at midpt C-F, D-E REACTIONS. (lb/size) G=517/0-5-8, E=320/0-5-8 Max Horz G=221(LC 13) Max Uplift G=-170(LC 10), E=-149(LC 11) Max Grav G=527(LC 25), E=357(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-G=-483/346, D-E=-397/321 BOT CHORD F-G=-293/276 WEBS B-F=-163/313, D-F=-273/341 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) G=170, E=149. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351290 25191 E2 Common 4 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:01:28 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-YA59Q6asVM12cwHT9SC98IFGyrxqYUCvfuH8SOz7Knr -1-10-8 4-2-8 7-5-0 1-10-8 4-2-8 3-2-8 4.12 12 4x4 Scale = 1:54.8 5x10 C J 3x4 D B A 4x4 9-4-2 8-2-14 7-10-12 4x8 H I 0-7-4 G F E 1.5x4 3x8 1.5x4 4-2-8 7-5-0 4-2-8 3-2-8 Plate Offsets (X,Y)-- [D:0-2-0,0-2-12], [H:0-3-4,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.54 Vert(LL) -0.01 F-G >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.11 Vert(CT) -0.02 F-G >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.29 Horz(CT) 0.00 I n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MP Weight: 74 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B-F,D-F: 2x3 SPF No.2 WEBS 1 Row at midpt C-F, D-I OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) G=516/0-5-8, I=278/0-3-8 Max Horz G=136(LC 11) Max Uplift G=-98(LC 10), I=-97(LC 11) Max Grav G=516(LC 1), I=292(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-G=-482/210 WEBS D-I=-304/229 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Bearing at joint(s) I considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) G, I. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351291 25191 E3 Monopitch 10 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:01:29 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-0NfXeSbUGg9vE4sfj9jOgWoN_E9oHww2uY1i_qz7Knq 7-1-1 13-7-2 7-1-1 6-6-1 Scale = 1:27.3 E 3x5 4.12 12 H 3x4 D I 4-11-15 4x4 B A 3x5 1-6-0 1-6-0 0-0-4 G F C 3x5 1.5x4 4x5 7-1-1 13-7-2 7-1-1 6-6-1 Plate Offsets (X,Y)-- [A:0-2-4,0-1-8], [C:0-2-4,0-1-6], [E:Edge,0-3-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.78 Vert(LL) -0.07 C-G >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.58 Vert(CT) -0.14 C-G >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.33 Horz(CT) 0.03 F n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 56 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-7 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (10-0-0 max.): B-C, A-B. WEBS 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. D-G: 2x3 SPF No.2, C-H: 2x6 SPF No.2 WEBS 1 Row at midpt D-F REACTIONS. (lb/size) C=636/0-5-8, F=631/Mechanical Max Horz C=100(LC 10) Max Uplift C=-50(LC 10), F=-93(LC 10) Max Grav C=688(LC 31), F=856(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-1432/115, B-D=-1393/109, E-F=-304/79 BOT CHORD C-G=-212/1316, F-G=-212/1315 WEBS D-G=0/304, D-F=-1372/222 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) C, F. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351292 25191 E4 GABLE 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:01:30 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-VZDvroc61zHmsERsGtFdDjKWQeSK0QCC6CmFWGz7Knp 13-7-2 13-7-2 H Scale = 1:26.2 G 4.12 12 F O E P D 4-11-15 5x7 B A 3x5 1-6-0 1-6-0 0-0-4 C N M L K J I 5x10 MT18HS 13-7-2 13-7-2 Plate Offsets (X,Y)-- [A:0-2-4,0-1-8], [B:0-4-2,0-3-4], [C:0-5-0,0-1-10] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.93 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.75 Vert(CT) n/a - n/a 999 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.13 Horz(CT) 0.04 I n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 61 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): B-C, A-B. WEBS 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-11-1 oc bracing. C-O: 2x6 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 13-7-2. (lb) - Max Horz C=121(LC 38) Max Uplift All uplift 100 lb or less at joint(s) I, J, K, L, M except C=-1523(LC 37), N=-536(LC 38) Max Grav All reactions 250 lb or less at joint(s) I except C=1612(LC 44), J=281(LC 70), K=269(LC 70), L=259(LC 70), M=303(LC 70), N=658(LC 27) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-4322/4231, B-D=-3486/3398, D-E=-2625/2521, E-F=-1968/1917, F-G=-1287/1252, G-H=-616/595, A-B=-895/894 BOT CHORD C-N=-3923/3833, M-N=-3088/3088, L-M=-2422/2423, K-L=-1802/1803, J-K=-1182/1183, I-J=-562/563 WEBS D-M=-269/100, B-N=-660/633 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 2-0-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 12) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) I, J, K, L, M except (jt=lb) C=1523, N=536. 14) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 13-7-2 for 310.0 plf. June 14,2019 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351293 25191 EV1 Monopitch Supported Gable 4 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:01:31 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-zlnH28cloHPdTO02qamslxtrO2nllrMLLsWp3jz7Kno -4-1-11 -3-11-13 4-1-13 8-2-14 9-2-14 0-1-14 3-11-13 4-1-13 4-1-1 1-0-0 Scale = 1:25.5 0.25 12 1.5x4 1.5x4 B C D 3x10 E F A 0-3-8 1-5-5 1-5-1 1-1-15 0-10-8 3x4 3x4 H G 8-2-14 8-2-14 Plate Offsets (X,Y)-- [D:0-1-12,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.25 G-H >387 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.80 Vert(CT) -0.50 G-H >193 180 TCDL 13.0 Rep Stress Incr YES WB 0.27 Horz(CT) 0.01 G n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 33 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) H=582/8-2-14, G=459/8-2-14, B=137/Mechanical Max Horz H=20(LC 9) Max Uplift H=-97(LC 8), G=-59(LC 12), B=-37(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD C-H=-330/139 BOT CHORD G-H=-257/577 WEBS D-G=-592/264, D-H=-602/253 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Refer to girder(s) for truss to truss connections. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) H, G, B. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351294 25191 EV2 Monopitch 10 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:01:32 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-RyLfGUdNZbXU5YaEOIH5I8P0DS71UIdVaWFMb9z7Knn -4-1-11 4-1-7 8-2-14 9-2-14 4-1-11 4-1-7 4-1-7 1-0-0 Scale = 1:25.5 0.25 12 1.5x4 3x10 1.5x4 B C D E A 0-3-8 1-5-5 1-5-1 1-1-15 0-10-7 G F 3x4 3x4 -4-0-3 8-2-14 4-0-3 8-2-14 Plate Offsets (X,Y)-- [C:0-1-12,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.25 F-G >387 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.80 Vert(CT) -0.50 F-G >193 180 TCDL 13.0 Rep Stress Incr YES WB 0.27 Horz(CT) 0.01 F n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MP Weight: 33 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) G=595/0-5-8, A=122/Mechanical, F=456/0-5-8 Max Horz G=20(LC 9) Max Uplift G=-100(LC 8), A=-33(LC 8), F=-58(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-G=-369/155 BOT CHORD F-G=-249/561 WEBS C-G=-580/243, C-F=-580/258 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A, F except (jt=lb) G=100. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351295 25191 EV3 Monopitch 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:01:33 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-v8v2Tqe?KufLjh9Ry?oKrMyDPsTsDlCep9?v7bz7Knm -1-0-0 4-1-12 8-3-8 9-3-8 1-0-0 4-1-12 4-1-12 1-0-0 Scale = 1:19.0 0.25 12 1.5x4 3x10 1.5x4 B C D E A 1-5-5 1-5-1 1-3-0 G F 3x4 3x4 8-3-8 8-3-8 Plate Offsets (X,Y)-- [C:0-1-12,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) -0.26 F-G >379 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.82 Vert(CT) -0.51 F-G >189 180 TCDL 13.0 Rep Stress Incr YES WB 0.31 Horz(CT) 0.01 F n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MP Weight: 29 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) G=472/0-5-8, F=472/0-5-8 Max Horz G=18(LC 9) Max Uplift G=-78(LC 8), F=-62(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD F-G=-284/645 WEBS C-G=-666/281, C-F=-666/294 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) G, F. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351296 25191 EV4 Monopitch 4 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:01:33 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-v8v2Tqe?KufLjh9Ry?oKrMyDPsTsDlCep9?v7bz7Knm -1-0-0 4-1-12 8-3-8 9-3-8 1-0-0 4-1-12 4-1-12 1-0-0 Scale = 1:19.0 0.25 12 1.5x4 3x10 1.5x4 B C D E A 1-5-5 1-5-1 1-3-0 G F 3x4 3x4 8-3-8 8-3-8 Plate Offsets (X,Y)-- [C:0-1-12,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) -0.26 F-G >379 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.82 Vert(CT) -0.51 F-G >189 180 TCDL 13.0 Rep Stress Incr YES WB 0.31 Horz(CT) 0.01 F n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MP Weight: 29 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) G=472/0-5-8, F=472/0-5-8 Max Horz G=18(LC 9) Max Uplift G=-78(LC 8), F=-62(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD F-G=-284/645 WEBS C-G=-666/281, C-F=-666/294 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) G, F. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351297 25191 G1 Flat Girder 1 2 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:01:34 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-NKSQh9fd5CnCKrkdVjJZNZVKGFvPyD7o1pkTf1z7Knl 5-11-8 5-11-8 3x4 3x4 Scale = 1:29.9 A B 5-0-0 F D G E 7x8 C 2x4 2x4 2-11-12 5-11-8 2-11-12 2-11-12 Plate Offsets (X,Y)-- [A:0-1-12,0-1-8], [B:0-1-12,0-1-8], [D:0-4-0,0-4-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.43 Vert(LL) -0.01 C-D >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.42 Vert(CT) -0.02 C-D >999 180 TCDL 13.0 Rep Stress Incr NO WB 0.20 Horz(CT) -0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MP Weight: 77 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 REACTIONS. (lb/size) E=2369/0-5-8, C=2531/0-5-8 Max Horz E=-94(LC 10) Max Uplift E=-377(LC 8), C=-428(LC 9) Max Grav E=2477(LC 2), C=2601(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-E=-1590/332, A-B=-864/152, B-C=-1590/351 WEBS A-D=-280/1654, B-D=-291/1654 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 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. 3) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) E=377, C=428. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1370 lb down and 195 lb up at 0-11-8, and 1574 lb down and 264 lb up at 2-11-8, and 1576 lb down and 262 lb up at 4-11-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 June 14,2019 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351297 25191 G1 Flat Girder 1 2 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:01:34 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-NKSQh9fd5CnCKrkdVjJZNZVKGFvPyD7o1pkTf1z7Knl LOAD CASE(S) Standard Uniform Loads (plf) Vert: A-B=-76, C-E=-20 Concentrated Loads (lb) Vert: D=-1537(F) F=-1280(F) G=-1539(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351298 25191 G2 Common Girder 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:01:35 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-rX0ouVgFsWw3y?Jp3Qqown1TqfHDhfgxGTU0CUz7Knk 3-2-8 6-5-0 3-2-8 3-2-8 4.12 12 4x4 Scale = 1:54.9 G B H 3x4 3x4 A C 9-4-2 8-2-14 8-2-14 I J K F E D 2x4 2x4 6x8 3-2-8 6-5-0 3-2-8 3-2-8 Plate Offsets (X,Y)-- [C:0-0-0,0-0-0], [E:0-4-0,0-4-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.57 Vert(LL) -0.01 D-E >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.25 Vert(CT) -0.02 D-E >999 180 TCDL 13.0 Rep Stress Incr NO WB 0.31 Horz(CT) -0.00 D n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MP Weight: 65 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt B-E, A-F, C-D REACTIONS. (lb/size) F=815/0-5-8, D=937/0-5-8 Max Horz F=-151(LC 12) Max Uplift F=-201(LC 10), D=-291(LC 11) Max Grav F=836(LC 2), D=961(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-F=-628/271, C-D=-628/326 WEBS A-E=-225/502, C-E=-253/502 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) F=201, D=291. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 397 lb down and 100 lb up at 1-6-4, and 397 lb down and 100 lb up at 3-6-4, and 400 lb down and 158 lb up at 5-6-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) 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 + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-76, B-C=-76, D-F=-20 Concentrated Loads (lb) Vert: I=-387(B) J=-387(B) K=-391(B) June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351299 25191 G3 Flat Girder 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:01:36 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-JjaA6rgtdp2va9u0d7L1S_ahy3aVQ7P4V7Dakwz7Knj 5-11-8 5-11-8 4x4 4x4 Scale = 1:29.9 A B 5-0-0 F D G E 7x8 C 2x4 2x4 2-11-12 5-11-8 2-11-12 2-11-12 Plate Offsets (X,Y)-- [D:0-4-0,0-4-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.01 C-D >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.44 Vert(CT) -0.02 C-D >999 180 TCDL 13.0 Rep Stress Incr NO WB 0.22 Horz(CT) -0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MP Weight: 42 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 REACTIONS. (lb/size) E=1053/0-5-8, C=1233/0-5-8 Max Horz E=-92(LC 10) Max Uplift E=-220(LC 8), C=-265(LC 9) Max Grav E=1067(LC 2), C=1248(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-E=-933/267, A-B=-467/114, B-C=-933/286 WEBS A-D=-204/883, B-D=-215/883 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) E=220, C=265. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 878 lb down and 197 lb up at 2-3-4, and 878 lb down and 197 lb up at 4-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) 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 + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-76, C-E=-20 Concentrated Loads (lb) Vert: F=-871(F) G=-871(F) June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351300 25191 G4 Common Girder 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:01:37 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-nv8YJBhWO7AmBJTCBrtG?C7pZT?09cbEjnz7GMz7Kni 3-2-8 6-5-0 3-2-8 3-2-8 4.12 12 4x4 Scale = 1:54.9 G B H 3x4 3x4 A C 9-4-2 8-2-14 8-2-14 J K F I E D 2x4 2x4 3x8 3-2-8 6-5-0 3-2-8 3-2-8 Plate Offsets (X,Y)-- [C:0-0-0,0-0-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.01 E >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.10 Vert(CT) -0.01 E >999 180 TCDL 13.0 Rep Stress Incr NO WB 0.09 Horz(CT) -0.00 D n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MP Weight: 65 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt B-E, A-F, A-E, C-D, C-E REACTIONS. (lb/size) F=369/0-5-8, D=340/0-5-8 Max Horz F=-151(LC 12) Max Uplift F=-204(LC 10), D=-179(LC 11) Max Grav F=369(LC 1), D=357(LC 48) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-F=-298/243, C-D=-327/298 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) F=204, D=179. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 46 lb down and 216 lb up at 0-6-14, and 43 lb down and 221 lb up at 2-6-14, and 43 lb down and 221 lb up at 4-6-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) 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 + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-76, B-C=-76, D-F=-20 Concentrated Loads (lb) Vert: I=-44(B) J=-38(B) K=-38(B) June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351301 25191 H1 Monopitch 4 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:01:38 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-G6ixWXi89RIdpT2OkYOVXPf?ntKyu?wNyRigopz7Knh -1-10-8 4-7-0 7-4-0 1-10-8 4-7-0 2-9-0 4.12 12 Scale = 1:50.2 D 2x4 C G 4x4 B A 9-4-2 8-4-12 6-9-14 F1.5x4 5x6 E 4-7-0 4-7-0 Plate Offsets (X,Y)-- [E:0-3-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.02 E-F >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.19 Vert(CT) -0.04 E-F >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.34 Horz(CT) -0.00 E n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MP Weight: 45 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B-E: 2x3 SPF No.2 WEBS 1 Row at midpt C-E REACTIONS. (lb/size) F=321/0-5-8, E=464/0-5-8 Max Horz F=170(LC 11) Max Uplift E=-281(LC 11) Max Grav F=353(LC 25), E=542(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD C-E=-499/253, B-F=-279/62 WEBS B-E=-240/414 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) E=281. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351302 25191 H2 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:01:39 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-kIGJktjmwkQURcdaIGvk4dC7AGTmdPmXB5SELFz7Kng 5-5-8 11-5-8 5-5-8 6-0-0 Scale: 3/8"=1' C 2x4 4.12 12 O 3x5 B 5-4-1 5x6 A 1-4-13 G H 5x6 4x5 5x6 F E D 5-5-8 6-8-8 11-5-8 5-5-8 1-3-0 4-9-0 Plate Offsets (X,Y)-- [C:0-2-0,0-0-12], [D:Edge,0-3-0], [G:0-1-8,0-1-12], [L:0-1-14,0-0-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.67 Vert(LL) -0.06 G-H >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.98 Vert(CT) -0.09 G-H >833 180 TCDL 13.0 Rep Stress Incr YES WB 0.56 Horz(CT) 0.02 D n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 56 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-7 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. C-D,B-G: 2x3 SPF No.2 WEBS 1 Row at midpt B-D, A-G OTHERS 2x4 SPF No.2 REACTIONS. All bearings 5-0-8 except (jt=length) H=0-5-8, F=0-3-8. (lb) - Max Horz H=209(LC 44) Max Uplift All uplift 100 lb or less at joint(s) except H=-1427(LC 36), D=-593(LC 45), E=-244(LC 59), F=-635(LC 36) Max Grav All reactions 250 lb or less at joint(s) except H=1629(LC 57), D=872(LC 28), E=339(LC 44), F=606(LC 57) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-2908/2642, B-C=-1972/1911, A-H=-1591/1444 BOT CHORD G-H=-342/296, F-G=-2724/2879, E-F=-2724/2879, D-E=-2054/2071 WEBS B-G=-856/934, B-D=-1464/1292, A-G=-2442/2644 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1427 lb uplift at joint H, 593 lb uplift at joint D, 244 lb uplift at joint E and 635 lb uplift at joint F. 11) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 6-8-8 to 11-5-8 for 747.8 plf. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351303 25191 H3 MONOPITCH 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:01:40 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-CUqhxDjOg2YL2mCnszQzdqlLAg_UMrAgQlBnthz7Knf 5-10-12 11-5-8 5-10-12 5-6-12 Scale = 1:30.5 C D 3x5 4.12 12 3x4 I B 5-4-1 5x6 A 1-4-13 G F H E 3x4 4x4 2x4 5-10-12 11-5-8 5-10-12 5-6-12 Plate Offsets (X,Y)-- [A:Edge,0-2-0], [C:0-2-14,0-0-4], [F:0-1-8,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.03 G-H >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.31 Vert(CT) -0.06 G-H >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.61 Horz(CT) 0.01 F n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 45 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. C-F,A-H: 2x4 SPF No.2 REACTIONS. (lb/size) H=530/0-5-8, F=556/Mechanical Max Horz H=101(LC 14) Max Uplift H=-28(LC 10), F=-92(LC 14) Max Grav H=555(LC 3), F=631(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-690/60, A-H=-489/86 BOT CHORD F-G=-158/600 WEBS B-F=-671/179, A-G=-2/492 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 lb uplift at joint H and 92 lb uplift at joint F. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351304 25191 H4 Monopitch 3 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:01:40 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-CUqhxDjOg2YL2mCnszQzdqlKsg_XMrSgQlBnthz7Knf -1-11-8 5-10-12 11-5-8 1-11-8 5-10-12 5-6-11 Scale = 1:30.5 D E 3x5 4.12 12 3x4 J C 5-4-1 5x6 B A 1-4-13 H G I F 3x4 4x4 2x4 5-10-12 11-5-8 5-10-12 5-6-11 Plate Offsets (X,Y)-- [B:0-3-0,0-2-0], [D:0-2-14,0-0-4], [G:0-1-8,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.03 H-I >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.31 Vert(CT) -0.06 H-I >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.60 Horz(CT) 0.01 G n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 47 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. D-G,B-I: 2x4 SPF No.2 REACTIONS. (lb/size) I=705/0-5-8, G=541/Mechanical Max Horz I=127(LC 10) Max Uplift I=-97(LC 10), G=-90(LC 14) Max Grav I=729(LC 21), G=636(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-680/54, D-G=-253/78, B-I=-674/183 BOT CHORD G-H=-150/585 WEBS C-G=-650/168, B-H=-1/532 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 97 lb uplift at joint I and 90 lb uplift at joint G. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351305 25191 H5 Monopitch 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:01:41 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-ggO39Zk0RMgCgwnzQhxC91HVc4DW5MxqePxKP7z7Kne -1-11-8 4-7-14 9-5-12 1-11-8 4-7-14 4-9-14 Scale = 1:27.5 D 2x4 4.12 12 3x4 G C 4-7-14 4x5 B A 1-4-13 F E 4x5 3x4 9-5-12 9-5-12 Plate Offsets (X,Y)-- [B:0-2-8,0-1-12], [C:0-1-12,0-1-8], [E:Edge,0-1-8], [F:Edge,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.26 E-F >418 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.71 Vert(CT) -0.53 E-F >210 180 TCDL 13.0 Rep Stress Incr YES WB 0.33 Horz(CT) 0.01 E n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 37 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B-F: 2x4 SPF No.2 REACTIONS. (lb/size) E=425/0-5-8, F=621/0-5-8 Max Horz F=107(LC 10) Max Uplift E=-74(LC 14), F=-92(LC 10) Max Grav E=494(LC 21), F=643(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-F=-348/147 BOT CHORD E-F=-175/400 WEBS C-E=-434/204, C-F=-404/111 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 lb uplift at joint E and 92 lb uplift at joint F. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351306 25191 H6 Monopitch 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:01:42 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-8txRMvleCfo3I4L9zOSRiFqhZUYhqptzt3guxaz7Knd 4-7-14 9-5-12 4-7-14 4-9-14 Scale = 1:27.5 C 2x4 4.12 12 F 3x4 B 4-7-14 2x4 A 1-4-13 E D 4x5 3x4 9-5-12 9-5-12 Plate Offsets (X,Y)-- [B:0-1-12,0-1-8], [D:Edge,0-1-8], [E:Edge,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.26 D-E >418 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.71 Vert(CT) -0.53 D-E >210 180 TCDL 13.0 Rep Stress Incr YES WB 0.35 Horz(CT) 0.01 D n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 35 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. A-E: 2x4 SPF No.2 REACTIONS. (lb/size) D=443/0-5-8, E=443/0-5-8 Max Horz E=81(LC 11) Max Uplift D=-76(LC 14), E=-23(LC 10) Max Grav D=493(LC 20), E=464(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD D-E=-185/422 WEBS B-D=-461/216, B-E=-342/109 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 76 lb uplift at joint D and 23 lb uplift at joint E. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351307 25191 H7 Monopitch 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:01:42 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-8txRMvleCfo3I4L9zOSRiFqf?Ug?qtnzt3guxaz7Knd 4-5-12 10-7-8 4-5-12 6-1-12 Scale = 1:23.2 C 3x4 4.12 12 I 3x4 B 3-11-12 A 0-3-15 E D 3x4 1.5x4 3x4 4-5-4 4-5-12 10-7-8 4-5-4 0-0-8 6-1-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.57 Vert(LL) -0.04 D-E >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.24 Vert(CT) -0.07 D-E >985 180 TCDL 13.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 D n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 34 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) A=155/0-5-8, E=609/0-5-8, D=246/0-5-8 Max Horz A=105(LC 10) Max Uplift E=-79(LC 10), D=-42(LC 10) Max Grav A=157(LC 2), E=657(LC 3), D=294(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS B-E=-514/191 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 79 lb uplift at joint E and 42 lb uplift at joint D. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351308 25191 H8 Monopitch 4 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:01:43 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-c3VqaEmGzzwwwEwMX6zgESNpJu0HZK166jQRU0z7Knc -1-10-8 4-5-12 10-7-8 1-10-8 4-5-12 6-1-12 Scale = 1:23.3 D 3x4 4.12 12 J 3x4 C 3-11-12 B 0-3-15 A F E 3x5 1.5x4 3x4 4-5-4 4-5-12 10-7-8 4-5-4 0-0-8 6-1-12 Plate Offsets (X,Y)-- [B:0-0-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.60 Vert(LL) -0.04 E-F >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.24 Vert(CT) -0.08 E-F >957 180 TCDL 13.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 E n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 36 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) B=333/0-5-8, F=570/0-5-8, E=250/0-5-8 Max Horz B=130(LC 10) Max Uplift B=-66(LC 10), F=-69(LC 14), E=-43(LC 10) Max Grav B=368(LC 20), F=637(LC 3), E=308(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS C-F=-516/184 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 66 lb uplift at joint B, 69 lb uplift at joint F and 43 lb uplift at joint E. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351309 25191 J1 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:01:55 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-GNEM5Lvo8fRDM4rfEdBUk_sn2jxLNZMtsbK4vKz7KnQ 7-10-14 15-0-5 22-1-11 29-3-2 35-4-6 41-5-10 47-8-4 7-10-14 7-1-7 7-1-7 7-1-7 6-1-4 6-1-4 6-2-10 6x10 MT18HS Scale = 1:94.8 7x8 4.12 12 5x6 P Q R S T BXU N O BA V W 4x6 7x8 M X 3x6 L Y K 5x7 J BW I BC AZ 3x6 H BF BG G 4x7 BV BE 3x10 3x10 BN 10-4-8 E F BK BJ BB AY 3x8 10-4-8 D 3x7 C BD 8-2-14 3x4 B BL BI BM 3x7 3x10 3x10 3x8 3x12 ABU 3x7 0-3-15 BH AX AW AV AU AT AS AR AP AN AM AL AK AJ AI AH AG AF AE AD AC AB AA Z 7x8 3x7 AQAO 3x7 6x8 6x8 10x12 4x10 MT18HS 4x6 3x6 3x5 5x6 3x5 4x7 7x8 3x5 4x7 9-6-10 18-11-14 29-2-6 29-3-2 35-4-6 41-5-10 41-6-0 47-8-4 9-6-10 9-5-4 10-2-8 0-0-12 6-1-4 6-1-4 0-0-6 6-2-4 Plate Offsets (X,Y)-- [A:0-2-10,0-0-7], [C:0-3-4,0-1-8], [G:0-2-0,0-0-8], [G:0-2-12,0-2-8], [I:0-1-9,Edge], [K:0-3-12,Edge], [O:0-6-12,0-1-3], [U:0-4-0,0-1-3], [U:0-0-8,0-2-8], [V:0-1-12,0-0-10], [Y:0-3-12,0-1-8], [Z:0-3-8,Edge], [AC:0-6-0,0-2-12], [AF:0-3-0,0-1-8], [AG:0-3-8,0-3-0], [AJ:0-3-8,0-3-0], [AK:0-3-0,0-3-0], [AN:0-3-0 ,0-1-8], [AO:0-2-12,0-1-8], [AV:0-4-0,0-2-12], [AW:0-3-0,0-1-8], [BG:0-2-0,0-0-12], [BS:0-2-0,0-0-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 1.00 Vert(LL) -0.09AA-AB >763 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.93 Vert(CT) -0.13AA-AB >543 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr NO WB 0.84 Horz(CT) -0.04 AM n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 442 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-8-14 oc purlins, O-U: 2x6 SPF No.2 except end verticals, and 2-0-0 oc purlins (4-3-5 max.): O-U. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 3-4-12 oc bracing. WEBS 2x4 SPF No.2 *Except* WEBS 1 Row at midpt G-BL, R-AG, U-AC, Y-Z, V-AC, AF-BA, BO-BP,BP-BQ,AC-BQ: 2x8 SPF 1950F 1.7E O-AJ OTHERS 2x4 SPF No.2 2 Rows at 1/3 pts K-AQ JOINTS 1 Brace at Jt(s): AY, AZ, BA, BB, BC, BD, BE, BF, BI, BL, BM, BN REACTIONS. All bearings 41-8-12 except (jt=length) Z=0-5-8. (lb) - Max Horz A=361(LC 44) Max Uplift All uplift 100 lb or less at joint(s) AH, AL, AM, AX except A=-713(LC 36), AQ=-931(LC 36), AJ=-1095(LC 37), AG=-1047(LC 37), Z=-2240(LC 59), AD=-351(LC 37), AE=-101(LC 38), AF=-1030(LC 36), AI=-257(LC 38), AK=-108(LC 44), AN=-886(LC 36), AP=-123(LC 45), AR=-120(LC 36), AS=-269(LC 44), AT=-498(LC 36), AU=-298(LC 45), AV=-506(LC 36), AW=-2189(LC 56), AC=-264(LC 39) Max Grav All reactions 250 lb or less at joint(s) except A=877(LC 57), AQ=1026(LC 57), AJ=1201(LC 56), AG=1133(LC 56), Z=2272(LC 42), AD=403(LC 54), AE=408(LC 31), AF=1067(LC 55), AH=297(LC 72), AI=540(LC 31), AK=312(LC 29), AL=358(LC 73), AM=281(LC 73), AN=971(LC 57), AP=337(LC 73), AR=337(LC 29), AS=334(LC 55), AT=576(LC 57), AU=514(LC 26), AV=801(LC 29), AW=2186(LC 37), AX=809(LC 29), AC=1410(LC 73), AC=1155(LC 1), A=283(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-2609/2474, B-C=-944/826, C-D=-1799/1722, D-F=-1114/1060, F-G=-680/654, G-H=-3207/3153, H-J=-2255/2209, J-K=-1600/1583, K-L=-4264/4254, L-M=-3736/3737, M-N=-3049/3081, N-O=-2431/2477, O-P=-2961/3057, P-Q=-2198/2243, Q-R=-1575/1674, R-S=-2313/2438, S-T=-1621/1752, T-U=-1001/1132, U-V=-461/580, V-W=-430/610, W-X=-804/945, X-Y=-1485/1491, Y-Z=-2192/2232 BOT CHORD A-AX=-2144/2056, AW-AX=-715/660, AV-AW=-947/891, AU-AV=-2998/3004, AT-AU=-2285/2292, AS-AT=-1573/1579, AR-AS=-860/867, AQ-AR=-392/398, AP-AQ=-1961/1945, AN-AP=-1737/1720, AM-AN=-1024/1008, AL-AM=-450/434, AK-AL=-1162/1146, AJ-AK=-1774/1758, AI-AJ=-498/482, AH-AI=-1091/1075, AG-AH=-1688/1672, AF-AG=-594/543, AE-AF=-1307/1256, AD-AE=-2019/1968, AC-AD=-2732/2681 WEBS C-AV=-2282/2284, AV-BL=-3249/3160, BK-BL=-3038/2954, G-BK=-3404/3308, G-BJ=-1918/1849, BI-BJ=-2127/2061, AQ-BI=-2213/2137, AQ-BH=-2778/2720, BG-BH=-2652/2598, K-BG=-3528/3448, K-BF=-3181/3172, BE-BF=-3182/3171, BD-BE=-3181/3169, AJ-BD=-3182/3169, O-BC=-2270/2218, BB-BC=-2496/2438, June 14,2019 Continued on page 2AG-BB=-2427/2372, R-AG=-1037/1010, R-BA=-1749/1693, AZ-BA=-2551/2493, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351309 25191 J1 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:01:56 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-kZokIhwQvzZ4zEQsoKijGCPyo7Ha60c15F3dRmz7KnP NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 2x4 MT20 unless otherwise indicated. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 11) Bearings are assumed to be: Joint 1 SPF No.2 crushing capacity of 425 psi, Joint 29 DF No.2 crushing capacity of 625 psi, Joint 26 SPF No.2 crushing capacity of 425 psi. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) AH, AL, AM, AX except (jt=lb) A=713, AQ=931, AJ=1095, AG=1047, Z=2240, AD=351, AE=101, AF=1030, AI=257, AK=108, AN=886, AP=123, AR=120, AS=269, AT=498, AU=298, AV=506, AW=2189, AC=264, A=713. 13) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 41-6-0 for 356.2 plf. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 16) No notches allowed in overhang and 0 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-BU=-76, O-BU=-114, O-U=-114, U-Y=-114, Z-BR=-20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351310 25191 J2 Piggyback Base 3 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:01:57 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-ClL6W1x2gGhxbN?2M2EypPy7sXh9rSiAKupBzCz7KnO 7-10-14 15-0-5 22-1-11 29-3-2 35-4-6 41-5-10 47-8-4 7-10-14 7-1-7 7-1-7 7-1-7 6-1-4 6-1-4 6-2-10 Scale = 1:82.8 5x10 MT18HS 3x5 5x8 4.12 12 F G V H 5x6 4x5 I E 3x6 U 3x6 D C T 10-4-8 2x4 10-4-8 B 8-2-14 A 0-3-15 P W X O N Y Z M AA AB AC AD L K J 3x5 4x8 6x12 MT18HS 4x5 6x10 3x5 4x5 4x5 9-6-10 18-11-14 28-6-10 29-3-2 35-4-6 41-5-10 41-6-0 47-8-4 9-6-10 9-5-4 9-6-12 0-8-8 6-1-4 6-1-4 0-0-6 6-2-4 Plate Offsets (X,Y)-- [A:0-2-8,Edge], [C:0-2-12,0-1-8], [E:0-1-12,0-2-0], [F:0-5-0,0-1-13], [H:0-4-8,0-2-4], [I:0-3-0,0-1-12], [J:0-3-0,0-1-8], [K:0-5-0,0-3-4], [M:0-3-8,0-3-4], [N:0-2-8,0-1-8], [P:0-2-0,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.98 Vert(LL) -0.41 M-N >836 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.65 Vert(CT) -0.60 M-N >571 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.04 M n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 236 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals, and D-F: 2x4 SPF 2100F 1.8E 2-0-0 oc purlins (9-2-13 max.): F-H. BOT CHORD 2x4 SPF 2100F 1.8E *Except* BOT CHORD Rigid ceiling directly applied or 4-9-15 oc bracing. K-M,J-K: 2x4 SPF No.2 WEBS 1 Row at midpt E-M, G-L, G-K, H-K, I-K, F-M WEBS 2x4 SPF No.2 *Except* H-K: 2x6 SPF No.2 REACTIONS. All bearings 0-5-8 except (jt=length) M=0-3-8. (lb) - Max Horz A=258(LC 14) Max Uplift All uplift 100 lb or less at joint(s) A except J=-529(LC 20), M=-338(LC 10), K=-173(LC 11) Max Grav All reactions 250 lb or less at joint(s) J except A=1128(LC 38), M=3639(LC 38), K=1435(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-2442/225, B-C=-2192/198, C-E=-600/23, E-F=-150/1519, F-G=-55/733, G-H=-23/491, H-I=-66/631, I-J=-71/641 BOT CHORD A-P=-415/2272, N-P=-214/1139, L-M=-1250/149, K-L=-733/96 WEBS B-P=-597/202, C-P=-128/1190, C-N=-1179/246, E-N=-97/1478, E-M=-1934/294, F-L=-102/1080, G-L=-651/156, G-K=-301/478, H-K=-662/156, I-K=-850/148, F-M=-1782/268 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) Bearing capacity is increased by the plate at joint(s) M. Plate must be within 1/4 in of bearing surface. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Bearings are assumed to be: Joint 1 SPF No.2 crushing capacity of 425 psi, Joint 11 DF No.2 crushing capacity of 625 psi, Joint 10 SPF No.2 crushing capacity of 425 psi, Joint 13 DF No.2 crushing capacity of 625 psi. 10) Bearing at joint(s) M, K considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A except (jt=lb) June 14,2019 Continued on page 2J=529, M=338, K=173. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351310 25191 J2 Piggyback Base 3 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:01:58 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-gyvUjNxhRapoDXaEvllBLdUHcx1OavxKYYYkWez7KnN NOTES- 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351311 25191 J3 Piggyback Base 3 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:01:59 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-88TtxjyJCuxfqh9QTTGQuq1TLKNSJM3TnCIH25z7KnM 7-10-14 15-0-5 22-1-11 29-3-2 35-4-6 41-5-10 47-8-4 7-10-14 7-1-7 7-1-7 7-1-7 6-1-4 6-1-4 6-2-10 Scale = 1:85.1 5x10 MT18HS 4.12 12 3x5 5x7 4x6 F G X H 4x6 4x10 4x5 I E 3x6 W 3x6 D C V 10-4-8 2x4 10-4-8 B 8-2-14 A Q U 0-7-4 0-3-15 P Y Z O N AA AB M AC AD AE AF L K J 3x6 3x6 7x10 MT18HS 3x6 5x10 3x4 4x5 4x5 9-6-10 19-5-8 28-6-10 29-3-2 35-4-6 41-5-10 41-6-0 47-8-4 9-6-10 9-10-14 9-1-2 0-8-8 6-1-4 6-1-4 0-0-6 6-2-4 Plate Offsets (X,Y)-- [A:0-2-8,Edge], [C:0-2-12,0-1-8], [E:0-2-4,0-1-12], [F:0-5-0,0-1-13], [H:0-3-12,0-2-4], [I:0-1-8,Edge], [K:0-5-0,0-3-0], [L:0-1-12,0-1-8], [M:0-2-0,Edge], [N:0-2-8,0-1-8], [P:0-2-12,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.91 Vert(LL) -0.31 M-N >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.66 Vert(CT) -0.48 P-T >724 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.04 M n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 249 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, D-F: 2x4 SPF 2100F 1.8E except end verticals, and 2-0-0 oc purlins (2-2-0 max.): F-H. BOT CHORD 2x4 SPF 2100F 1.8E *Except* BOT CHORD Rigid ceiling directly applied or 4-9-2 oc bracing. K-M,J-K: 2x4 SPF No.2 WEBS 1 Row at midpt C-N, E-M, G-L, G-K, H-K, I-K, F-M WEBS 2x4 SPF No.2 *Except* H-K: 2x6 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. All bearings 0-5-8 except (jt=length) M=0-3-8, U=0-3-8. (lb) - Max Horz A=261(LC 14) Max Uplift All uplift 100 lb or less at joint(s) A except M=-336(LC 10), K=-170(LC 11), U=-636(LC 21) Max Grav All reactions 250 lb or less at joint(s) U except A=1122(LC 39), M=3616(LC 39), K=1520(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-2433/220, B-C=-2184/192, C-E=-497/8, E-F=-154/1539, F-G=-60/759, G-H=-30/543, H-I=-71/663 BOT CHORD A-P=-415/2263, N-P=-217/1115, L-M=-1269/148, K-L=-759/97 WEBS B-P=-597/202, C-P=-123/1218, C-N=-1208/248, E-N=-88/1431, E-M=-1950/291, F-L=-97/1050, G-L=-624/153, G-K=-325/444, H-K=-628/148, I-K=-951/155, F-M=-1767/265, I-U=-109/637 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) Bearing capacity is increased by the plate at joint(s) M. Plate must be within 1/4 in of bearing surface. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Bearings are assumed to be: Joint 1 SPF No.2 crushing capacity of 425 psi, Joint 11 DF No.2 crushing capacity of 625 psi, Joint 21 SPF No.2 crushing capacity of 425 psi, Joint 13 DF No.2 crushing capacity of 625 psi. 10) Bearing at joint(s) M, K, U considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. June 14,2019 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351311 25191 J3 Piggyback Base 3 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:01:59 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-88TtxjyJCuxfqh9QTTGQuq1TLKNSJM3TnCIH25z7KnM NOTES- 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A except (jt=lb) M=336, K=170, U=636. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351312 25191 J4 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:02:01 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-4XbdLO_ZkVBM4?IpbtIuzF6pQ82vnGcmFWnO6zz7KnK 7-10-14 15-0-5 22-1-11 29-3-2 35-4-6 41-5-10 47-8-4 7-10-14 7-1-7 7-1-7 7-1-7 6-1-4 6-1-4 6-2-10 Scale = 1:82.8 5x10 MT18HS 5x10 MT18HS 3x5 4.12 12 F G H I J AL K L AC AF 5x6 4x5 M E 3x6 AK AB 3x6 D AE C AJ 4x7 3x10 10-4-8 AA 10-4-8 AD B 8-2-14 4x7 3x10 A 0-3-15 Z AM AN Y X AO AP AQ V U T S R Q P O N 3x6 3x6 W 3x5 6x10 3x5 4x5 4x5 6x10 9-6-10 19-5-8 28-6-10 29-3-2 35-4-6 41-5-10 41-6-0 47-8-4 9-6-10 9-10-14 9-1-2 0-8-8 6-1-4 6-1-4 0-0-6 6-2-4 Plate Offsets (X,Y)-- [A:0-2-8,Edge], [C:0-2-12,0-1-8], [E:0-1-8,0-2-0], [F:0-5-0,0-1-13], [L:0-5-0,0-1-13], [M:Edge,0-2-0], [N:0-3-0,0-1-8], [O:0-5-0,0-3-4], [W:0-2-4,Edge], [X:0-2-8,0-1-8], [Z:0-2-12,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.94 Vert(LL) -0.30 W-X >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.66 Vert(CT) -0.47 Z-AI >726 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.04 W n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 302 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals, and D-F: 2x4 SPF 2100F 1.8E 2-0-0 oc purlins (10-0-0 max.): F-L. BOT CHORD 2x4 SPF 2100F 1.8E *Except* BOT CHORD Rigid ceiling directly applied or 4-8-9 oc bracing. O-W,N-O: 2x4 SPF No.2 WEBS 1 Row at midpt C-X, E-W, I-S, L-O, M-O, F-W, R-AC, V-AF WEBS 2x4 SPF No.2 *Except* JOINTS 1 Brace at Jt(s): AA, AB, AC, AD, AE L-O: 2x6 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 13-2-2 except (jt=length) A=0-5-8, N=0-5-8, O=0-5-8, O=0-5-8. (lb) - Max Horz A=258(LC 14) Max Uplift All uplift 100 lb or less at joint(s) A, S, Q, R, T, U, O except N=-464(LC 34), W=-264(LC 10), P=-112(LC 40), V=-120(LC 22) Max Grav All reactions 250 lb or less at joint(s) S, N, P, T, V except A=1122(LC 38), W=3266(LC 38), Q=292(LC 31), R=319(LC 38), U=251(LC 43), O=734(LC 38), O=584(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-2434/215, B-C=-2184/188, C-E=-496/4, E-F=-158/1536, F-G=-60/902, G-H=-60/902, H-I=-60/902, I-J=-17/458, J-K=-17/458, K-L=-17/458, L-M=-55/600, M-N=-57/576 BOT CHORD A-Z=-406/2264, X-Z=-208/1111, V-W=-1288/161, U-V=-1288/161, T-U=-1288/161, S-T=-1288/161, R-S=-902/127, Q-R=-902/127, P-Q=-902/127, O-P=-902/127 WEBS B-Z=-596/203, C-Z=-123/1219, C-X=-1209/248, E-X=-88/1429, E-W=-1945/291, F-AF=-43/627, AE-AF=-74/799, AD-AE=-64/730, S-AD=-65/727, I-S=-516/84, I-AC=-68/660, AB-AC=-104/895, AA-AB=-99/871, O-AA=-95/828, L-O=-681/140, M-O=-795/131, F-W=-1374/196, J-AB=-272/55, R-AC=-284/45 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 2x4 MT20 unless otherwise indicated. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. June 14,2019 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351312 25191 J4 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:02:02 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-Zj9?Zk_BVpJDh9t?8bp7WTf_AYO8WjsvTAWyfQz7KnJ NOTES- 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 11) Bearings are assumed to be: Joint 1 SPF No.2 crushing capacity of 425 psi, Joint 15 DF No.2 crushing capacity of 625 psi, Joint 14 SPF No.2 crushing capacity of 425 psi , Joint 15 DF No.2 crushing capacity of 625 psi. 12) Bearing at joint(s) W, O considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A, S, Q, R, T, U, O except (jt=lb) N=464, W=264, P=112 , V=120. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351313 25191 J5 Piggyback Base 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:02:04 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-V6Gm_Q0R1QZxxS1OG0sbbukKFL?r_bRCxU?2jIz7KnH 7-10-14 15-0-5 21-10-2 29-3-2 35-4-6 41-5-10 47-8-4 7-10-14 7-1-7 6-9-13 7-5-0 6-1-4 6-1-4 6-2-10 Scale = 1:85.5 5x6 5x10 MT18HS 4.12 12 3x5 2x4 I J X K H 4x5 4x5 L 3x6 G W 3x5 F E 10-4-8 2x4 10-4-8 5x6 D 8-2-14 U V B A 3x5 1-6-0 0-0-4 T Y S R Z AA AB AC O AD AE C Q P N M 3x5 3x6 4x5 3x6 5x6 10x12 4x5 3x8 3x4 9-6-10 18-5-10 26-2-8 29-3-2 35-4-6 41-5-10 47-8-4 9-6-10 8-11-0 7-8-14 3-0-10 6-1-4 6-1-4 6-2-10 Plate Offsets (X,Y)-- [A:0-2-4,0-1-8], [E:0-1-12,0-1-8], [G:0-1-12,0-2-0], [K:0-5-0,0-1-13], [L:0-2-0,0-1-12], [P:0-2-4,0-2-0], [R:0-2-8,0-1-8], [T:0-1-12,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.90 Vert(LL) -0.48 P-Q >530 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.97 Vert(CT) -0.67 P-Q >383 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.03 Q n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 254 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SPF No.2 *Except* except end verticals, and 2-0-0 oc purlins (6-0-0 max.): B-C, I-K, A-B. C-S,Q-S: 2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SPF No.2 *Except* WEBS 1 Row at midpt G-Q, J-P, J-N, K-N, L-M, H-Q, I-Q H-Q,C-U: 2x6 SPF No.2 REACTIONS. (lb/size) C=909/0-5-8, M=611/0-5-8, Q=3021/0-5-8 Max Horz C=224(LC 14) Max Uplift C=-67(LC 10), M=-104(LC 11), Q=-358(LC 10) Max Grav C=1054(LC 42), M=976(LC 4), Q=4002(LC 42) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-2363/172, B-D=-2322/169, D-E=-1992/143, G-H=-135/1483, H-I=-94/1470, I-J=-409/256, J-K=-392/99, K-L=-485/81, L-M=-838/131 BOT CHORD C-T=-361/2180, R-T=-175/840, Q-R=-512/10, P-Q=-832/68, N-P=-256/422 WEBS D-T=-783/197, E-T=-111/1329, E-R=-1355/241, G-R=-126/1559, G-Q=-1694/250, I-P=-117/1328, J-P=-780/185, J-N=-66/608, K-N=-466/119, L-N=-60/621, H-Q=-399/89, I-Q=-1906/232 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Bearings are assumed to be: Joint 3 SPF No.2 crushing capacity of 425 psi, Joint 13 SPF No.2 crushing capacity of 425 psi, Joint 17 DF No.2 crushing capacity of 625 psi. 9) Bearing at joint(s) Q considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) C except (jt=lb) M=104, Q=358. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351314 25191 J6 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:02:07 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-vhyucS2KJLyWowmzx8PJDWMrTZ0cBzmedSEiKdz7KnE 7-10-14 15-0-5 21-10-2 29-3-2 35-4-6 41-5-10 47-8-4 7-10-14 7-1-7 6-9-13 7-5-0 6-1-4 6-1-4 6-2-10 Scale = 1:86.0 5x10 4.12 12 3x5 5x6 I J KAU L MN O 3x6 H 4x5 P 4x5 Q 3x6 G AT 3x5 F AG 4x7 E 3x6 AC 3x10 10-4-8 4x7 4x7 4x7 3x6 3x8 10-4-8 5x6 D AD 4x7 8-2-14 AF AR AS 4x7 B 3x10 3x8 A 4x7 AE 3x5 1-6-0 0-0-4 AB AV AA Z AW AX AY AZ C Y X W V U T S R 3x5 3x6 4x5 5x6 7x10 3x5 5x6 3x8 3x5 9-6-10 18-5-10 26-2-8 29-3-2 35-4-6 35-8-2 41-5-10 47-8-4 9-6-10 8-11-0 7-8-14 3-0-10 6-1-4 0-3-12 5-9-8 6-2-10 Plate Offsets (X,Y)-- [A:0-2-4,0-1-8], [E:0-1-12,0-1-8], [G:0-1-12,0-2-0], [I:0-6-8,0-2-4], [N:0-1-12,0-0-10], [R:0-3-0,0-1-8], [W:0-3-0,0-3-0], [X:0-2-0,0-1-8], [Z:0-2-8,0-1-8], [AB:0-1-12,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.91 Vert(LL) -0.44 X-Y >249 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.96 Vert(CT) -0.60 X-Y >182 180 TCDL 13.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.03 Y n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 350 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SPF No.2 *Except* except end verticals, and 2-0-0 oc purlins (10-0-0 max.): B-C, I-M, C-AA,Y-AA: 2x4 SPF 2100F 1.8E A-B. WEBS 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. H-Y,C-AR: 2x6 SPF No.2 WEBS 1 Row at midpt G-Y, J-X, M-U, H-Y, I-Y, N-AE I-AH,AH-AI,AI-AJ,AJ-AK,AK-AL,AM-AN,AN-AO,AO-AP,AP-AQ: 2x8 JOINTS 1 Brace at Jt(s): AC, AD, AF, AG OTHERS 2x4 SPF No.2 REACTIONS. All bearings 12-3-10 except (jt=length) C=0-5-8, Y=0-5-8. (lb) - Max Horz C=224(LC 14) Max Uplift All uplift 100 lb or less at joint(s) C, X, U, S, T, V except R=-401(LC 34), W=-183(LC 22), Y=-315(LC 10) Max Grav All reactions 250 lb or less at joint(s) R, S, W except C=1068(LC 42), X=844(LC 41), X=392(LC 1), U=472(LC 21), T=336(LC 34), V=350(LC 41), Y=3487(LC 42) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-2389/176, B-D=-2348/173, D-E=-2019/147, E-G=-286/9, G-H=-130/1455, H-I=-90/1441, I-J=-5/529, J-K=0/327, K-L=0/327, L-M=0/327, M-N=0/358, N-O=-7/371, O-P=-25/380, P-Q=-47/378, Q-R=-60/426 BOT CHORD C-AB=-365/2205, Z-AB=-179/866, Y-Z=-472/5, X-Y=-914/80, W-X=-529/56, V-W=-529/56, U-V=-529/56 WEBS D-AB=-782/197, E-AB=-111/1327, E-Z=-1355/241, G-Z=-125/1560, G-Y=-1696/250, I-X=-48/746, J-X=-668/130, J-AG=-18/405, AF-AG=-19/418, U-AF=-18/403, U-AE=-566/92, AD-AE=-512/83, AC-AD=-539/88, Q-AC=-513/83, H-Y=-395/87, I-Y=-1408/174, O-AD=-256/60, T-AD=-290/66, L-AF=-266/47, V-AF=-258/45 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. June 14,2019 Continued on page 28) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351314 25191 J6 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:02:07 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-vhyucS2KJLyWowmzx8PJDWMrTZ0cBzmedSEiKdz7KnE NOTES- 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) Bearings are assumed to be: Joint 3 SPF No.2 crushing capacity of 425 psi, Joint 23 SPF No.2 crushing capacity of 425 psi, Joint 25 DF No.2 crushing capacity of 625 psi , Joint 24 SPF No.2 crushing capacity of 425 psi. 11) Bearing at joint(s) Y considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) C, X, U, S, T, V except (jt=lb) R=401, W=183, Y=315. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351315 25191 J7 Monopitch 3 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:02:08 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-NtWGpn3y4f4NP4L9VswYlkv2ezRvwU7os6zGs3z7KnD 7-1-13 13-6-2 19-10-7 26-5-4 29-2-14 7-1-13 6-4-5 6-4-5 6-6-13 2-9-10 I 4.12 12 O Scale = 1:52.7 H 2x4 4x4 4x6 G F 3x4 E 10-4-7 9-4-14 1.5x4 N D 4x4 B A 3x5 1-6-0 1-6-0 0-0-4 M L K P Q C 4x10 J 3x5 4x5 5x6 5x6 9-5-2 17-7-2 26-5-4 9-5-2 8-2-0 8-10-2 Plate Offsets (X,Y)-- [A:0-2-4,0-1-8], [C:0-6-8,0-0-14], [E:0-1-8,0-1-8], [F:0-3-0,Edge], [G:0-1-8,0-1-8], [H:0-2-0,0-0-12], [J:0-3-0,0-2-12], [K:0-2-12,0-2-4], [M:0-2-0,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.81 Vert(LL) -0.31 J-K >995 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.64 Vert(CT) -0.47 J-K >658 180 TCDL 13.0 Rep Stress Incr YES WB 0.68 Horz(CT) 0.08 J n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 121 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, F-I: 2x6 SPF No.2 except end verticals, and 2-0-0 oc purlins (10-0-0 max.): B-C, A-B. BOT CHORD 2x4 SPF 2100F 1.8E Except: WEBS 2x3 SPF No.2 *Except* 1 Row at midpt B-C H-J,G-J: 2x4 SPF No.2, C-N: 2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt H-J, E-K, G-J REACTIONS. (lb/size) J=1485/0-5-8, C=1240/0-5-8 Max Horz C=251(LC 10) Max Uplift J=-245(LC 10), C=-85(LC 10) Max Grav J=1763(LC 31), C=1490(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-3683/257, B-D=-3643/251, D-E=-3223/190, E-G=-1755/76, H-J=-533/250 BOT CHORD C-M=-503/3427, K-M=-331/2344, J-K=-170/1156 WEBS D-M=-698/185, E-M=-64/935, E-K=-1237/215, G-K=-74/1309, G-J=-1670/250 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) C except (jt=lb) J=245. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351316 25191 J8 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:02:12 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-Gelnf96T8tapuhewkh?Uwa4iyaoLsGZOnkxT?qz7Kn9 2-11-4 26-5-4 29-2-14 2-11-4 23-6-0 2-9-10 2x4 4.12 122x4 P Scale = 1:56.2 AR 5x6 2x4 O N M 3x6 L K 6x10 MT18HS 4x7 J 4x7 I 4x7 H G 10-4-7 4x7 F E 9-4-14 8x16 MT18HS 4x7 D AQ 4x7 C 4x7 3x5 B 4x7 A 4x7 AS 1-6-0 4x7 1-6-0 0-3-8 AD AC AB AA Z Y X WV U T S R Q 7x16 6x8 4x5 2-11-4 26-5-4 2-11-4 23-6-0 Plate Offsets (X,Y)-- [A:0-2-4,0-1-8], [B:0-5-4,0-1-4], [H:0-3-13,0-3-0], [M:0-3-0,0-2-12], [O:0-2-14,0-0-8], [AP:0-4-0,0-1-12], [AP:0-0-0,0-3-13] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.92 Vert(LL) 0.01 P n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.74 Vert(CT) -0.03 O-P n/r 120 MT18HS 197/144 TCDL 13.0 Rep Stress Incr NO WB 0.78 Horz(CT) -0.14 Q n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 222 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-8-2 oc purlins, M-P: 2x6 SPF No.2, B-H: 2x4 SPF 2100F 1.8E except end verticals, and 2-0-0 oc purlins (5-0-4 max.): A-B. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-6-10 oc bracing. W-AD: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt O-Q, N-R, B-AD WEBS 2x8 SPF 1950F 1.7E *Except* O-Q,B-AC: 2x4 SPF No.2, AD-AQ: 2x6 SPF No.2 B-AD: 2x4 SPF 2100F 1.8E OTHERS 2x4 SPF No.2 REACTIONS. All bearings 26-5-4. (lb) - Max Horz AD=251(LC 38) Max Uplift All uplift 100 lb or less at joint(s) T, U, V, X, Y, Z, AA, AB, AC except Q=-109(LC 40), R=-195(LC 20), S=-103(LC 37), AD=-2336(LC 59) Max Grav All reactions 250 lb or less at joint(s) R except Q=920(LC 20), S=339(LC 30), T=313(LC 70), U=347(LC 70), V=344(LC 70), X=343(LC 70), Y=346(LC 70), Z=340(LC 70), AA=349(LC 70), AB=323(LC 70), AC=586(LC 69), AD=2503(LC 42) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-7480/7262, C-D=-6772/6577, D-E=-6034/5921, E-G=-5421/5258, G-I=-4742/4595, I-J=-4064/3933, J-K=-3385/3270, K-L=-2706/2607, L-M=-2029/1945, M-N=-1380/1307, N-O=-665/644, O-Q=-910/201, A-B=-1264/1264 BOT CHORD AC-AD=-7970/7958, AB-AC=-6856/6862, AA-AB=-6150/6155, Z-AA=-5529/5533, Y-Z=-4909/4911, X-Y=-4288/4290, V-X=-3668/3669, U-V=-3048/3048, T-U=-2427/2427, S-T=-1808/1807, R-S=-1188/1187, Q-R=-568/567 WEBS M-S=-276/136, L-T=-273/34, K-U=-307/30, J-V=-304/29, I-X=-302/29, G-Y=-306/30, E-Z=-302/33, D-AA=-305/52, C-AB=-295/39, A-AD=-257/25, B-AC=-508/90, B-AD=-8717/8537 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. June 14,2019 Continued on page 28) All plates are 1.5x4 MT20 unless otherwise indicated. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351316 25191 J8 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:02:12 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-Gelnf96T8tapuhewkh?Uwa4iyaoLsGZOnkxT?qz7Kn9 NOTES- 9) The Fabrication Tolerance at joint B = 16% 10) Gable requires continuous bottom chord bearing. 11) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 12) Gable studs spaced at 2-0-0 oc. 13) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 14) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 15) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 16) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) T, U, V, X, Y, Z, AA, AB, AC except (jt=lb) Q=109, R=195, S=103, AD=2336. 17) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 26-5-4 for 310.0 plf. 18) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 19) No notches allowed in overhang and 0 from left end and 20910 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: B-O=-114, O-P=-114, Q-AD=-20, A-AS=-76, B-AS=-114 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351317 25191 JD1 Flat 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:02:13 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-kqJ9tV75vBigWrD7IPWjSnc4v_J6buAX?Oh1YHz7Kn8 2-0-0 2-0-0 4x4 2x4 Scale = 1:11.2 A B 1-8-0 3x4 D C 2-0-0 1.5x4 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.00 D >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.06 Vert(CT) -0.00 C-D >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 9 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=86/2-0-0, C=86/2-0-0, C=86/2-0-0 Max Horz D=-35(LC 8) Max Uplift D=-223(LC 29), C=-223(LC 32) Max Grav D=241(LC 50), C=241(LC 49), C=86(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-263/264 BOT CHORD C-D=-294/295 WEBS A-C=-381/381 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=223, C=223. 8) This truss has been designed for a total drag load of 310 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0 for 155.0 plf. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351318 25191 JD2 Monopitch 23 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:02:14 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-C1tY4r8jgVqW8?oJr61y??9F0NeuKM3gE2Qa4jz7Kn7 2-0-0 2-0-0 1.5x4 A 3x4 0.25 12 Scale = 1:11.5 B 1-8-81-8-0 C D 3x4 1.5x4 2-0-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) -0.00 D >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.03 Vert(CT) -0.00 C-D >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.01 Horz(CT) -0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MP Weight: 8 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. A-D: 2x4 SPF No.2 REACTIONS. (lb/size) D=84/0-5-8, C=84/Mechanical Max Horz D=-27(LC 10) Max Uplift D=-15(LC 8), C=-7(LC 9) Max Grav D=86(LC 2), C=86(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) D, C. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1353053 25191 JD3 Monopitch 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries, Inc. Wed Jun 26 16:58:29 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-ebkoXAJLQiWlkZ4a5iMd7F1bfin4ZFo4hp?H49z2Lnu 3-0-8 3-0-8 Scale = 1:23.2 E 0.25 12 1.5x4 4-0-0 4x7 A B 1-8-2 1-8-12 1-5-4 5x6 D C 3x5 3-0-8 3-0-8 Plate Offsets (X,Y)-- [A:0-2-8,0-2-4], [C:Edge,0-3-0], [D:0-3-0,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) -0.00 C-D >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.19 Vert(CT) -0.01 C-D >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.36 Horz(CT) -0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 16 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-8 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-11-7 oc bracing. D-E: 2x6 SPF No.2 REACTIONS. (lb/size) D=130/3-0-8, C=130/3-0-8, C=130/3-0-8 Max Horz D=-115(LC 33) Max Uplift D=-548(LC 29), C=-516(LC 32) Max Grav D=584(LC 36), C=553(LC 33), C=130(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-D=-604/562, A-B=-841/839 BOT CHORD C-D=-995/905 WEBS A-C=-1109/1211 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=548, C=516. 8) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 3-0-8 for 310.0 plf. June 26,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351320 25191 JD4 Flat 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:02:15 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-gDRwHB9LRoyNl9NVPqYBXChPdnzA3nUqTiA8c9z7Kn6 1-7-8 1-7-8 4x4 2x4 Scale = 1:11.3 A B 1-8-0 3x4 D C 1-7-8 3x5 1-7-8 Plate Offsets (X,Y)-- [C:0-1-8,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.00 D >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.09 Vert(CT) -0.00 D >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.19 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 7 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=68/1-7-8, C=68/1-7-8, C=68/1-7-8 Max Horz D=-35(LC 8) Max Uplift D=-424(LC 29), C=-424(LC 32) Max Grav D=434(LC 36), C=434(LC 33), C=68(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-D=-420/431, A-B=-408/409 BOT CHORD C-D=-439/441 WEBS A-C=-637/637 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=424, C=424. 8) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-7-8 for 310.0 plf. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351321 25191 JK1 Diagonal Hip Girder 2 2 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:02:16 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-8P?IVX9zC64ENIyizX3Q4QEV2BJmoGFzhMvh8cz7Kn5 -5-7-5 2-6-13 5-7-5 2-6-13 1.77 12 Scale = 1:21.3 C 4x5 2x4 B G A 2-6-12 1-4-4 3-2-14 E D 1.5x4 5x6 1-0-11 VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL F LOADS IMPOSED BY SUPPORTS (BEARINGS). 2-6-13 2-6-13 Plate Offsets (X,Y)-- [B:0-1-12,0-2-0], [D:Edge,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) -0.00 E >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.06 Vert(CT) -0.55 A-B >126 120 TCDL 13.0 Rep Stress Incr YES WB 0.03 Horz(CT) -0.02 D n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 54 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 2-6-13 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. B-F: 2x4 SPF No.2 REACTIONS. (lb/size) D=-432/Mechanical, F=1092/0-5-8 Max Horz F=95(LC 11) Max Uplift D=-847(LC 20), F=-409(LC 10) Max Grav D=209(LC 10), F=1679(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD C-D=-235/776, E-F=-1679/616, B-E=-1664/618 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x3 - 1 row at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x3 - 1 row at 0-9-0 oc. 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. 3) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Refer to girder(s) for truss to truss connections. 11) Bearing at joint(s) F considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=847, F=409. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351322 25191 JK1A DIAGONAL HIP GIRDER 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:02:17 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-ccZgisAbzQC5?SXuXEbfddngobf_XjU7w0fEh2z7Kn4 -5-7-5 2-6-13 5-7-5 2-6-13 1.77 12 Scale = 1:21.3 C D 4x5 3x6 B I A 2-6-12 1-4-4 3-2-14 G F 1.5x4 E 1-0-11 VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL 5x6 LOADS IMPOSED BY SUPPORTS (BEARINGS). H 2-6-13 2-6-13 Plate Offsets (X,Y)-- [B:0-2-0,0-2-0], [C:0-3-11,0-1-8], [F:0-3-0,0-3-0] LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) -0.00 G >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.07 Vert(CT) -0.54 A-B >128 120 TCDL 13.0 Rep Stress Incr YES WB 0.03 Horz(CT) -0.02 F n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 27 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 2-6-13 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. B-H: 2x4 SPF No.2 REACTIONS. (lb/size) F=-223/Mechanical, H=558/0-5-8 Max Horz H=48(LC 11) Max Uplift F=-445(LC 20), H=-210(LC 10) Max Grav F=110(LC 10), H=863(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD G-H=-863/317, B-G=-856/317, C-F=-128/411 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Bearing at joint(s) H considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) F=445, H=210. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351323 25191 JK1B DIAGONAL HIP GIRDER 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:02:18 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-5o72wCBDkjKycc644y6u9rJrY??DGAkG9gOoDUz7Kn3 -5-7-5 2-6-13 5-7-5 2-6-13 1.77 12 Scale = 1:21.3 C D 4x5 3x6 B I A 2-6-12 1-4-4 3-2-14 G F 1.5x4 E 1-0-11 VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL 5x6 LOADS IMPOSED BY SUPPORTS (BEARINGS). H 2-6-13 2-6-13 Plate Offsets (X,Y)-- [B:0-2-0,0-2-0], [C:0-3-11,0-1-8], [F:0-3-0,0-3-0] LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) -0.00 G >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.07 Vert(CT) -0.54 A-B >128 120 TCDL 13.0 Rep Stress Incr YES WB 0.03 Horz(CT) -0.02 F n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 27 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 2-6-13 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. B-H: 2x4 SPF No.2 REACTIONS. (lb/size) F=-223/Mechanical, H=558/0-5-8 Max Horz H=48(LC 11) Max Uplift F=-445(LC 20), H=-210(LC 10) Max Grav F=110(LC 10), H=863(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD G-H=-863/317, B-G=-856/317, C-F=-128/411 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Bearing at joint(s) H considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) F=445, H=210. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351324 25191 JK2 Jack-Open 8 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:02:18 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-5o72wCBDkjKycc644y6u9rJkU???G8VG9gOoDUz7Kn3 -3-10-8 2-0-0 3-10-8 2-0-0 2.50 12 Scale = 1:21.6 C 6x8 3x6 B F A 2-1-4 3-7-14 3-2-14 1-0-11 D E 3x4 1.5x4 2-0-0 2-0-0 Plate Offsets (X,Y)-- [B:0-2-12,0-4-0], [C:Edge,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.86 Vert(LL) 0.00 D >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(CT) 0.00 D >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.17 Horz(CT) 0.00 n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MP Weight: 21 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B-E: 2x4 SPF No.2 REACTIONS. (lb/size) E=474/0-3-8, C=0/Mechanical Max Horz E=-291(LC 20), C=291(LC 20) Max Uplift E=-141(LC 10) Max Grav E=587(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-E=-570/226 BOT CHORD D-E=-103/291 WEBS C-D=-161/499, B-D=-562/198 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) E=141. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351325 25191 JP1 Jack-Open 28 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:02:19 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-Z_gR7YCsV1SpEmgGefd7i2swKOMX?dQPOK8Llwz7Kn2 -3-10-8 1-11-11 3-10-8 1-11-11 Scale = 1:15.1 2.50 12 C B H I 0-10-13 0-5-14 0-3-8 A D 5x6 4-0-0 4-0-0 Plate Offsets (X,Y)-- [B:0-1-13,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.78 Vert(LL) 0.01 G >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.06 Vert(CT) 0.01 G >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 B n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MP Weight: 15 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) C=-246/Mechanical, B=673/0-5-8, D=11/Mechanical Max Horz B=43(LC 10) Max Uplift C=-479(LC 20), B=-247(LC 10) Max Grav C=223(LC 41), B=1005(LC 20), D=36(LC 51) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) C=479, B=247. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 90 lb down and 157 lb up at 1-11-9 on top chord, and 33 lb down and 96 lb up at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) 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 + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-76, D-E=-20 Concentrated Loads (lb) Vert: C=45(B) I=40(B) June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351326 25191 JP2 Jack-Open 42 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:02:20 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-1BEpLuCUGLagswFTCN8MEGP4iodFk4gZcztvHNz7Kn1 -3-10-8 4-0-0 3-10-8 4-0-0 Scale = 1:15.0 C 2.50 12 B 1-3-9 0-5-14 0-3-8 A D 4x7 4-0-0 4-0-0 Plate Offsets (X,Y)-- [B:0-1-13,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.87 Vert(LL) 0.03 D-G >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.29 Vert(CT) 0.03 D-G >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 B n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MP Weight: 19 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-8 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except (jt=length) B=0-5-8. (lb) - Max Horz B=54(LC 10) Max Uplift All uplift 100 lb or less at joint(s) D except C=-130(LC 20), B=-197(LC 10) Max Grav All reactions 250 lb or less at joint(s) C, D, D except B=823(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) D except (jt=lb) C=130, B=197. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351327 25191 M1 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:02:21 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-VNoBYED60eiXT4qfm4fbnTxFbCshTWGirddSqpz7Kn0 -1-10-8 10-9-14 1-10-8 10-9-14 Scale = 1:23.5 F G 2x4 1.5x4 E 1.5x4 4.12 12 D L 1.5x4 C 4-0-9 B 0-3-15 A K J I H 4x7 1.5x4 1.5x4 1.5x4 1.5x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.86 Vert(LL) 0.00 A n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.72 Vert(CT) 0.01 A n/r 120 TCDL 13.0 Rep Stress Incr NO WB 0.04 Horz(CT) -0.04 G n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 39 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-14 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 3-2-6 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. All bearings 10-9-14. (lb) - Max Horz B=217(LC 38) Max Uplift All uplift 100 lb or less at joint(s) G, H, I, J, K except B=-1229(LC 37) Max Grav All reactions 250 lb or less at joint(s) G, H, J except B=1317(LC 58), I=296(LC 30), K=448(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-3651/3552, C-D=-2007/1949, D-E=-1324/1254, E-F=-655/634 BOT CHORD B-K=-3252/3252, J-K=-1757/1757, I-J=-1137/1075, H-I=-517/517 WEBS C-K=-317/142 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) G, H, I, J, K except (jt=lb) B=1229. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 10-9-14 for 310.0 plf. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351328 25191 M2 Monopitch 4 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:02:22 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-zZMZlaEknyrO5DPrJoAqKhUX7cHoCrSs4HM?MFz7Kn? -1-10-8 5-10-5 10-9-14 1-10-8 5-10-5 4-11-9 Scale = 1:23.7 D E 3x4 4.12 12 3x4 C 4-0-9 B 0-3-15 A H G 1.5x4 F 3x5 4x4 5-10-5 10-9-14 5-10-5 4-11-9 Plate Offsets (X,Y)-- [B:0-0-8,Edge], [G:0-1-8,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.43 Vert(LL) -0.05 H-K >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.41 Vert(CT) -0.09 H-K >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.56 Horz(CT) 0.01 G n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 37 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-15 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. D-G: 2x4 SPF No.2 REACTIONS. (lb/size) B=661/0-5-8, G=520/Mechanical Max Horz B=133(LC 10) Max Uplift B=-100(LC 10), G=-75(LC 14) Max Grav B=685(LC 21), G=609(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-915/87 BOT CHORD B-H=-173/826, G-H=-173/826 WEBS C-G=-871/183 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) G except (jt=lb) B=100. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351329 25191 M3 Common 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:02:22 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-zZMZlaEknyrO5DPrJoAqKhUUkc95Ckps4HM?MFz7Kn? 6-1-11 11-5-15 16-10-3 21-6-10 6-1-11 5-4-4 5-4-4 4-8-7 4x6 Scale = 1:38.5 D M 3x4 4.12 12 3x4 E C 1.5x4 6-1-6 B 4-6-0 A 0-3-15 I H G N O 3x5 F 3x4 3x4 4x4 3x5 7-7-11 14-6-11 21-6-10 7-7-11 6-11-0 6-11-15 Plate Offsets (X,Y)-- [C:0-1-12,0-1-8], [F:0-2-4,0-1-8], [G:0-2-0,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.15 I-L >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.90 Vert(CT) -0.30 I-L >867 180 TCDL 13.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.05 F n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 78 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-6 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 9-2-13 oc bracing. E-F,D-F: 2x4 SPF No.2 REACTIONS. (lb/size) A=1028/0-5-8, F=1028/0-5-8 Max Horz A=143(LC 14) Max Uplift A=-95(LC 10), F=-94(LC 10) Max Grav A=1067(LC 2), F=1107(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-2435/325, B-C=-2214/292, C-D=-1147/174 BOT CHORD A-I=-400/2278, G-I=-253/1478, F-G=-104/680 WEBS B-I=-454/151, C-I=-79/807, C-G=-783/195, D-G=-84/957, D-F=-1054/166 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A, F. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351330 25191 M4 Common 7 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:02:23 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-RmwxzwFMYGzFjN_2tVh3su1f9?X4xEO?Ix6Zuiz7Kn_ 6-1-11 11-5-15 16-10-3 21-10-13 27-1-14 6-1-11 5-4-4 5-4-4 5-0-9 5-3-1 Scale = 1:45.2 4x5 D 4.12 12 1.5x4 3x4 O E C P 4x4 1.5x4 F 6-1-6 B 2-6-15 A 0-3-15 K J I Q 3x5 H G 3x4 4x4 3x4 3x8 3x5 7-7-10 14-6-8 21-3-14 27-1-14 7-7-10 6-10-15 6-9-6 5-10-0 Plate Offsets (X,Y)-- [C:0-1-12,0-1-8], [D:0-2-12,0-1-12], [F:0-2-0,0-1-12], [G:Edge,0-2-8], [J:0-2-0,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.60 Vert(LL) -0.14 K-N >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.27 K-N >943 180 TCDL 13.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.03 G n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 97 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-14 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. D-H: 2x4 SPF No.2 WEBS 1 Row at midpt D-H REACTIONS. (lb/size) A=861/0-5-8, G=-323/0-1-8, H=2059/0-5-8 Max Horz A=111(LC 14) Max Uplift A=-81(LC 10), G=-413(LC 3), H=-184(LC 10) Max Grav A=900(LC 3), G=73(LC 14), H=2186(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-1933/266, B-C=-1714/233, C-D=-627/116, D-E=-78/869, E-F=-118/830, F-G=-49/483 BOT CHORD A-K=-282/1803, J-K=-136/997 WEBS B-K=-456/152, C-K=-78/825, C-J=-821/195, D-J=-91/955, D-H=-1570/228, E-H=-546/157, F-H=-816/144 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) G. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A except (jt=lb) G=413, H=184. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351331 25191 M5 COMMON 4 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:02:24 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-vyUKAGG_JZ56KXZERDDIP6ZqgPuEgip9Xbr6P8z7Kmz -1-10-8 6-1-11 11-5-15 16-10-3 21-10-13 27-1-14 1-10-8 6-1-11 5-4-4 5-4-4 5-0-9 5-3-1 Scale: 1/4"=1' 4x5 E 1.5x4 4.12 12 3x4 P F D Q 4x4 1.5x4 G 6-1-6 C 2-6-15 B A 0-3-15 L K J R I H 4x4 3x4 4x4 3x4 3x8 3x5 7-7-10 14-6-8 21-3-14 27-1-14 7-7-10 6-10-15 6-9-6 5-10-0 Plate Offsets (X,Y)-- [B:0-2-4,Edge], [E:0-2-12,0-1-12], [G:0-2-0,0-1-12], [H:Edge,0-2-8], [K:0-1-8,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.12 L-O >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.73 Vert(CT) -0.24 L-O >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.03 H n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 99 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-14 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. E-I: 2x4 SPF No.2 WEBS 1 Row at midpt E-I REACTIONS. (lb/size) B=1012/0-5-8, H=-313/0-1-8, I=2040/0-5-8 Max Horz B=127(LC 14) Max Uplift B=-142(LC 10), H=-404(LC 3), I=-175(LC 10) Max Grav B=1026(LC 3), H=70(LC 14), I=2170(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-1896/252, C-D=-1682/222, D-E=-627/117, E-F=-74/857, F-G=-114/818, G-H=-46/475 BOT CHORD B-L=-268/1764, K-L=-134/991 WEBS C-L=-436/146, D-L=-67/792, D-K=-807/191, E-K=-89/948, E-I=-1556/223, F-I=-566/157, G-I=-804/140 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) H. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) B=142, H=404, I=175. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351332 25191 M6 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:02:26 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-sLc4bxHFrBLparjdYdFmUXf8WDZQ8axR?vKDU1z7Kmx -1-10-8 16-10-3 27-1-14 1-10-8 16-10-3 10-3-11 Scale = 1:49.6 4x4 J I K 4.12 12 H L G M AI F N 7x8 O E 6-1-6 D C AE 3x6 2-6-15 B AD 3x6 A 0-3-15 5x7 R Q P AC AB AA Z Y X W V U T S AJ 4x10 MT18HS 4x10 3x4 21-6-10 27-1-14 21-6-10 5-7-4 Plate Offsets (X,Y)-- [B:0-0-2,Edge], [O:0-2-8,0-3-0], [P:0-3-8,Edge], [S:0-2-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.05 Q-R >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.75 Vert(CT) -0.08 Q-R >923 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.85 Horz(CT) 0.04 X n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 122 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF 2100F 1.8E *Except* TOP CHORD Structural wood sheathing directly applied or 3-0-10 oc purlins, J-O: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF 2100F 1.8E *Except* BOT CHORD Rigid ceiling directly applied or 3-3-14 oc bracing. P-W: 2x4 SPF No.2 WEBS 1 Row at midpt S-AE WEBS 2x4 SPF No.2 JOINTS 1 Brace at Jt(s): AE OTHERS 2x4 SPF No.2 REACTIONS. All bearings 21-6-10 except (jt=length) P=0-5-8. (lb) - Max Horz B=172(LC 45) Max Uplift All uplift 100 lb or less at joint(s) U, V, X, Y, Z, AA, AB, AC, T except P=-2365(LC 40), B=-1878(LC 37), S=-1290(LC 47) Max Grav All reactions 250 lb or less at joint(s) V, X, Y, Z, AA, AB, T except P=2469(LC 57), B=1937(LC 58), U=277(LC 32), AC=277(LC 27), S=1562(LC 32), S=566(LC 1), B=316(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-5233/5148, C-D=-4543/4473, D-E=-3869/3820, E-F=-3196/3174, F-G=-2525/2530, G-H=-1866/1887, H-I=-1218/1246, I-J=-573/616, J-K=-747/816, K-L=-1481/1501, L-M=-2085/2111, M-N=-2755/2771, N-O=-3486/3456, O-P=-2418/2360 BOT CHORD B-AC=-4851/4874, AB-AC=-4046/4006, AA-AB=-3265/3288, Z-AA=-2483/2506, Y-Z=-1702/1725, X-Y=-921/944, V-X=-655/678, U-V=-1436/1459, T-U=-2210/2240, S-T=-2998/3022, R-S=-259/289 WEBS L-S=-383/126, S-AD=-3541/3529, AD-AE=-3499/3490, O-AE=-3501/3500 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. June 14,2019 Continued on page 211) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351332 25191 M6 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:02:27 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-KX9SpHItcUTgB?Ip6Lm?1kBJGdvft1BbDZ4m0Tz7Kmw NOTES- 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) U, V, X, Y, Z, AA, AB, AC, T except (jt=lb) P=2365, B=1878, S=1290, B=1878. 13) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 21-6-10 for 390.6 plf. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351333 25191 M7 Common 3 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:02:27 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-KX9SpHItcUTgB?Ip6Lm?1kBIVdvut6BbDZ4m0Tz7Kmw -1-10-8 6-1-11 11-5-15 16-10-3 22-10-1 29-0-6 1-10-8 6-1-11 5-4-4 5-4-4 5-11-14 6-2-6 Scale = 1:50.9 5x6 E 3x4 4.12 12 P 3x4 D F Q 1.5x4 2x4 6-1-6 C G B 1-11-3 A 0-3-15 L K J R I H 4x4 3x4 4x4 3x4 3x4 3x4 7-7-10 14-6-8 21-3-14 29-0-6 7-7-10 6-10-15 6-9-6 7-8-8 Plate Offsets (X,Y)-- [B:0-2-4,Edge], [G:Edge,0-1-4], [H:0-1-12,0-1-8], [K:0-1-8,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.77 Vert(LL) -0.13 L-O >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.73 Vert(CT) -0.24 L-O >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.03 I n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 105 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-10 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: E-I,F-I: 2x4 SPF No.2 6-0-0 oc bracing: H-I. WEBS 1 Row at midpt E-I REACTIONS. (lb/size) B=1010/0-5-8, I=1982/0-5-8, H=-73/Mechanical Max Horz B=116(LC 14) Max Uplift B=-144(LC 10), I=-155(LC 10), H=-201(LC 21) Max Grav B=1031(LC 3), I=2104(LC 2), H=58(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-1909/262, C-D=-1696/231, D-E=-635/127, E-F=-77/874 BOT CHORD B-L=-256/1777, K-L=-122/1003, H-I=-598/84 WEBS C-L=-438/147, D-L=-66/797, D-K=-824/189, E-K=-91/946, E-I=-1577/235, F-I=-711/207, F-H=-102/759 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) B=144, I=155, H=201. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351334 25191 M8 Common 7 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:02:28 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-ojjq0dJVNobXp8s?g2HEZykTu0DecXakSDpKZvz7Kmv -1-10-8 6-1-11 12-2-14 16-10-3 23-3-10 29-1-14 1-10-8 6-1-11 6-1-2 4-7-5 6-5-7 5-10-4 Scale = 1:51.1 4x5 E 3x4 4.12 12 D 4x4 F 1.5x4 4x4 6-1-6 C G B 1-10-11 A 0-3-15 L K J I H 3x4 3x5 4x8 3x4 2x4 4x4 8-3-8 16-10-3 23-3-10 29-1-14 8-3-8 8-6-11 6-5-7 5-10-4 Plate Offsets (X,Y)-- [B:0-1-12,Edge], [D:0-1-12,0-1-8], [E:0-2-8,0-2-8], [F:0-2-0,0-1-12], [G:0-1-4,0-1-12], [I:0-1-12,0-1-8], [J:0-2-8,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.80 Vert(LL) -0.15 J-L >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.89 Vert(CT) -0.31 J-L >898 180 TCDL 13.0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.04 H n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 104 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-13 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: D-J,G-H: 2x4 SPF No.2 6-0-0 oc bracing: I-J. REACTIONS. (lb/size) B=1150/0-5-8, I=1939/0-5-8, H=-161/0-1-8 Max Horz B=116(LC 14) Max Uplift B=-156(LC 10), I=-146(LC 10), H=-262(LC 21) Max Grav B=1157(LC 21), I=1994(LC 2), H=53(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-2298/334, C-D=-1989/268, D-E=-695/148, E-F=-717/141, F-G=-96/727, G-H=-26/329 BOT CHORD B-L=-325/2147, J-L=-166/1246, I-J=-647/111 WEBS C-L=-518/174, D-L=-45/848, D-J=-924/195, F-J=-154/1428, F-I=-1624/318, G-I=-714/124 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) H. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) B=156, I=146, H=262. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351335 25191 M9 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:02:31 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-CIPzefLNgjz6gcbaLBrxBaMyeEH4pq1B8B2_9Ez7Kms 2-7-8 5-0-1 18-5-5 25-1-8 2-7-8 2-4-8 13-5-4 6-8-3 Scale = 1:45.2 4x4 J 4.12 12 I K 4x6 H L 5x12 3x5 M G F AA E 5x10 5x7 AD D 4-0-0 A B C 3-9-43-9-13 1-6-0 AB AC 1-6-0 0-7-4 5x8 4x6 8x10 4x5 Z Y X W V U T S R Q P O N 3x4 5-0-1 25-1-8 5-0-1 20-1-7 Plate Offsets (X,Y)-- [A:0-2-4,0-1-8], [B:0-5-0,0-3-0], [C:0-3-8,0-3-4], [M:Edge,0-0-8], [N:Edge,0-3-8], [O:0-3-8,Edge], [Y:0-2-0,0-1-8], [Z:0-3-8,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.89 Vert(LL) -0.01 Y-Z >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.72 Vert(CT) -0.02 Y-Z >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.92 Horz(CT) -0.05 R n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 121 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (2-8-15 max.): A-AA, A-C. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 3-0-14 oc bracing. Z-AA: 2x6 SPF No.2, M-N,M-O: 2x4 SPF No.2 WEBS 1 Row at midpt M-O OTHERS 2x4 SPF No.2 *Except* M-AB: 2x6 SPF No.2 REACTIONS. All bearings 24-8-0 except (jt=length) AC=0-5-14 (input: 0-3-8). (lb) - Max Horz Z=149(LC 11) Max Uplift All uplift 100 lb or less at joint(s) R, T, U, V, W, X, P except Z=-1301(LC 38), N=-1013(LC 41), Q=-461(LC 38), O=-3918(LC 48), Y=-111(LC 47), AC=-3760(LC 47) Max Grav All reactions 250 lb or less at joint(s) X except Z=1379(LC 45), N=1038(LC 58), Q=565(LC 59), R=286(LC 75), T=266(LC 75), U=270(LC 75), V=266(LC 75), W=281(LC 75), P=262(LC 79), O=3977(LC 59), Y=431(LC 80), AC=3756(LC 56) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-894/890, B-C=-4167/4117, C-D=-3719/3643, D-E=-3243/3190, E-F=-2566/2527, F-G=-1895/1873, G-H=-1225/1230, H-I=-567/585, I-J=-764/819, J-K=-1436/1452, K-L=-2089/2107, L-M=-2766/2771, N-AB=-944/945, M-AB=-944/945 BOT CHORD Y-Z=-2495/2521, X-Y=-3490/3485, W-X=-2949/3007, V-W=-2391/2387, U-V=-1771/1767, T-U=-1151/1147, R-T=-531/527, Q-R=-726/722, P-Q=-1284/1342, O-P=-1966/1962, N-O=-509/511 WEBS J-Q=-528/476, C-Y=-1278/1239, B-Y=-2812/2936, B-Z=-2811/2764, M-O=-4339/4334, M-AC=-3794/3799 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide June 14,2019 Continued on page 2will fit between the bottom chord and any other members, with BCDL = 10.0psf. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351335 25191 M9 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:02:31 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-CIPzefLNgjz6gcbaLBrxBaMyeEH4pq1B8B2_9Ez7Kms NOTES- 10) WARNING: Required bearing size at joint(s) AC greater than input bearing size. 11) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 12) Bearing at joint(s) AC considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) R, T, U, V, W, X, P except (jt=lb) Z=1301, N=1013, Q=461, O=3918, Y=111, AC=3760. 14) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 25-1-8 for 310.0 plf. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351336 25191 P1 GABLE 12 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:02:32 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-gUzLs?M?R15zImAmvuMAkovBhehfYVeKNrnXigz7Kmr -3-10-8 6-1-4 12-2-6 16-0-14 3-10-8 6-1-4 6-1-2 3-10-8 Scale = 1:32.5 5x6 C 3.69 12 2x4 2x4 M L N K 2-4-6 D B 0-5-14 0-5-14 O P Q R S 3x4 E A 4x7 2x4 2x4 2x4 4x6 12-2-6 12-2-6 Plate Offsets (X,Y)-- [B:0-3-1,Edge], [C:0-4-10,0-2-8], [D:0-2-9,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.18 B-D >805 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.50 Vert(CT) -0.30 B-D >471 180 TCDL 13.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.01 D n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 63 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. (lb/size) B=713/0-5-8, D=715/0-5-8 Max Horz B=46(LC 10) Max Uplift B=-252(LC 10), D=-252(LC 11) Max Grav B=833(LC 52), D=832(LC 51) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-862/728, C-D=-861/728 BOT CHORD B-D=-653/836 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) B=252, D=252. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 340 lb down and 529 lb up at 4-0-0, and 340 lb down and 529 lb up at 8-1-10 on top chord, and 15 lb down and 7 lb up at 2-0-12, 21 lb down and 3 lb up at 4-0-12, 21 lb down and 3 lb up at 6-1-3, and 21 lb down and 3 lb up at 8-1-10, and 15 lb down and 7 lb up at 10-1-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 June 14,2019 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351336 25191 P1 GABLE 12 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:02:32 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-gUzLs?M?R15zImAmvuMAkovBhehfYVeKNrnXigz7Kmr LOAD CASE(S) Standard Uniform Loads (plf) Vert: A-C=-76, C-E=-76, B-D=-20 Concentrated Loads (lb) Vert: L=156(B) M=156(B) O=1(B) P=3(B) Q=3(B) R=3(B) S=1(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351337 25191 P2 Roof Special 24 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:02:33 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-8hXj3LMeCKDqvwlzTctPG?RIF12THxrTcVX5E7z7Kmq -3-10-8 0-0-1 6-1-4 12-2-6 12-2-7 16-0-14 3-10-8 0-0-1 6-1-3 6-1-2 0-0-1 3-10-7 Scale = 1:32.5 5x6 C 3.69 12 N M 2-4-6 D B 0-5-14 0-5-14 F E A 4x7 1.5x4 4x7 6-1-4 12-2-6 6-1-4 6-1-2 Plate Offsets (X,Y)-- [B:0-1-0,Edge], [C:0-3-0,0-3-6], [D:0-1-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.88 Vert(LL) 0.06 F-I >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.34 Vert(CT) 0.05 F-I >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.01 D n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 53 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) B=880/0-5-8, D=880/0-5-8 Max Horz B=46(LC 10) Max Uplift B=-183(LC 10), D=-183(LC 11) Max Grav B=897(LC 21), D=897(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-828/121, C-D=-828/121 BOT CHORD B-F=-129/739, D-F=-129/739 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) B=183, D=183. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351338 25191 P3 GABLE 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:02:35 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-53eUU0OujyTY9DvLa0vtLQWcurjflsim3p0BI?z7Kmo -3-10-8 6-1-3 12-2-6 16-0-14 3-10-8 6-1-3 6-1-3 3-10-8 Scale: 3/8"=1' 5x6 2.50 12 C 2x4 2x4 Q R 1-9-2 B D A0-5-14 E 0-5-14 S T U V F 4x7 1.5x4 1.5x4 1.5x4 4x7 6-1-3 12-2-6 6-1-3 6-1-3 Plate Offsets (X,Y)-- [B:0-1-5,Edge], [C:0-3-0,0-3-4], [D:0-1-5,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 1.00 Vert(LL) -0.08 F-M >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.42 Vert(CT) -0.09 F-M >999 180 TCDL 13.0 Rep Stress Incr NO WB 0.04 Horz(CT) 0.02 D n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 53 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-8 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. (lb/size) B=718/0-5-8, D=720/0-5-8 Max Horz B=34(LC 10) Max Uplift B=-244(LC 10), D=-243(LC 11) Max Grav B=840(LC 54), D=840(LC 53) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-1446/816, C-D=-1446/815 BOT CHORD B-F=-764/1386, D-F=-764/1386 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) B=244, D=243. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 340 lb down and 525 lb up at 4-0-0, and 340 lb down and 525 lb up at 8-1-10 on top chord, and 15 lb down and 7 lb up at 2-0-12, 21 lb down and 3 lb up at 4-0-12, 21 lb down and 3 lb up at 6-1-3, and 21 lb down and 3 lb up at 8-1-10, and 15 lb down and 7 lb up at 10-1-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard June 14,2019 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351338 25191 P3 GABLE 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:02:35 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-53eUU0OujyTY9DvLa0vtLQWcurjflsim3p0BI?z7Kmo LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-76, C-E=-76, K-N=-20 Concentrated Loads (lb) Vert: F=3(F) Q=156(F) R=156(F) S=1(F) T=3(F) U=3(F) V=1(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351339 25191 P4 Common 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:02:36 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-ZGCsiMPWUFbPmNUY8kQ6ue3pgF4vUJfwITllrRz7Kmn -3-10-8 6-1-3 12-2-6 16-0-14 3-10-8 6-1-3 6-1-3 3-10-8 Scale: 3/8"=1' 5x6 2.50 12 C 1-9-2 B D A0-5-14 E 0-5-14 F 4x7 1.5x4 4x7 6-1-3 12-2-6 6-1-3 6-1-3 Plate Offsets (X,Y)-- [B:0-1-9,Edge], [D:0-1-9,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.87 Vert(LL) 0.07 F-L >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.36 Vert(CT) -0.06 F-I >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.02 D n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 52 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-8 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) B=880/0-5-8, D=880/0-5-8 Max Horz B=-34(LC 11) Max Uplift B=-182(LC 10), D=-182(LC 11) Max Grav B=896(LC 21), D=896(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-1086/170, C-D=-1086/170 BOT CHORD B-F=-175/1030, D-F=-175/1030 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) B=182, D=182. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351340 25191 PB1 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:02:39 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-zru_KOROnA_zdrC6ps_pWGhPcS4mhgNM_R_PRmz7Kmk 6-1-4 12-2-8 6-1-4 6-1-4 Scale = 1:23.5 1.5x4 1.5x4 2x4 4x6 1.5x4 4.12 12 1.5x4 C 1.5x4 3x4 H 3x4 5x6 G 5x6 2-1-2 D 1-9-71-11-5 B E A 0-3-15 0-3-15 0-1-8 0-1-8 F 3x4 3x4 1.5x4 12-2-8 12-2-8 Plate Offsets (X,Y)-- [B:0-3-0,0-1-13], [C:0-2-0,Edge], [C:0-0-12,0-1-12], [C:0-0-12,0-1-12], [C:0-3-0,0-1-8], [D:0-3-0,0-1-13] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.57 Vert(LL) 0.00 E n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.41 Vert(CT) 0.00 D n/r 120 TCDL 13.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.01 D n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 36 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-2 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. (lb/size) B=605/9-6-12, D=716/9-6-12, F=143/9-6-12 Max Horz B=-21(LC 19) Max Uplift B=-20(LC 10), D=-39(LC 11) Max Grav B=605(LC 1), D=716(LC 1), F=220(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-854/125, C-D=-871/127 BOT CHORD B-F=-70/748, D-F=-70/748 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) B, D. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) No notches allowed in overhang and 0 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 June 14,2019 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351340 25191 PB1 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:02:39 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-zru_KOROnA_zdrC6ps_pWGhPcS4mhgNM_R_PRmz7Kmk LOAD CASE(S) Standard Uniform Loads (plf) Vert: A-C=-114, C-E=-114, B-D=-20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351341 25191 PB2 Piggyback 8 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:02:40 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-R1SNXkS1YU6qF_nJNaV22UEeKsT4Q5bVD5jy_Dz7Kmj 6-1-4 12-2-8 6-1-4 6-1-4 Scale = 1:20.6 4x5 C 4.12 12 H G 2-1-2 D B E A 0-3-15 0-3-15 0-1-8 0-1-8 F 2x4 2x4 1.5x4 12-2-8 12-2-8 Plate Offsets (X,Y)-- [B:0-0-8,Edge], [C:0-2-8,0-2-8], [D:0-0-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.01 E n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.21 Vert(CT) 0.01 E n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 D n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 27 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x3 SPF No.2 REACTIONS. (lb/size) B=274/9-6-12, D=274/9-6-12, F=503/9-6-12 Max Horz B=-24(LC 15) Max Uplift B=-57(LC 10), D=-60(LC 11), F=-19(LC 10) Max Grav B=282(LC 21), D=282(LC 22), F=528(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS C-F=-355/121 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) B, D, F. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351342 25191 PB3 Piggyback 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:02:40 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-R1SNXkS1YU6qF_nJNaV22UEeKsT4Q5bVD5jy_Dz7Kmj 6-1-4 12-2-8 6-1-4 6-1-4 Scale = 1:20.6 4x5 C 4.12 12 H G 2-1-2 D B E A 0-3-15 0-3-15 0-1-8 0-1-8 F 2x4 2x4 1.5x4 12-2-8 12-2-8 Plate Offsets (X,Y)-- [B:0-0-8,Edge], [C:0-2-8,0-2-8], [D:0-0-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.01 E n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.21 Vert(CT) 0.01 E n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 D n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 27 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x3 SPF No.2 REACTIONS. (lb/size) B=274/9-6-12, D=274/9-6-12, F=503/9-6-12 Max Horz B=-24(LC 15) Max Uplift B=-57(LC 10), D=-60(LC 11), F=-19(LC 10) Max Grav B=282(LC 21), D=282(LC 22), F=528(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS C-F=-355/121 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) B, D, F. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351343 25191 S1 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:02:43 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-sc7VAlUvrPUP6SWu2i2lg6s?23LmdHIyv2ycaXz7Kmg -1-10-8 29-0-8 1-10-8 29-0-8 3x4 Scale = 1:59.9 4.12 12 P O N M L AF K J 3x4 I 8x12 MT18HS H G 9-10-11 F E D 7x8 C 3x4 AE B 3x7 A 0-3-15 3x4 AD AC AB AA Z Y X W V U T S R Q 4x10 MT18HS 8x10 4x4 3x4 29-0-8 29-0-8 Plate Offsets (X,Y)-- [B:0-0-11,Edge], [B:0-0-0,0-2-4], [D:0-2-0,0-0-12], [G:0-4-12,0-2-4], [G:0-2-0,0-0-12], [L:0-2-0,0-0-8], [P:0-2-0,0-1-0], [Y:0-4-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.93 Vert(LL) 0.00 A n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.85 Vert(CT) 0.01 A n/r 120 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.77 Horz(CT) -0.10 Q n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 189 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, F-P,A-J: 2x4 SPF 2100F 1.8E except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-8-14 oc bracing. WEBS 2x4 SPF No.2 *Except* WEBS 1 Row at midpt P-Q, O-R, N-S G-Y: 2x4 SPF 2100F 1.8E JOINTS 1 Brace at Jt(s): AE OTHERS 2x4 SPF No.2 *Except* G-AA: 2x4 SPF 2100F 1.8E REACTIONS. All bearings 29-0-8. (lb) - Max Horz B=317(LC 43) Max Uplift All uplift 100 lb or less at joint(s) Q, R, S, T, U, W, X, AC except B=-1232(LC 37), Y=-4594(LC 38), Z=-448(LC 45), AA=-5590(LC 47), AB=-176(LC 45), AD=-193(LC 45) Max Grav All reactions 250 lb or less at joint(s) Q, W, X, AC except B=1323(LC 58), R=295(LC 30), S=274(LC 21), T=277(LC 21), U=264(LC 21), Y=4585(LC 57), Z=520(LC 58), AA=5740(LC 42), AB=339(LC 30), AD=572(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-4502/4350, C-D=-2894/2771, D-E=-2208/2107, E-G=-1575/1488, G-H=-6093/5964, H-I=-5463/5349, I-J=-4768/4669, J-K=-4092/4009, K-L=-3413/3345, L-M=-2735/2682, M-N=-2063/2019, N-O=-1402/1358, O-P=-720/681 BOT CHORD B-AD=-4208/4067, AC-AD=-2637/2596, AB-AC=-1956/1915, AA-AB=-1394/1353, Z-AA=-699/656, Y-Z=-832/789, X-Y=-4388/4369, W-X=-3768/3748, U-W=-3148/3128, T-U=-2528/2507, S-T=-1908/1887, R-S=-1289/1266, Q-R=-668/646 WEBS Z-AE=-502/475, G-AA=-5703/5610, E-AB=-254/207, C-AD=-393/245, G-AE=-6521/6596, Y-AE=-6701/6777 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. June 14,2019 Continued on page 29) Gable studs spaced at 2-0-0 oc. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351343 25191 S1 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:02:43 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-sc7VAlUvrPUP6SWu2i2lg6s?23LmdHIyv2ycaXz7Kmg NOTES- 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 12) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) Q, R, S, T, U, W, X, AC except (jt=lb) B=1232, Y=4594, Z=448, AA=5590, AB=176, AD=193. 14) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 29-0-8 for 310.0 plf. 15) No notches allowed in overhang and 11008 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351344 25191 S2 Monopitch 4 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:02:44 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-KohtN5VXcjcGkc54cPa_DKOCzTkvMlf57ihA7_z7Kmf -1-10-8 7-4-12 13-7-10 20-7-4 27-5-0 29-0-4 1-10-8 7-4-12 6-2-14 6-11-10 6-9-12 1-7-4 4.12 12 HScale = 1:55.2 G 2x4 4x4 P F 4x6 E 3x4 D 10-3-8 9-8-15 1.5x4 C B A 0-3-15 L K J Q R I 4x5 3x4 3x5 4x4 3x6 9-7-2 18-4-13 27-5-0 9-7-2 8-9-11 9-0-3 Plate Offsets (X,Y)-- [B:0-2-0,Edge], [D:0-1-12,0-1-8], [E:0-3-0,Edge], [F:0-1-12,0-1-12], [G:0-2-0,0-0-8], [J:0-1-12,0-1-8], [L:0-1-12,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL) -0.34 I-J >952 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.67 Vert(CT) -0.51 I-J >637 180 TCDL 13.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.07 I n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 118 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, A-E: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 *Except* WEBS 1 Row at midpt G-I, F-I C-L,D-L,F-J: 2x3 SPF No.2 REACTIONS. (lb/size) I=1441/0-5-8, B=1452/0-5-8 Max Horz B=310(LC 10) Max Uplift I=-227(LC 14), B=-153(LC 10) Max Grav I=1792(LC 3), B=1514(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-3218/287, C-D=-2903/231, D-F=-1599/90, G-I=-560/169 BOT CHORD B-L=-535/3008, J-L=-364/2092, I-J=-188/1130 WEBS C-L=-559/185, D-L=-69/902, D-J=-941/223, F-J=-61/1109, F-I=-1619/274 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) I=227, B=153. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351345 25191 S3 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:02:46 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-GBpeonXo8Ks_zvFTjqcSIlUZMHMEqdiOb0AHBsz7Kmd -1-10-8 27-5-0 1-10-8 27-5-0 3x4 Scale = 1:59.1 4.12 12 O N M L 4x5 K AD I J H 7x10 G F 9-8-15 E D C AC 3x7 B A 0-3-15 4x8 AB AA Z Y X W V U T S R Q P 6x8 4x10 MT18HS 3x4 8x10 27-5-0 27-5-0 Plate Offsets (X,Y)-- [F:0-4-8,0-1-8], [I:0-2-8,Edge], [W:0-3-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.67 Vert(LL) -0.00 A n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.87 Vert(CT) 0.01 A n/r 120 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.86 Horz(CT) -0.09 P n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 147 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-1-10 oc purlins, A-I: 2x4 SPF 2100F 1.8E except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SPF No.2 *Except* WEBS 1 Row at midpt O-P, N-Q F-W: 2x4 SPF 2100F 1.8E JOINTS 1 Brace at Jt(s): AC OTHERS 2x4 SPF No.2 *Except* F-Y: 2x4 SPF 2100F 1.8E REACTIONS. All bearings 27-5-0. (lb) - Max Horz B=309(LC 43) Max Uplift All uplift 100 lb or less at joint(s) P, Q, R, S, T, U, AA, AB except B=-1565(LC 37), W=-4296(LC 38), X=-312(LC 45), Y=-5160(LC 47), Z=-202(LC 45) Max Grav All reactions 250 lb or less at joint(s) P, U, AA except B=1674(LC 56), Q=292(LC 30), R=271(LC 21), S=275(LC 21), T=257(LC 21), W=4293(LC 57), X=414(LC 30), Y=5293(LC 42), Z=365(LC 30), AB=518(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-4874/4713, C-D=-3038/2916, D-E=-2348/2249, E-F=-1724/1638, F-G=-5396/5284, G-H=-4773/4675, H-J=-4074/3991, J-K=-3398/3331, K-L=-2719/2667, L-M=-2044/2003, M-N=-1383/1342, N-O=-703/665 BOT CHORD B-AB=-4446/4327, AA-AB=-2767/2737, Z-AA=-2085/2055, Y-Z=-1527/1497, X-Y=-907/877, W-X=-580/551, U-W=-3766/3745, T-U=-3146/3125, S-T=-2526/2505, R-S=-1906/1885, Q-R=-1286/1265, P-Q=-666/645 WEBS G-AC=-252/221, X-AC=-365/340, F-Y=-5256/5179, E-Z=-278/235, C-AB=-372/132, F-AC=-5786/5857, W-AC=-5872/5943 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 2-0-0 oc. June 14,2019 Continued on page 210) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351345 25191 S3 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:02:46 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-GBpeonXo8Ks_zvFTjqcSIlUZMHMEqdiOb0AHBsz7Kmd NOTES- 11) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 12) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) P, Q, R, S, T, U, AA, AB except (jt=lb) B=1565, W=4296, X=312, Y=5160, Z=202. 14) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 27-5-0 for 310.0 plf. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351346 25191 S4 GABLE 4 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:02:50 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-9y29e9aIBZMQSXYEyggOSbeFXuq4mT1_We8UKdz7KmZ -1-10-8 27-5-0 28-2-8 1-10-8 27-5-0 0-9-8 Scale = 1:60.2 4x8 4.12 12 3x4 3x6 P O N M L K I J 4x7 H 4x7 7x8 G 4x7 3x7 F 4x7 9-4-0 E 4x7 D C 4x7 4x7 3x4 4x7 AD 4x7 B 3x7 4x7 A 0-3-15 7x8 AC AB AA Z Y X W V U T S R Q 3x4 4x7 3x4 3x6 6x8 7x10 27-5-0 27-5-0 Plate Offsets (X,Y)-- [B:0-0-15,Edge], [B:0-0-12,0-2-0], [F:0-3-8,0-1-8], [J:0-2-0,0-0-0], [O:0-3-0,0-2-0], [O:0-1-4,0-1-8], [X:0-3-8,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.66 Vert(LL) 0.00 P n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.49 Vert(CT) 0.00 P n/r 120 TCDL 13.0 Rep Stress Incr NO WB 0.71 Horz(CT) -0.07 Q n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 231 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF 2100F 1.8E *Except* TOP CHORD Structural wood sheathing directly applied or 3-2-5 oc purlins, I-P: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 3-8-6 oc bracing. B-U: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt O-Q, N-R WEBS 2x8 SPF 1950F 1.7E *Except* JOINTS 1 Brace at Jt(s): AD O-Q: 2x4 SPF No.2, F-X: 2x4 SPF 2100F 1.8E OTHERS 2x4 SPF No.2 *Except* F-Z: 2x4 SPF 2100F 1.8E REACTIONS. All bearings 27-5-0. (lb) - Max Horz B=306(LC 38) Max Uplift All uplift 100 lb or less at joint(s) Q, S, T, V, W, AB except B=-1312(LC 37), R=-110(LC 45), X=-3987(LC 46), Y=-368(LC 37), Z=-4778(LC 45), AA=-139(LC 59) Max Grav All reactions 250 lb or less at joint(s) AA, AC except Q=318(LC 21), B=1558(LC 58), R=392(LC 30), S=352(LC 21), T=353(LC 21), V=309(LC 21), W=267(LC 1), X=4041(LC 57), Y=522(LC 30), Z=4992(LC 56), AB=826(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-4754/4540, C-E=-2302/2138, E-F=-1681/1568, F-G=-5377/5224, G-H=-4743/4557, H-J=-4049/3929, J-K=-3373/3269, K-L=-2694/2606, L-M=-2014/1943, M-N=-1327/1281, N-O=-696/653, O-Q=-303/60 BOT CHORD B-AC=-4412/4282, AB-AC=-3081/3046, AA-AB=-2110/2018, Z-AA=-1488/1447, Y-Z=-805/762, X-Y=-595/552, W-X=-3673/3676, V-W=-3053/3055, T-V=-2433/2434, S-T=-1812/1813, R-S=-1192/1193, Q-R=-571/571 WEBS N-R=-307/125, M-S=-313/34, L-T=-313/31, K-V=-269/30, G-AD=-278/163, Y-AD=-464/393, F-Z=-4954/4799, C-AB=-817/128, F-AD=-5587/5650, X-AD=-5745/5808 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. June 14,2019 Continued on page 28) Gable studs spaced at 2-0-0 oc. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351346 25191 S4 GABLE 4 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:02:50 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-9y29e9aIBZMQSXYEyggOSbeFXuq4mT1_We8UKdz7KmZ NOTES- 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 11) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) Q, S, T, V, W, AB except (jt=lb) B=1312, R=110, X=3987, Y=368, Z=4778, AA=139. 13) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 27-5-0 for 310.0 plf. 14) No notches allowed in overhang and 11008 from left end and 908 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-O=-114, O-P=-114, B-Q=-20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351347 25191 S5 MONOPITCH 9 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:02:52 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-5LAv2qbYjAc7hqic45jsX0kZuiSjENgGzydbPWz7KmX -1-10-8 7-4-12 13-7-10 20-7-4 27-5-0 28-2-8 1-10-8 7-4-12 6-2-14 6-11-10 6-9-12 0-9-8 Scale = 1:55.7 4.12 12 G H 3x4 4x4 F 4x6 P E 3x4 D 10-0-3 9-8-15 1.5x4 C B A 0-3-15 L K J Q R I 4x5 3x4 3x5 4x4 3x6 9-7-2 18-4-13 27-5-0 9-7-2 8-9-11 9-0-3 Plate Offsets (X,Y)-- [B:0-2-0,Edge], [D:0-1-12,0-1-8], [E:0-3-0,Edge], [F:0-1-12,0-1-12], [J:0-1-12,0-1-8], [L:0-1-12,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL) -0.34 I-J >951 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.67 Vert(CT) -0.51 I-J >637 180 TCDL 13.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.07 I n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 117 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, A-E: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 *Except* WEBS 1 Row at midpt G-I, F-I C-L,D-L,F-J: 2x3 SPF No.2 REACTIONS. (lb/size) I=1377/0-5-8, B=1455/0-5-8 Max Horz B=303(LC 10) Max Uplift I=-210(LC 14), B=-157(LC 10) Max Grav I=1723(LC 3), B=1523(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-3246/298, C-D=-2930/242, D-F=-1628/102, G-I=-439/121 BOT CHORD B-L=-537/3034, J-L=-367/2117, I-J=-191/1158 WEBS C-L=-559/186, D-L=-69/902, D-J=-938/222, F-J=-61/1107, F-I=-1658/279 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) I=210, B=157. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351348 25191 S6 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:02:57 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-SIzo6YfhYiFQocaateI1E3RRMj6Tvcw?7ELM4kz7KmS -1-10-8 7-10-4 14-4-14 20-11-8 28-11-8 34-5-4 1-10-8 7-10-4 6-6-10 6-6-10 8-0-0 5-5-12 4x4 Scale = 1:67.6 4x4 4.12 12 N O P 5x6 M Q R 6x8 L K 4x7 5x6 J 4x7 I AO AM 4x7 H 4x7 4x7 G 4x7 AL 10-3-4 F 4x7 3x7 E 4x7 4x7 AN 8-4-11 D AK 4x7 4x7 C 3x7 4x7 4x7 B 4x7 3x7 A 0-3-15 4x10 MT18HS 5x6 4x7 4x6 V U T S AJ AI AH AG AF AE AD AC AB AA Z Y XW 7x10 4x10 MT18HS 3x4 7-10-4 14-4-14 20-11-8 27-5-0 28-11-8 34-5-4 7-10-4 6-6-10 6-6-10 6-5-8 1-6-8 5-5-12 Plate Offsets (X,Y)-- [B:0-0-2,Edge], [I:0-3-0,0-3-0], [K:0-4-0,0-2-8], [R:0-2-12,0-1-8], [AJ:0-3-0,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.06 T-U >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.95 Vert(CT) -0.09 T-U >956 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.89 Horz(CT) -0.07 AD n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 284 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-9-7 oc purlins, A-I: 2x4 SPF 2100F 1.8E except end verticals. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. B-AB: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt K-AA, O-V, R-S WEBS 2x8 SPF 1950F 1.7E *Except* JOINTS 1 Brace at Jt(s): AK, AL, AM, AN, AO K-AA,K-V,O-V,R-V: 2x4 SPF No.2, R-S: 2x6 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 27-5-0 except (jt=length) S=0-5-8, W=0-3-8. (lb) - Max Horz B=293(LC 37) Max Uplift All uplift 100 lb or less at joint(s) X, AD, AE, AF, AG, AH, AI, AJ except B=-2283(LC 37), AA=-2932(LC 39), S=-3036(LC 40), Y=-113(LC 46), Z=-265(LC 37), AC=-194(LC 37), W=-148(LC 31) Max Grav All reactions 250 lb or less at joint(s) X, Y, AD, AE, AF, AG, AH, AI, W except B=2407(LC 58), AA=3098(LC 58), S=3209(LC 57), Z=391(LC 28), AC=331(LC 28), AJ=478(LC 27) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-7041/6883, C-D=-5352/5232, D-E=-4678/4518, E-F=-4003/3915, F-G=-3327/3252, G-H=-2650/2588, H-I=-1976/1927, I-J=-1268/1235, J-K=-666/658, K-L=-2728/2662, L-M=-2136/2071, M-N=-1421/1409, N-O=-826/789, O-P=-698/639, P-Q=-1295/1277, Q-R=-1802/1727, R-S=-3019/2877 BOT CHORD B-AJ=-6517/6466, AI-AJ=-4586/4551, AH-AI=-3730/3695, AG-AH=-3029/2994, AF-AG=-2250/2215, AE-AF=-1471/1436, AD-AE=-693/657, AC-AD=-968/933, AA-AC=-1747/1712, Z-AA=-2525/2490, Y-Z=-3304/3269, X-Y=-4083/4048, W-X=-4205/4170, V-W=-4205/4170 WEBS K-AA=-3085/2966, K-AM=-3437/3546, AL-AM=-3488/3599, AK-AL=-3470/3579, V-AK=-3486/3599, V-AN=-2951/3035, AN-AO=-3005/3101, R-AO=-2720/2809, L-AM=-259/218, Z-AM=-324/294, J-AC=-261/222, C-AJ=-327/142, T-AO=-263/274 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. June 14,2019 Continued on page 26) All plates are MT20 plates unless otherwise indicated. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351348 25191 S6 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:02:57 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-SIzo6YfhYiFQocaateI1E3RRMj6Tvcw?7ELM4kz7KmS NOTES- 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 11) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) X, AD, AE, AF, AG, AH, AI, AJ except (jt=lb) B=2283, AA=2932, S=3036, Y=113, Z=265, AC=194, W=148. 13) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 27-5-0 for 389.4 plf. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351349 25191 S7 Common 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:02:58 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-wVXAJugJJ0NHPl9mQMqGnHzbq6Ute1i9Lu4vcAz7KmR -1-10-8 7-10-0 14-10-8 21-11-0 28-11-8 34-5-4 1-10-8 7-10-0 7-0-8 7-0-8 7-0-8 5-5-12 5x8 Scale = 1:65.0 4.12 12 Q G 3x4 H 4x4 F 3x4 3x4 E D 10-3-4 1.5x4 8-4-11 C B A 0-3-15 M R S L K T U V J I 3x6 3x5 4x4 3x4 3x5 5x6 9-7-1 18-4-11 27-2-4 34-5-4 9-7-1 8-9-10 8-9-10 7-3-0 Plate Offsets (X,Y)-- [B:0-3-12,0-1-8], [D:0-1-4,0-1-8], [F:0-1-0,0-2-0], [I:0-3-0,0-3-0], [J:0-2-4,0-1-8], [L:0-1-12,0-1-8], [M:0-1-8,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.83 Vert(LL) -0.22 M-P >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.75 Vert(CT) -0.45 M-P >717 180 TCDL 13.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.04 J n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 146 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc purlins, BOT CHORD 2x4 SPF No.2 *Except* except end verticals. B-K: 2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 *Except* WEBS 1 Row at midpt F-J, G-J, H-I C-M,D-M,D-L,F-L: 2x3 SPF No.2 REACTIONS. (lb/size) B=1188/0-5-8, J=2905/0-5-8, I=-659/0-5-8 Max Horz B=278(LC 10) Max Uplift B=-139(LC 10), J=-325(LC 10), I=-818(LC 3) Max Grav B=1218(LC 2), J=3326(LC 2), I=99(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-2311/230, C-D=-2049/197, D-F=-639/54, F-G=-107/956, H-I=-306/66 BOT CHORD B-M=-424/2147, L-M=-234/1057, I-J=-545/63 WEBS C-M=-580/196, D-M=-111/1126, D-L=-947/237, F-L=-116/1298, F-J=-1451/291, G-J=-1709/292, G-I=-136/1173 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) B=139, J=325, I=818. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351350 25191 S8 COMMON 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:00 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-stfxkZhardd?f3J9Ymsksi3wvwAL6xCSpCZ0h2z7KmP -1-10-8 7-10-0 14-10-8 21-11-0 28-11-8 34-5-4 36-3-12 1-10-8 7-10-0 7-0-8 7-0-8 7-0-8 5-5-12 1-10-8 5x7 Scale = 1:67.2 4.12 12 G R 3x4 4x4 H F I 3x4 3x4 E D 10-3-4 1.5x4 8-4-11 C B A 0-3-15 N S T M L U V W K J 3x6 3x5 4x4 3x4 3x5 5x6 9-7-1 18-4-11 27-2-4 34-5-4 9-7-1 8-9-10 8-9-10 7-3-0 Plate Offsets (X,Y)-- [B:0-3-12,0-1-8], [D:0-1-4,0-1-8], [F:0-1-0,0-2-0], [G:0-3-0,0-2-4], [J:0-3-0,0-3-0], [M:0-1-12,0-1-8], [N:0-1-8,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.85 Vert(LL) -0.22 N-Q >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.75 Vert(CT) -0.45 N-Q >718 180 TCDL 13.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.04 K n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 148 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc purlins, BOT CHORD 2x4 SPF No.2 *Except* except end verticals. B-L: 2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 *Except* WEBS 1 Row at midpt F-K, G-K, H-J C-N,D-N,D-M,F-M: 2x3 SPF No.2 REACTIONS. (lb/size) B=1187/0-5-8, K=2889/0-5-8, J=-488/0-5-8 Max Horz B=267(LC 10) Max Uplift B=-142(LC 10), K=-323(LC 10), J=-732(LC 3) Max Grav B=1217(LC 2), K=3313(LC 2), J=114(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-2309/252, C-D=-2046/219, D-F=-636/75, F-G=-97/962, H-J=-581/179 BOT CHORD B-N=-410/2144, M-N=-224/1054, J-K=-547/80 WEBS C-N=-581/196, D-N=-111/1127, D-M=-946/236, F-M=-116/1297, F-K=-1457/292, G-K=-1692/283, G-J=-165/1172 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) B=142, K=323, J=732. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351351 25191 S9 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:05 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-DrSqnHlifAFHlqC6LKSvZlmmxxvtnD1BzUHnMGz7KmK -1-10-8 7-10-4 14-4-14 20-11-8 28-11-8 34-5-4 36-3-12 1-10-8 7-10-4 6-6-10 6-6-10 8-0-0 5-5-12 1-10-8 4x4 Scale = 1:69.4 4x4 4.12 12 N O P 5x7 BD M Q R 6x8 L S 5x6 K 4x7 J 4x7 I AP AN 4x7 H 4x7 4x7 G 4x7 AM 10-3-4 F 4x7 3x7 E 4x7 4x7 AO 8-4-11 D AL 4x7 4x7 C 3x7 4x7 4x7 B 4x7 3x7 A 0-3-15 4x10 MT18HS 5x6 4x7 4x6 W V U T AK AJ AI AH AG AF AE AD AC AB AA Z Y X 6x10 5x7 3x4 7-10-4 14-4-14 20-11-8 27-5-0 28-11-8 34-5-4 7-10-4 6-6-10 6-6-10 6-5-8 1-6-8 5-5-12 Plate Offsets (X,Y)-- [B:0-0-2,Edge], [I:0-3-0,0-3-0], [K:0-3-8,0-2-8], [R:0-3-8,0-1-8], [T:Edge,0-3-0], [W:0-5-0,0-2-0], [AK:0-3-0,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.83 Vert(LL) -0.05 U-V >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.60 Vert(CT) -0.07 U-V >999 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr NO WB 0.88 Horz(CT) -0.07 AE n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 286 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-9-13 oc purlins, A-I: 2x4 SPF 2100F 1.8E except end verticals. BOT CHORD 2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 2-11-13 oc bracing. WEBS 2x8 SPF 1950F 1.7E *Except* WEBS 1 Row at midpt K-AB, O-W, R-T K-AB,K-W,O-W,R-W: 2x4 SPF No.2, R-T: 2x6 SPF No.2 JOINTS 1 Brace at Jt(s): AL, AM, AN, AO, AP OTHERS 2x4 SPF No.2 REACTIONS. All bearings 27-5-0 except (jt=length) T=0-5-8, X=0-3-8. (lb) - Max Horz B=281(LC 45) Max Uplift All uplift 100 lb or less at joint(s) Y, AE, AF, AG, AH, AI, AJ, AK except B=-2252(LC 37), AB=-3003(LC 39), T=-3148(LC 40), Z=-115(LC 46), AA=-271(LC 37), AD=-198(LC 37), X=-146(LC 39) Max Grav All reactions 250 lb or less at joint(s) Y, AE, AF, AG, AH, AI, AJ, X except B=2372(LC 58), AB=3168(LC 58), T=3319(LC 57), Z=251(LC 29), AA=395(LC 28), AD=333(LC 28), AK=478(LC 27) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-6927/6785, C-D=-5243/5134, D-E=-4568/4420, E-F=-3895/3817, F-G=-3219/3154, G-H=-2542/2491, H-I=-1868/1829, I-J=-1159/1143, J-K=-558/568, K-L=-2687/2637, L-M=-2096/2048, M-N=-1379/1385, N-O=-786/771, O-P=-691/693, P-Q=-1311/1316, Q-R=-1830/1786, R-T=-3110/3028 BOT CHORD B-AK=-6418/6377, AJ-AK=-4488/4457, AI-AJ=-3631/3600, AH-AI=-2930/2899, AG-AH=-2151/2120, AF-AG=-1373/1342, AE-AF=-594/563, AD-AE=-1061/1031, AB-AD=-1840/1809, AA-AB=-2619/2588, Z-AA=-3398/3367, Y-Z=-4165/4146, X-Y=-4298/4267, W-X=-4298/4267 WEBS K-AB=-3155/3035, K-AN=-3522/3631, AM-AN=-3575/3686, AL-AM=-3556/3665, W-AL=-3573/3685, W-AO=-2985/3089, AO-AP=-3039/3159, R-AP=-2741/2850, L-AN=-262/222, AA-AN=-330/299, J-AD=-263/226, C-AK=-327/142, U-AP=-273/277 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are MT20 plates unless otherwise indicated. June 14,2019 Continued on page 27) All plates are 1.5x4 MT20 unless otherwise indicated. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351351 25191 S9 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:05 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-DrSqnHlifAFHlqC6LKSvZlmmxxvtnD1BzUHnMGz7KmK NOTES- 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 11) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) Y, AE, AF, AG, AH, AI, AJ, AK except (jt=lb) B=2252, AB=3003, T=3148, Z=115, AA=271, AD=198, X=146. 13) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 27-5-0 for 389.4 plf. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351352 25191 SP1 Blocking Supported 88 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:06 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-h10C?dmKQTN8N_mJu1z86zJ6iLNtWqsKB80Kuiz7KmJ 1-10-7 1-10-7 4x4 2x4 Scale = 1:11.2 A B 1-8-0 3x4 D C 1-10-7 3x5 1-10-7 Plate Offsets (X,Y)-- [C:0-1-12,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.00 D >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.10 Vert(CT) -0.00 D >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 8 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=80/1-10-7, C=80/1-10-7, C=80/1-10-7 Max Horz D=35(LC 9) Max Uplift D=-423(LC 29), C=-423(LC 32) Max Grav D=438(LC 50), C=438(LC 49), C=80(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-D=-422/431, A-B=-477/477 BOT CHORD C-D=-507/509 WEBS A-C=-692/692 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=423, C=423. 11) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-7 for 310.0 plf. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351353 25191 SP2 Blocking Supported 277 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:20 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-GjsUxPx67m8928r?jzDQgwuWC_9Ho9SOPJP4Ouz7Km5 1-8-15 1-8-15 4x4 2x4 Scale = 1:11.3 A B 1-8-0 D C 3x5 3x4 1-8-15 1-8-15 Plate Offsets (X,Y)-- [C:0-1-12,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.09 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.20 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 8 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=74/1-8-15, C=74/1-8-15 Max Horz D=35(LC 9) Max Uplift D=-423(LC 29), C=-423(LC 32) Max Grav D=436(LC 50), C=436(LC 49) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-D=-420/431, A-B=-442/443 BOT CHORD C-D=-473/474 WEBS A-C=-663/663 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=423, C=423. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-15 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351354 25191 SP3 Blocking Supported 11 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:29 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-WSvupU2m0XHtdW1jlMtXXpm3zcENPEijUD52Btz7Kly 1-8-15 1-8-15 4x4 2x4 Scale = 1:11.1 A B 1-7-11 D C 3x5 5x6 1-8-15 1-8-15 Plate Offsets (X,Y)-- [A:0-1-12,0-2-0], [C:Edge,0-2-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.09 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.20 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 8 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=74/1-8-15, C=74/1-8-15 Max Horz D=35(LC 9) Max Uplift D=-415(LC 29), C=-415(LC 32) Max Grav D=427(LC 50), C=427(LC 49) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-D=-412/422, A-B=-441/442 BOT CHORD C-D=-472/473 WEBS A-C=-657/657 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=415, C=415. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-15 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351355 25191 SP4 Blocking Supported 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:39 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-DNWgwvA1fcXTq3oeKT3txwAlOeedll3BnmWaYIz7Klo 1-10-1 1-10-1 4x4 2x4 Scale = 1:11.3 A B 1-8-0 D C 3x5 3x4 1-10-1 1-10-1 Plate Offsets (X,Y)-- [C:0-1-12,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.10 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.20 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 8 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=78/1-10-1, C=78/1-10-1 Max Horz D=-35(LC 8) Max Uplift D=-423(LC 29), C=-423(LC 32) Max Grav D=438(LC 50), C=438(LC 49) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-D=-422/431, A-B=-468/469 BOT CHORD C-D=-499/500 WEBS A-C=-685/685 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=423, C=423. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-1 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351356 25191 SP5 Blocking Supported 3 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:48 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-S6Z4p_HgXNgBPR_NMsj_pq2J8GjuMqSWrgCZMGz7Klf 1-8-1 1-8-1 4x4 2x4 Scale = 1:11.3 A B 1-8-0 D C 3x5 3x4 1-8-1 1-8-1 Plate Offsets (X,Y)-- [C:0-1-8,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.09 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.19 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 8 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=70/1-8-1, C=70/1-8-1 Max Horz D=-35(LC 8) Max Uplift D=-424(LC 29), C=-424(LC 32) Max Grav D=434(LC 36), C=434(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-D=-420/431, A-B=-421/422 BOT CHORD C-D=-452/454 WEBS A-C=-647/647 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=424, C=424. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-1 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351357 25191 SP6 Blocking Supported 4 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:00 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-5QHcK4QCi3BUrHvh3NxoILYM66peAFMHcX6Boaz7KlT 1-8-13 1-8-13 4x4 2x4 Scale = 1:11.3 A B 1-8-0 D C 3x5 3x4 1-8-13 1-8-13 Plate Offsets (X,Y)-- [C:0-1-12,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.09 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.20 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 8 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=73/1-8-13, C=73/1-8-13 Max Horz D=-35(LC 8) Max Uplift D=-424(LC 29), C=-424(LC 32) Max Grav D=436(LC 50), C=436(LC 49) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-D=-420/431, A-B=-439/440 BOT CHORD C-D=-470/471 WEBS A-C=-661/661 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=424, C=424. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-13 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351358 25191 SP7 Blocking Supported 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:11 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-HXSmerY67RZwgzEoCBdOEgVEKYZHFEAv8lGGgRz7KlI 1-7-15 1-7-15 4x4 2x4 Scale = 1:11.3 A B 1-8-0 D C 3x5 3x4 1-7-15 1-7-15 Plate Offsets (X,Y)-- [C:0-1-8,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.09 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.19 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 8 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=70/1-7-15, C=70/1-7-15 Max Horz D=35(LC 9) Max Uplift D=-424(LC 29), C=-424(LC 32) Max Grav D=434(LC 36), C=434(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-D=-420/431, A-B=-418/419 BOT CHORD C-D=-449/451 WEBS A-C=-645/645 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=424, C=424. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-7-15 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351359 25191 SP8 Blocking Supported 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:12 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-lk?9rBZktlinI7p_mu9dnt2P5yvX_hR2NP0qDtz7KlH 1-7-11 1-7-11 4x4 2x4 Scale = 1:11.3 A B 1-8-0 D C 3x5 5x6 1-7-11 1-7-11 Plate Offsets (X,Y)-- [C:Edge,0-2-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.09 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.19 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 8 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=69/1-7-11, C=69/1-7-11 Max Horz D=35(LC 9) Max Uplift D=-424(LC 29), C=-424(LC 32) Max Grav D=434(LC 36), C=434(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-D=-420/431, A-B=-413/413 BOT CHORD C-D=-443/445 WEBS A-C=-640/640 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=424, C=424. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-7-11 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351360 25191 SP9 Blocking Supported 8 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:13 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-DwZX2XaMe3qevHOBJcgsK5aarLFnj8iBb3lNlKz7KlG 1-7-7 1-7-7 4x4 2x4 Scale = 1:11.3 A B 1-8-0 D C 3x5 3x4 1-7-7 1-7-7 Plate Offsets (X,Y)-- [C:0-1-8,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.09 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.19 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 7 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=68/1-7-7, C=68/1-7-7 Max Horz D=35(LC 9) Max Uplift D=-424(LC 29), C=-424(LC 32) Max Grav D=434(LC 36), C=434(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-D=-420/431, A-B=-407/408 BOT CHORD C-D=-438/439 WEBS A-C=-636/636 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=424, C=424. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-7-7 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351361 25191 SP10 Blocking Supported 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:07 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-9DaaCznzBnV?_8LVSlUNeArIVljMFINUQnmuR8z7KmI 1-7-5 1-7-5 4x4 2x4 Scale = 1:11.3 A B 1-8-0 D C 3x5 3x4 1-7-5 1-7-5 Plate Offsets (X,Y)-- [C:0-1-8,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.09 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.19 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 7 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=67/1-7-5, C=67/1-7-5 Max Horz D=-35(LC 8) Max Uplift D=-424(LC 29), C=-424(LC 32) Max Grav D=434(LC 36), C=434(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-D=-420/431, A-B=-404/405 BOT CHORD C-D=-435/436 WEBS A-C=-634/634 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=424, C=424. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-7-5 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351362 25191 SP11 Blocking Supported 3 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:08 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-dQ8yPJoby4dscIwh0S?cBOOTF83b_ledfRVRzbz7KmH 1-7-3 1-7-3 4x4 2x4 Scale = 1:11.3 A B 1-8-0 D C 3x5 3x4 1-7-3 1-7-3 Plate Offsets (X,Y)-- [C:0-1-8,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.09 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.19 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 7 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=67/1-7-3, C=67/1-7-3 Max Horz D=35(LC 9) Max Uplift D=-424(LC 29), C=-424(LC 32) Max Grav D=434(LC 36), C=434(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-D=-420/431, A-B=-401/402 BOT CHORD C-D=-432/433 WEBS A-C=-631/631 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=424, C=424. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-7-3 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351363 25191 SP12 Blocking Supported 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:13 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-_NxrT0rjndG9j3pfp?bnuR5K_9mnf0uMojDCeoz7KmC 1-6-15 1-6-15 4x4 2x4 Scale = 1:11.3 A B 1-8-0 D C 3x5 3x4 1-6-15 1-6-15 Plate Offsets (X,Y)-- [C:0-1-8,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.09 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.19 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 7 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=66/1-6-15, C=66/1-6-15 Max Horz D=-35(LC 8) Max Uplift D=-424(LC 29), C=-424(LC 32) Max Grav D=434(LC 36), C=434(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-D=-420/431, A-B=-395/396 BOT CHORD C-D=-426/428 WEBS A-C=-627/627 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=424, C=424. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-6-15 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351364 25191 SP13 Blocking Supported 3 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:14 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-SaVDgMsMYwO0KDOrMj60RfeVjZ64OTCW1NylBEz7KmB 1-6-3 1-6-3 4x4 2x4 Scale = 1:11.3 A B 1-8-0 D C 3x5 4x4 1-6-3 1-6-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 7 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=63/1-6-3, C=63/1-6-3 Max Horz D=35(LC 9) Max Uplift D=-425(LC 29), C=-425(LC 32) Max Grav D=434(LC 36), C=434(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-D=-421/431, A-B=-378/379 BOT CHORD C-D=-409/410 WEBS A-C=-614/614 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=425, C=425. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-6-3 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351365 25191 SP14 Blocking Supported 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:15 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-wm3btit_JEWsyNy1wQdFzsBfRzST7wbfG1iJjhz7KmA 1-4-3 1-4-3 4x4 2x4 Scale = 1:11.3 A B 1-8-0 D C 3x5 4x4 1-4-3 1-4-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.07 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.17 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 6 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=55/1-4-3, C=55/1-4-3 Max Horz D=-35(LC 8) Max Uplift D=-426(LC 29), C=-426(LC 32) Max Grav D=434(LC 36), C=434(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-D=-423/432, A-B=-331/332 BOT CHORD C-D=-362/364 WEBS A-C=-582/582 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=426, C=426. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-4-3 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351366 25191 SP15 Blocking Supported 3 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:16 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-Oyd_52uc4YejaWXEU88UW4jqCNocsMloUhRsF7z7Km9 1-5-7 1-5-7 4x4 2x4 Scale = 1:11.3 A B 1-8-0 D C 3x5 4x4 1-5-7 1-5-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 7 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=60/1-5-7, C=60/1-5-7 Max Horz D=35(LC 9) Max Uplift D=-425(LC 29), C=-425(LC 32) Max Grav D=434(LC 36), C=434(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-D=-422/431, A-B=-360/361 BOT CHORD C-D=-391/393 WEBS A-C=-601/601 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=425, C=425. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-5-7 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351367 25191 SP16 Blocking Supported 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:16 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-Oyd_52uc4YejaWXEU88UW4jrFNodsMooUhRsF7z7Km9 1-5-3 1-5-3 4x4 2x4 Scale = 1:11.1 A B 1-7-11 D C 3x5 4x4 1-5-3 1-5-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 7 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=59/1-5-3, C=59/1-5-3 Max Horz D=35(LC 9) Max Uplift D=-417(LC 29), C=-417(LC 32) Max Grav D=425(LC 36), C=425(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-D=-413/423, A-B=-354/355 BOT CHORD C-D=-385/386 WEBS A-C=-590/590 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=417, C=417. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-5-3 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351368 25191 SP17 Blocking Supported 22 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:17 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-s8BMINvEqrmaBg6Q2rfj2HG0Cn7TbolyjLBQnZz7Km8 1-10-7 1-10-7 4x4 2x4 Scale = 1:10.4 A B 1-6-0 3x4 D C 1.5x4 1-10-7 1-10-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0.00 D >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.10 Vert(CT) -0.00 D >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.19 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 8 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=80/1-10-7, C=80/1-10-7, C=80/1-10-7 Max Horz D=31(LC 9) Max Uplift D=-368(LC 29), C=-368(LC 32) Max Grav D=387(LC 50), C=387(LC 49), C=80(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-D=-370/376, A-B=-475/476 BOT CHORD C-D=-502/503 WEBS A-C=-655/655 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=368, C=368. 11) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-7 for 310.0 plf. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351369 25191 SP18 Blocking Supported 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:18 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-KLlkWjvsb9uRpqhcbYBybVo9gAT8KGJ5y?wzK0z7Km7 1-4-7 1-4-7 4x4 2x4 Scale = 1:11.3 A B 1-8-0 D C 3x5 4x4 1-4-7 1-4-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.07 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.17 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 7 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=56/1-4-7, C=56/1-4-7 Max Horz D=-35(LC 8) Max Uplift D=-426(LC 29), C=-426(LC 32) Max Grav D=435(LC 36), C=435(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-D=-423/432, A-B=-337/338 BOT CHORD C-D=-368/370 WEBS A-C=-586/586 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=426, C=426. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-4-7 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351370 25191 SP19 Blocking Supported 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:19 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-oXJ6j3wUMT0IR_Go9GiB7iLKQapQ3jcFBfgWsSz7Km6 1-3-15 1-3-15 4x4 2x4 Scale = 1:11.3 A B 1-8-0 D C 3x5 5x6 1-3-15 1-3-15 Plate Offsets (X,Y)-- [C:Edge,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.07 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.17 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 6 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=54/1-3-15, C=54/1-3-15 Max Horz D=35(LC 9) Max Uplift D=-426(LC 29), C=-426(LC 32) Max Grav D=435(LC 36), C=435(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-D=-423/432, A-B=-326/326 BOT CHORD C-D=-356/358 WEBS A-C=-578/578 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=426, C=426. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-3-15 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351371 25191 SP20 Blocking Supported 7 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:21 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-lwQt8lylu4G0gIQBHhkfD7QgvOVvXd6Yez9dwKz7Km4 1-3-11 1-3-11 4x4 2x4 Scale = 1:11.3 A B 1-8-0 D C 3x5 5x6 1-3-11 1-3-11 Plate Offsets (X,Y)-- [C:Edge,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.07 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.17 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 6 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=53/1-3-11, C=53/1-3-11 Max Horz D=35(LC 9) Max Uplift D=-427(LC 29), C=-427(LC 32) Max Grav D=435(LC 36), C=435(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-D=-424/432, A-B=-320/320 BOT CHORD C-D=-351/352 WEBS A-C=-574/574 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=427, C=427. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-3-11 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351372 25191 SP21 Blocking Supported 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:22 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-D6_FL5yNfOOtIS?NqOFulLzrfor9G4NhtduBTnz7Km3 1-3-7 1-3-7 4x4 2x4 Scale = 1:11.3 A B 1-8-0 D C 3x5 5x6 1-3-7 1-3-7 Plate Offsets (X,Y)-- [C:Edge,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.07 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.17 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 6 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=52/1-3-7, C=52/1-3-7 Max Horz D=-35(LC 8) Max Uplift D=-427(LC 29), C=-427(LC 32) Max Grav D=435(LC 36), C=435(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-D=-424/432, A-B=-314/314 BOT CHORD C-D=-344/346 WEBS A-C=-570/570 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=427, C=427. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-3-7 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351373 25191 SP22 Blocking Supported 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:22 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-D6_FL5yNfOOtIS?NqOFulLzreorBG4PhtduBTnz7Km3 1-2-15 1-2-15 4x4 2x4 Scale = 1:11.3 A B 1-8-0 D C 3x5 5x6 1-2-15 1-2-15 Plate Offsets (X,Y)-- [C:Edge,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.07 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.17 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 6 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=50/1-2-15, C=50/1-2-15 Max Horz D=35(LC 9) Max Uplift D=-428(LC 29), C=-428(LC 32) Max Grav D=435(LC 36), C=435(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-D=-425/433, A-B=-302/303 BOT CHORD C-D=-333/335 WEBS A-C=-564/564 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=428, C=428. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-2-15 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351374 25191 SP23 Blocking Supported 4 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:23 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-hIYdZRz?QhWkvbaaO6m7IYW0OBBS?Xgq5Hek?Dz7Km2 1-2-11 1-2-11 4x4 2x4 Scale = 1:11.3 A B 1-8-0 D C 3x5 5x6 1-2-11 1-2-11 Plate Offsets (X,Y)-- [C:Edge,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.06 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.17 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 6 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=49/1-2-11, C=49/1-2-11 Max Horz D=35(LC 9) Max Uplift D=-428(LC 29), C=-428(LC 32) Max Grav D=435(LC 36), C=435(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-D=-425/433, A-B=-296/297 BOT CHORD C-D=-327/329 WEBS A-C=-560/560 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=428, C=428. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-2-11 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351375 25191 SP24 Blocking Supported 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:24 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-9V6?mn_dB?ebXl8mypHMqm2B8bXik_x_KxOHXfz7Km1 1-2-7 1-2-7 4x4 2x4 Scale = 1:11.3 A B 1-8-0 D C 3x5 5x6 1-2-7 1-2-7 Plate Offsets (X,Y)-- [C:Edge,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.06 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.17 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 6 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=48/1-2-7, C=48/1-2-7 Max Horz D=-35(LC 8) Max Uplift D=-428(LC 29), C=-428(LC 32) Max Grav D=436(LC 36), C=436(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-D=-426/433, A-B=-291/291 BOT CHORD C-D=-322/323 WEBS A-C=-557/557 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=428, C=428. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-2-7 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351376 25191 SP25 Blocking Supported 4 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:25 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-dhgN_7?FyJnS9vjyWWpbNzbMs?tyTRC7Zb7r36z7Km0 1-2-3 1-2-3 4x4 2x4 Scale = 1:11.3 A B 1-8-0 D C 3x5 5x6 1-2-3 1-2-3 Plate Offsets (X,Y)-- [C:Edge,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.06 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.16 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 6 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=47/1-2-3, C=47/1-2-3 Max Horz D=35(LC 9) Max Uplift D=-429(LC 29), C=-429(LC 32) Max Grav D=436(LC 36), C=436(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-D=-426/434, A-B=-285/286 BOT CHORD C-D=-316/317 WEBS A-C=-554/554 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=429, C=429. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-2-3 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351377 25191 SP26 Blocking Supported 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:26 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-5tEmBS0tjcvJm3I93EKqwB8XcPDCCuTHoFtOcYz7Km? 1-1-13 1-1-13 4x4 2x4 Scale = 1:11.3 A B 1-8-0 D C 3x5 5x6 1-1-13 1-1-13 Plate Offsets (X,Y)-- [C:Edge,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.06 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.16 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 6 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=45/1-1-13, C=45/1-1-13 Max Horz D=-35(LC 8) Max Uplift D=-430(LC 29), C=-430(LC 32) Max Grav D=436(LC 36), C=436(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-D=-427/434, A-B=-276/277 BOT CHORD C-D=-307/309 WEBS A-C=-549/549 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=430, C=430. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-1-13 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351378 25191 SP27 Blocking Supported 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:27 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-Z4n8Po0VUw1AODtLdxr3SOgiMpZRxLkQ0vcx8_z7Km_ 1-1-11 1-1-11 4x4 2x4 Scale = 1:11.3 A B 1-8-0 D C 3x5 5x6 1-1-11 1-1-11 Plate Offsets (X,Y)-- [C:Edge,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.06 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.16 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 6 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=45/1-1-11, C=45/1-1-11 Max Horz D=35(LC 9) Max Uplift D=-430(LC 29), C=-430(LC 32) Max Grav D=436(LC 36), C=436(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-D=-427/434, A-B=-273/274 BOT CHORD C-D=-304/306 WEBS A-C=-548/548 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=430, C=430. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-1-11 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351379 25191 SP28 Blocking Supported 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:27 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-Z4n8Po0VUw1AODtLdxr3SOgiLpZSxLlQ0vcx8_z7Km_ 1-1-7 1-1-7 4x4 2x4 Scale = 1:11.3 A B 1-8-0 D C 3x5 5x6 1-1-7 1-1-7 Plate Offsets (X,Y)-- [C:Edge,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.06 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.16 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 6 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=44/1-1-7, C=44/1-1-7 Max Horz D=-35(LC 8) Max Uplift D=-430(LC 29), C=-430(LC 32) Max Grav D=437(LC 36), C=437(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-D=-428/435, A-B=-268/268 BOT CHORD C-D=-298/300 WEBS A-C=-545/545 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=430, C=430. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-1-7 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351380 25191 SP29 Blocking Supported 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:28 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-1GLWc818FE900NSXBfMI?cDt5Cvjgo?ZFZMVfRz7Klz 1-1-3 1-1-3 4x4 2x4 Scale = 1:11.3 A B 1-8-0 D C 3x5 5x6 1-1-3 1-1-3 Plate Offsets (X,Y)-- [C:Edge,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.06 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.16 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 6 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=43/1-1-3, C=43/1-1-3 Max Horz D=35(LC 9) Max Uplift D=-430(LC 29), C=-430(LC 32) Max Grav D=437(LC 36), C=437(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-D=-429/435, A-B=-262/262 BOT CHORD C-D=-292/294 WEBS A-C=-542/542 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=430, C=430. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-1-3 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351381 25191 SP30 Blocking Supported 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:30 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-_fTG1q3OnrPkFgcwI4Om41IDb0aC8iVsisrckJz7Klx 1-0-15 1-0-15 4x4 2x4 Scale = 1:11.3 A B 1-8-0 D C 3x5 5x6 1-0-15 1-0-15 Plate Offsets (X,Y)-- [C:Edge,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.06 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.16 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 6 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=42/1-0-15, C=42/1-0-15 Max Horz D=35(LC 9) Max Uplift D=-431(LC 29), C=-431(LC 32) Max Grav D=437(LC 36), C=437(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-D=-431/435, A-B=-256/257 BOT CHORD C-D=-287/288 WEBS A-C=-539/539 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=431, C=431. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-0-15 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351382 25191 SP31 Blocking Supported 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:31 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-Sr1fEA30X9XbtqB6snv?dErOJQwSt9m0xWa9Glz7Klw 1-0-11 1-0-11 4x4 2x4 Scale = 1:11.3 A B 1-8-0 D C 3x5 5x6 1-0-11 1-0-11 Plate Offsets (X,Y)-- [C:Edge,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.06 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.16 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 5 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=41/1-0-11, C=41/1-0-11 Max Horz D=-35(LC 8) Max Uplift D=-431(LC 29), C=-431(LC 32) Max Grav D=438(LC 36), C=438(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-D=-432/436, A-B=-250/251 BOT CHORD C-D=-281/283 WEBS A-C=-537/537 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=431, C=431. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-0-11 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351383 25191 SP32 Blocking Supported 3 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:32 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-w1b1SW4eISfSU_mIQVRE9SOZ2qGjcc29AAKioCz7Klv 1-0-3 1-0-3 4x4 2x4 Scale = 1:11.3 A B 1-8-0 D C 3x5 5x6 1-0-3 1-0-3 Plate Offsets (X,Y)-- [C:Edge,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.05 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.16 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 5 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=39/1-0-3, C=39/1-0-3 Max Horz D=-35(LC 8) Max Uplift D=-433(LC 29), C=-433(LC 32) Max Grav D=439(LC 36), C=439(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-D=-435/437 BOT CHORD C-D=-269/271 WEBS A-C=-532/532 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=433, C=433. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-0-3 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351384 25191 SP33 Blocking Supported 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:32 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-w1b1SW4eISfSU_mIQVRE9SOaQqGdccC9AAKioCz7Klv 1-1-13 1-1-13 4x4 2x4 Scale = 1:10.4 A B 1-6-0 D C 1.5x4 4x4 1-1-13 1-1-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.06 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 5 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=45/1-1-13, C=45/1-1-13 Max Horz D=31(LC 9) Max Uplift D=-372(LC 29), C=-372(LC 32) Max Grav D=379(LC 36), C=379(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-D=-370/377, A-B=-274/275 BOT CHORD C-D=-301/303 WEBS A-C=-498/498 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=372, C=372. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-1-13 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351385 25191 SP34 Blocking Supported 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:33 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-OD9Pfs5G3mnJ68LV_CyTifwknDc?L3JJPq3GLez7Klu 0-11-11 0-11-11 4x4 2x4 Scale = 1:11.3 A B 1-8-0 D C 3x5 5x6 0-11-11 0-11-11 Plate Offsets (X,Y)-- [C:Edge,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.05 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.16 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 5 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=37/0-11-11, C=37/0-11-11 Max Horz D=35(LC 9) Max Uplift D=-434(LC 29), C=-434(LC 32) Max Grav D=440(LC 36), C=440(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-D=-439/439 BOT CHORD C-D=-258/259 WEBS A-C=-527/527 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=434, C=434. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 0-11-11 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351386 25191 SP35 Blocking Supported 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:34 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-sQjntC6uq4vAkIvhXvTiEtTuXdyF4VYSdUppt4z7Klt 0-11-7 0-11-7 4x4 2x4 Scale = 1:11.3 A B 1-8-0 D C 3x5 5x6 0-11-7 0-11-7 Plate Offsets (X,Y)-- [C:Edge,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.05 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.16 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 5 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=36/0-11-7, C=36/0-11-7 Max Horz D=35(LC 9) Max Uplift D=-435(LC 29), C=-435(LC 32) Max Grav D=440(LC 36), C=440(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-D=-441/441 BOT CHORD C-D=-252/253 WEBS A-C=-525/525 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=435, C=435. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 0-11-7 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351387 25191 SP36 Blocking Supported 3 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:35 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-KcG94X7XbN11LRUt5d_xn403F1IXpyqbs8YNPXz7Kls 0-10-13 0-10-13 4x4 2x4 Scale = 1:11.3 A B 1-8-0 D C 3x5 5x6 0-10-13 0-10-13 Plate Offsets (X,Y)-- [C:Edge,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.05 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 5 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=33/0-10-13, C=33/0-10-13 Max Horz D=-35(LC 8) Max Uplift D=-437(LC 29), C=-437(LC 32) Max Grav D=442(LC 36), C=442(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-D=-446/446 WEBS A-C=-521/521 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=437, C=437. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 0-10-13 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351388 25191 SP37 Blocking Supported 3 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:36 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-ooqYHt79Mh9uzb34fKVAKIYE_RdoYP4l5oIwxzz7Klr 0-10-7 0-10-7 4x4 2x4 Scale = 1:11.3 A B 1-8-0 D C 3x5 5x6 0-10-7 0-10-7 Plate Offsets (X,Y)-- [C:Edge,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.04 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 5 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=32/0-10-7, C=32/0-10-7 Max Horz D=35(LC 9) Max Uplift D=-438(LC 29), C=-438(LC 32) Max Grav D=443(LC 36), C=443(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-D=-449/450 WEBS A-C=-519/519 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=438, C=438. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 0-10-7 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351389 25191 SP38 Blocking Supported 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:37 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-H?OwVD8n7?HlbleGD20PsV5Pkrz2HsLuJS1TUPz7Klq 0-10-3 0-10-3 4x4 2x4 Scale = 1:11.3 A B 1-8-0 D C 3x5 5x6 0-10-3 0-10-3 Plate Offsets (X,Y)-- [C:Edge,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.04 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 5 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=31/0-10-3, C=31/0-10-3 Max Horz D=-35(LC 8) Max Uplift D=-439(LC 29), C=-439(LC 32) Max Grav D=444(LC 36), C=444(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-D=-452/452 WEBS A-C=-518/518 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=439, C=439. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 0-10-3 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351390 25191 SP39 Blocking Supported 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:38 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-lByIiZ9PuIPcDvDSmlYePjdaSEJI0Jb2Y6n10rz7Klp 0-9-15 0-9-15 4x4 2x4 Scale = 1:11.3 A B 1-8-0 D C 3x5 5x6 0-9-15 0-9-15 Plate Offsets (X,Y)-- [C:Edge,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.04 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 5 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=30/0-9-15, C=30/0-9-15 Max Horz D=35(LC 9) Max Uplift D=-440(LC 29), C=-440(LC 32) Max Grav D=445(LC 36), C=445(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-D=-454/454 WEBS A-C=-517/517 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=440, C=440. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 0-9-15 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351391 25191 SP40 Blocking Supported 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:39 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-DNWgwvA1fcXTq3oeKT3txwAlBefYlmrBnmWaYIz7Klo 0-9-11 0-9-11 4x4 2x4 Scale = 1:11.3 A B 1-8-0 D C 3x5 5x6 0-9-11 0-9-11 Plate Offsets (X,Y)-- [C:Edge,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.04 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 5 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=29/0-9-11, C=29/0-9-11 Max Horz D=-35(LC 8) Max Uplift D=-441(LC 29), C=-441(LC 32) Max Grav D=446(LC 36), C=446(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-D=-457/457 WEBS A-C=-516/516 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=441, C=441. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 0-9-11 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351392 25191 SP41 Blocking Supported 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:40 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-ha427FAfQwfJSDNruAa6U8jwx2?oUD5L0QG74kz7Kln 0-9-7 0-9-7 4x4 2x4 Scale = 1:11.3 A B 1-8-0 D C 3x5 5x6 0-9-7 0-9-7 Plate Offsets (X,Y)-- [C:Edge,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.04 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 5 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=28/0-9-7, C=28/0-9-7 Max Horz D=35(LC 9) Max Uplift D=-443(LC 29), C=-443(LC 32) Max Grav D=447(LC 36), C=447(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-D=-460/460 WEBS A-C=-516/516 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=443, C=443. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 0-9-7 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351393 25191 SP42 Blocking Supported 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:41 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-9meRLbBHBDoA4My1Su5L1LF5gSL2DgKUE4?hdAz7Klm 0-9-3 0-9-3 4x4 2x4 Scale = 1:11.3 A B 1-8-0 D C 3x5 5x6 0-9-3 0-9-3 Plate Offsets (X,Y)-- [C:Edge,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.04 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 5 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=27/0-9-3, C=27/0-9-3 Max Horz D=-35(LC 8) Max Uplift D=-444(LC 29), C=-444(LC 32) Max Grav D=448(LC 36), C=448(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-D=-463/463 WEBS A-C=-516/516 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=444, C=444. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 0-9-3 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351394 25191 SP43 Blocking Supported 4 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:42 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-dyBpYxCwyXw1hWXD?bcaZZoGPshJy7adTklE9dz7Kll 0-8-13 0-8-13 4x4 2x4 Scale = 1:11.3 A B 1-8-0 D C 5x7 0-8-13 0-8-13 Plate Offsets (X,Y)-- [D:0-1-4,0-0-0], [D:0-1-12,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.04 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 4 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=25/0-8-13, C=25/0-8-13 Max Horz D=35(LC 9) Max Uplift D=-446(LC 29), C=-446(LC 32) Max Grav D=450(LC 36), C=450(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-D=-468/468 WEBS A-C=-516/516 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=446, C=446. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 0-8-13 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351395 25191 SP44 Blocking Supported 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:43 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-59lBmGDYjr2uJg5QZI7p6mLR7F0ahaqniOUoh3z7Klk 0-8-7 0-8-7 4x4 2x4 Scale = 1:11.3 A B 1-8-0 D C 5x6 0-8-7 0-8-7 Plate Offsets (X,Y)-- [D:0-1-4,0-0-0], [D:0-1-4,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.04 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 4 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=24/0-8-7, C=24/0-8-7 Max Horz D=-35(LC 8) Max Uplift D=-449(LC 29), C=-449(LC 32) Max Grav D=453(LC 36), C=453(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-D=-474/474 WEBS A-C=-517/517 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=449, C=449. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 0-8-7 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351396 25191 SP45 Blocking Supported 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:44 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-ZLJZzcDAT8Alxqgc70e2e_tVlfLsQrDww2ELDVz7Klj 1-8-15 1-8-15 Scale = 1:43.6 A B 2x4 5x7 7-10-12 D C 7x8 4x6 1-8-15 1-8-15 Plate Offsets (X,Y)-- [B:Edge,0-1-12], [C:Edge,0-3-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.60 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.10 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.91 Horz(CT) -0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 30 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF 2100F 1.8E *Except* WEBS 1 Row at midpt B-C, B-D B-D: 2x4 SPF No.2 REACTIONS. (lb/size) D=70/1-8-15, C=70/1-8-15 Max Horz D=-205(LC 29) Max Uplift D=-2871(LC 29), C=-2871(LC 32) Max Grav D=2881(LC 36), C=2881(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-509/518, B-C=-3312/3313 BOT CHORD C-D=-482/486 WEBS B-D=-3346/3346 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=2871, C=2871. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-15 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351397 25191 SP46 Blocking Supported 7 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:44 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-ZLJZzcDAT8Alxqgc70e2e_tV?fLkQrRww2ELDVz7Klj 1-10-7 1-10-7 Scale = 1:43.6 A B 2x4 5x7 7-10-12 D C 6x8 4x6 1-10-7 1-10-7 Plate Offsets (X,Y)-- [B:Edge,0-1-12], [C:Edge,0-3-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.59 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.10 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.90 Horz(CT) -0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 30 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF 2100F 1.8E *Except* WEBS 1 Row at midpt B-C, B-D B-D: 2x4 SPF No.2 REACTIONS. (lb/size) D=76/1-10-7, C=76/1-10-7 Max Horz D=-205(LC 8) Max Uplift D=-2829(LC 29), C=-2829(LC 32) Max Grav D=2841(LC 36), C=2841(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-544/553, B-C=-3239/3239 BOT CHORD C-D=-517/521 WEBS B-D=-3279/3279 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=2829, C=2829. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-7 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351398 25191 SP47 Blocking Supported 14 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:45 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-2XtxAyEoESIcY_FohjAHBBQoT3h69Uv49izumxz7Kli 1-10-7 1-10-7 4x4 2x4 Scale = 1:9.1 A B 1-3-0 D C 3x4 1.5x4 1-10-7 1-10-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.10 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.18 Horz(CT) -0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 8 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=80/1-10-7, C=80/1-10-7 Max Horz D=24(LC 35) Max Uplift D=-286(LC 29), C=-286(LC 32) Max Grav D=309(LC 50), C=309(LC 49) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-476/477, B-C=-313/314 BOT CHORD C-D=-472/473 WEBS B-D=-606/606 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=286, C=286. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-7 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351399 25191 SP48 Flat 6 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:46 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-WkRJOIFQ?mQTA8q?ERhWkPz_rT2TuzrDOMjSIOz7Klh 1-10-7 1-10-7 3x4 1.5x4 Scale = 1:9.3 A B 1-3-8 C D 3x4 1.5x4 1-10-7 1-10-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) -0.00 D >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) -0.00 D >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.01 Horz(CT) -0.00 D n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MP Weight: 7 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=80/Mechanical, C=80/Mechanical Max Horz C=-27(LC 8) Max Uplift D=-17(LC 8), C=-17(LC 9) Max Grav D=82(LC 2), C=82(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) D, C. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351400 25191 SP49 Flat 6 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:47 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-_w?ibeG2m3YKoHPBo8ClGcV9btOidQ4Md0S?qqz7Klg 1-10-7 1-10-7 3x4 1.5x4 Scale = 1:9.5 A B 1-4-0 C D 3x4 1.5x4 1-10-7 1-10-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) -0.00 D >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) -0.00 D >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.01 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MP Weight: 7 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=80/Mechanical, C=80/Mechanical Max Horz D=28(LC 9) Max Uplift D=-18(LC 8), C=-18(LC 9) Max Grav D=82(LC 2), C=82(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) D, C. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351401 25191 SP50 Flat 6 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:49 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-wI7S0KHJIho21bZawZEDL1bV5g3A5KZf4Kx6vjz7Kle 1-10-7 1-10-7 3x4 1.5x4 Scale = 1:9.7 A B 1-4-8 C D 3x4 1.5x4 1-10-7 1-10-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) -0.00 D >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) -0.00 D >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.01 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MP Weight: 7 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=80/Mechanical, C=80/Mechanical Max Horz D=-30(LC 8) Max Uplift D=-19(LC 8), C=-19(LC 9) Max Grav D=82(LC 2), C=82(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) D, C. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351402 25191 SP51 Blocking Supported 14 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:49 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-wI7S0KHJIho21bZawZEDL1bVXg3A5Kaf4Kx6vjz7Kle 1-10-7 1-10-7 4x4 2x4 Scale = 1:10.0 A B 1-5-0 D C 1.5x4 3x4 1-10-7 1-10-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.02 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.01 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 8 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=80/1-10-7, C=80/1-10-7 Max Horz D=-28(LC 8) Max Uplift D=-18(LC 8), C=-18(LC 9) Max Grav D=82(LC 2), C=82(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) D, C. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351403 25191 SP52 Blocking Supported 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:50 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-OVgqEgIx3_wvfl8mTHlSuF7Tq4OWqaVpJ_hfR9z7Kld 1-5-7 1-5-7 2x4 6x8 Scale = 1:45.5 A B 8-2-14 5x6 7x8 D C 1-5-7 1-5-7 Plate Offsets (X,Y)-- [B:Edge,0-2-8], [C:Edge,0-3-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.82 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.86 Horz(CT) -0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 30 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF 2100F 1.8E *Except* WEBS 1 Row at midpt B-C B-D: 2x4 SPF No.2 2 Rows at 1/3 pts B-D REACTIONS. (lb/size) D=56/1-5-7, C=56/1-5-7 Max Horz D=-215(LC 34) Max Uplift D=-3171(LC 29), C=-3171(LC 32) Max Grav D=3180(LC 36), C=3180(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-432/441, B-C=-3764/3764 BOT CHORD C-D=-404/408 WEBS B-D=-3783/3783 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=3171, C=3171. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-5-7 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351404 25191 SP53 Blocking Supported 5 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:51 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-shECR0JZqI2mGvjy1_GhQSgf1UkNZ2myXeQDzbz7Klc 1-10-7 1-10-7 2x4 5x8 Scale = 1:45.4 A B 8-2-14 D C 7x8 4x6 1-10-7 1-10-7 Plate Offsets (X,Y)-- [B:Edge,0-1-12], [C:Edge,0-3-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.10 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.80 Horz(CT) -0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 31 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF 2100F 1.8E *Except* WEBS 1 Row at midpt B-C B-D: 2x4 SPF No.2 2 Rows at 1/3 pts B-D REACTIONS. (lb/size) D=76/1-10-7, C=76/1-10-7 Max Horz D=-215(LC 29) Max Uplift D=-2981(LC 29), C=-2981(LC 32) Max Grav D=2993(LC 36), C=2993(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-548/558, B-C=-3427/3428 BOT CHORD C-D=-520/525 WEBS B-D=-3466/3466 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=2981, C=2981. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-7 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351405 25191 SP54 Blocking Supported 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:52 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-KtobeLKBbcAcu3H8bhowzgDmmu5HISF6mIAmW1z7Klb 1-1-7 1-1-7 2x4 6x10 MT18HS Scale = 1:45.6 A B 8-2-14 5x6 7x8 D C 1-1-7 1-1-7 Plate Offsets (X,Y)-- [B:Edge,0-2-0], [C:Edge,0-3-8], [D:Edge,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.98 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.06 Vert(CT) n/a - n/a 999 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.97 Horz(CT) -0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 29 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF 2100F 1.8E *Except* WEBS 1 Row at midpt B-C B-D: 2x4 SPF No.2 2 Rows at 1/3 pts B-D REACTIONS. (lb/size) D=40/1-1-7, C=40/1-1-7 Max Horz D=215(LC 35) Max Uplift D=-3461(LC 29), C=-3461(LC 32) Max Grav D=3467(LC 36), C=3467(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-339/349, B-C=-4282/4282 BOT CHORD C-D=-311/315 WEBS B-D=-4290/4290 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 11) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=3461, C=3461. 13) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-1-7 for 310.0 plf. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351406 25191 SP55 Blocking Supported 4 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:54 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-HGwL31LR7DQK7MRXi6qO25I98hm3mNoOEbftawz7KlZ 1-10-7 1-10-7 2x4 6x8 Scale = 1:46.2 A B 8-4-11 5x6 D7x8 C 1-10-7 1-10-7 Plate Offsets (X,Y)-- [B:Edge,0-2-8], [C:Edge,0-3-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.80 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.11 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.84 Horz(CT) -0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 32 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF 2100F 1.8E *Except* WEBS 1 Row at midpt A-D, B-C B-D: 2x4 SPF No.2 2 Rows at 1/3 pts B-D REACTIONS. (lb/size) D=76/1-10-7, C=76/1-10-7 Max Horz D=-219(LC 8) Max Uplift D=-3049(LC 29), C=-3049(LC 32) Max Grav D=3060(LC 36), C=3060(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-551/560, B-C=-3511/3511 BOT CHORD C-D=-522/526 WEBS B-D=-3548/3548 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=3049, C=3049. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-7 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351407 25191 SP56 Blocking Supported 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:55 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-lSUjHNM4uXYBlW0jGqLdbIrJl56bVqJYSFOQ6Mz7KlY 1-6-11 1-6-11 2x4 6x8 Scale = 1:46.2 A B 8-4-11 5x6 7x8 D C 1-6-11 1-6-11 Plate Offsets (X,Y)-- [B:Edge,0-2-8], [C:Edge,0-3-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.87 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.09 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.89 Horz(CT) -0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 31 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF 2100F 1.8E *Except* WEBS 1 Row at midpt A-D, B-C B-D: 2x4 SPF No.2 2 Rows at 1/3 pts B-D REACTIONS. (lb/size) D=61/1-6-11, C=61/1-6-11 Max Horz D=-219(LC 30) Max Uplift D=-3184(LC 29), C=-3184(LC 32) Max Grav D=3193(LC 36), C=3193(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-463/473, B-C=-3751/3751 BOT CHORD C-D=-434/439 WEBS B-D=-3774/3774 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=3184, C=3184. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-6-11 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351408 25191 SP57 Blocking Supported 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:56 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-Df25UjNifqg2NgbwqXss7VNYQVRnEGthhv8_fpz7KlX 1-7-7 1-7-7 2x4 5x8 Scale = 1:43.7 A B 7-10-12 D C 7x8 4x6 1-7-7 1-7-7 Plate Offsets (X,Y)-- [B:Edge,0-1-12], [C:Edge,0-3-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.09 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.93 Horz(CT) -0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 29 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF 2100F 1.8E *Except* WEBS 1 Row at midpt B-C, B-D B-D: 2x4 SPF No.2 REACTIONS. (lb/size) D=64/1-7-7, C=64/1-7-7 Max Horz D=205(LC 35) Max Uplift D=-2920(LC 29), C=-2920(LC 32) Max Grav D=2930(LC 36), C=2930(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-474/483, B-C=-3400/3400 BOT CHORD C-D=-447/451 WEBS B-D=-3427/3427 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=2920, C=2920. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-7-7 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351409 25191 SP58 Blocking Supported 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:58 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-919svPOyASxmc_lIxyuKDwSqNI7UiF6_9Dd4jhz7KlV 1-4-11 1-4-11 2x4 5x7 Scale = 1:38.1 A B 6-9-14 D C 6x8 4x6 1-4-11 1-4-11 Plate Offsets (X,Y)-- [B:Edge,0-2-0], [C:Edge,0-3-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.85 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.07 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.63 Horz(CT) -0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 25 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 WEBS 1 Row at midpt B-C, B-D REACTIONS. (lb/size) D=53/1-4-11, C=53/1-4-11 Max Horz D=-176(LC 30) Max Uplift D=-2521(LC 29), C=-2521(LC 32) Max Grav D=2529(LC 36), C=2529(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-395/403, B-C=-2946/2947 BOT CHORD C-D=-372/376 WEBS B-D=-2968/2968 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=2521, C=2521. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-4-11 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351410 25191 SP59 Blocking Supported 3 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:03:59 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-dEjE6lPaxl3dE7KVVfQZl8?00iTIRi88NtMeF8z7KlU 1-10-7 1-10-7 2x4 5x6 Scale = 1:38.0 A B 6-9-14 D C 6x8 4x5 1-10-7 1-10-7 Plate Offsets (X,Y)-- [B:0-2-12,0-1-12], [C:Edge,0-3-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.10 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.58 Horz(CT) -0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 26 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 WEBS 1 Row at midpt B-C, B-D REACTIONS. (lb/size) D=76/1-10-7, C=76/1-10-7 Max Horz D=-176(LC 8) Max Uplift D=-2367(LC 29), C=-2367(LC 32) Max Grav D=2379(LC 36), C=2379(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-529/537, B-C=-2674/2674 BOT CHORD C-D=-506/509 WEBS B-D=-2722/2722 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=2367, C=2367. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-7 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351411 25191 SP60 Blocking Supported 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:01 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-acr_XQRqTNJLTRUtc4S1qZ4LXW9DvclQrBrlK0z7KlS 1-4-5 1-4-5 2x4 5x7 Scale = 1:38.1 A B 6-9-14 D C 6x8 4x6 1-4-5 1-4-5 Plate Offsets (X,Y)-- [B:Edge,0-2-0], [C:Edge,0-3-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.85 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.07 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.64 Horz(CT) -0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 25 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 WEBS 1 Row at midpt B-C, B-D REACTIONS. (lb/size) D=51/1-4-5, C=51/1-4-5 Max Horz D=-176(LC 30) Max Uplift D=-2536(LC 29), C=-2536(LC 32) Max Grav D=2544(LC 36), C=2544(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-387/394, B-C=-2973/2973 BOT CHORD C-D=-363/367 WEBS B-D=-2993/2993 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=2536, C=2536. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-4-5 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351412 25191 SP61 Blocking Supported 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:02 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-2pPNlmRTEgRC5b23AozGNmdXhwULe?Oa3rbIsSz7KlR 1-5-3 1-5-3 2x4 6x8 Scale = 1:45.5 A B 8-2-14 5x6 7x8 D C 1-5-3 1-5-3 Plate Offsets (X,Y)-- [B:Edge,0-2-4], [C:Edge,0-3-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.83 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.87 Horz(CT) -0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 30 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF 2100F 1.8E *Except* WEBS 1 Row at midpt B-C B-D: 2x4 SPF No.2 2 Rows at 1/3 pts B-D REACTIONS. (lb/size) D=55/1-5-3, C=55/1-5-3 Max Horz D=-215(LC 10) Max Uplift D=-3184(LC 29), C=-3184(LC 32) Max Grav D=3193(LC 36), C=3193(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-427/435, B-C=-3788/3788 BOT CHORD C-D=-398/403 WEBS B-D=-3806/3806 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=3184, C=3184. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-5-3 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351413 25191 SP62 Blocking Supported 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:04 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-_BX7ASTjmIhwKvCSID?kSBirBjA16uWtX94PxLz7KlP 1-1-15 1-1-15 2x4 6x8 Scale = 1:45.6 A B 8-2-14 5x6 7x8 D C 1-1-15 1-1-15 Plate Offsets (X,Y)-- [B:Edge,0-2-0], [C:Edge,0-3-8], [D:Edge,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.95 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.06 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.95 Horz(CT) -0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 29 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF 2100F 1.8E *Except* WEBS 1 Row at midpt B-C B-D: 2x4 SPF No.2 2 Rows at 1/3 pts B-D REACTIONS. (lb/size) D=42/1-1-15, C=42/1-1-15 Max Horz D=-215(LC 30) Max Uplift D=-3413(LC 29), C=-3413(LC 32) Max Grav D=3419(LC 36), C=3419(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-351/360, B-C=-4195/4196 BOT CHORD C-D=-323/327 WEBS B-D=-4205/4205 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=3413, C=3413. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-1-15 for 310.2 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351414 25191 SP63 Blocking Supported 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:05 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-SN4VNoULXbpmy2nerwXz?PFBb7V7rZg0mppyTnz7KlO 0-10-7 0-10-7 3x7 3x7 Scale = 1:45.7 A B 0-5-8 8-2-14 8-2-14 7-9-6 4x6 D C 0-10-74x6 0-10-7 Plate Offsets (X,Y)-- [A:0-4-0,0-1-8], [B:0-4-0,0-1-8], [C:Edge,0-3-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.00 D >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.14 Vert(CT) -0.00 D >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-R Weight: 20 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt A-D, B-C REACTIONS. (lb/size) D=28/0-10-7, A=0/Mechanical, C=28/0-10-7, B=0/Mechanical Max Horz D=-113(LC 10), A=-76(LC 10), B=76(LC 11) Max Uplift D=-91(LC 8), C=-91(LC 9) Max Grav D=95(LC 11), C=95(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-D=-329/329, B-C=-329/329 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) D, C. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351415 25191 SP64 Blocking Supported 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:06 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-waeta8VzIvxdZCMrPe2CXcoNBXsCa_L9_TZW?Ez7KlN 1-8-1 1-8-1 4x4 Scale = 1:9.1 2x4 A B 1-3-0 D C 3x4 1.5x4 1-8-1 1-8-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.16 Horz(CT) -0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 7 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=70/1-8-1, C=70/1-8-1 Max Horz D=-24(LC 30) Max Uplift D=-286(LC 29), C=-286(LC 32) Max Grav D=305(LC 50), C=305(LC 49) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-420/421, B-C=-311/312 BOT CHORD C-D=-417/418 WEBS B-D=-554/554 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=286, C=286. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-1 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351416 25191 SP65 Blocking Supported 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:07 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-OmCGoUVb3D3UBMx1zLZS4qKYfxCQJRRJD7I3Xgz7KlM 1-8-1 1-8-1 4x4 2x4 Scale = 1:10.0 A B 1-5-1 D C 3x4 1.5x4 1-8-1 1-8-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.17 Horz(CT) -0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 7 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=70/1-8-1, C=70/1-8-1 Max Horz D=-29(LC 8) Max Uplift D=-342(LC 29), C=-342(LC 32) Max Grav D=358(LC 50), C=358(LC 49) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-423/424, B-C=-369/370 BOT CHORD C-D=-419/420 WEBS B-D=-589/589 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=342, C=342. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-1 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351417 25191 SP66 Blocking Supported 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:09 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-L9K0D9XsbqJCRg5Q4mbw9FQuxkugnLacgRnAcYz7KlK 0-8-7 0-8-7 4x4 2x4 Scale = 1:10.5 A B 1-6-0 D C 5x6 0-8-7 0-8-7 Plate Offsets (X,Y)-- [D:0-1-4,0-0-0], [D:0-1-4,0-2-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.03 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.13 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 4 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=24/0-8-7, C=24/0-8-7 Max Horz D=31(LC 9) Max Uplift D=-386(LC 29), C=-386(LC 32) Max Grav D=390(LC 36), C=390(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-D=-402/402 WEBS A-C=-449/449 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=386, C=386. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 0-8-7 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351418 25191 SP67 Blocking Supported 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:10 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-pLuOQVYUM8R32qgceT69iSy3r8EUWoalv5Xj8?z7KlJ 1-2-4 1-2-4 4x4 2x4 Scale = 1:10.4 A B 1-6-0 D C 1.5x4 5x6 1-2-4 1-2-4 Plate Offsets (X,Y)-- [C:Edge,0-2-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.06 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 6 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins: A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=47/1-2-4, C=47/1-2-4 Max Horz D=31(LC 9) Max Uplift D=-372(LC 29), C=-372(LC 32) Max Grav D=379(LC 36), C=379(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-D=-369/377, A-B=-285/285 BOT CHORD C-D=-311/313 WEBS A-C=-504/504 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=372, C=372. 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-2-4 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351419 25191 VA1 GABLE 3 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:15 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-9JhHTDbcAg4M9bYZR1iKPWgma9noB1DU3NEUqCz7KlE 23-6-0 26-3-0 23-6-0 2-9-0 M 2x4 4.12 122x4 Scale = 1:48.8 5x6 2x4 L K J Z I H G F 9-4-2 E D 8-4-12 C B 4x4 Y A 0-3-15 7x16 X W V U T S R Q P O N 4x4 23-6-0 23-6-0 Plate Offsets (X,Y)-- [A:0-0-9,Edge], [B:0-2-0,0-0-8], [J:0-3-0,0-2-12], [L:0-2-14,0-0-8], [Y:0-1-3,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) 0.01 L-M n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.69 Vert(CT) 0.00 L-M n/r 120 TCDL 13.0 Rep Stress Incr NO WB 0.25 Horz(CT) 0.11 N n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 137 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc purlins, J-M: 2x6 SPF No.2, A-J: 2x4 SPF 2100F 1.8E except end verticals. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-8-14 oc bracing. A-S: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt L-N WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 23-6-0. (lb) - Max Horz A=257(LC 37) Max Uplift All uplift 100 lb or less at joint(s) Q, R, T, U, V, W except N=-105(LC 40), A=-2053(LC 47), O=-193(LC 20), P=-103(LC 37), X=-270(LC 37) Max Grav All reactions 250 lb or less at joint(s) O, W except N=910(LC 21), A=2244(LC 42), P=397(LC 30), Q=290(LC 21), R=265(LC 1), T=272(LC 21), U=252(LC 1), V=330(LC 21), X=963(LC 28) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-7823/7426, B-C=-6092/5894, C-D=-5355/5199, D-F=-4741/4593, F-G=-4063/3932, G-H=-3384/3269, H-I=-2705/2606, I-J=-2029/1945, J-K=-1378/1305, K-L=-663/642, L-N=-899/197 BOT CHORD A-X=-7244/7241, W-X=-5529/5532, V-W=-4846/4850, U-V=-4288/4290, T-U=-3667/3669, R-T=-3047/3048, Q-R=-2427/2427, P-Q=-1808/1807, O-P=-1188/1187, N-O=-567/567 WEBS J-P=-335/135, D-V=-273/36, B-X=-734/339 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 11) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. June 14,2019 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351419 25191 VA1 GABLE 3 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:16 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-dVFfhZcFx_CDml7m?kDZxjCxKZ71wUTeH1_1Mez7KlD NOTES- 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) Q, R, T, U, V, W except (jt=lb) N=105, A=2053, O=193, P=103, X=270. 13) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) A. 14) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-6-0 for 310.0 plf. 15) No notches allowed in overhang and 0 from left end and 20900 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-Y=-76, L-Y=-114, L-M=-114, A-N=-20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351420 25191 VA2 GABLE 3 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:29 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-l?XaP?mOtzrNqkcGFzyczTFAmobDSMhYHYdDJOz7Kl0 21-4-8 24-1-8 21-4-8 2-9-0 G 4.12 12 2x4 Scale = 1:45.9 F 4x6 2x4 E M D 1.5x4 C 8-3-6 1.5x4 B 7-4-1 A 3x4 L K J I H 3x4 1.5x4 1.5x4 1.5x4 1.5x4 21-4-8 21-4-8 Plate Offsets (X,Y)-- [D:0-3-0,Edge], [F:0-2-0,0-0-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.64 Vert(LL) 0.01 G n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.56 Vert(CT) -0.02 F-G n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.25 Horz(CT) -0.00 H n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 75 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, A-D: 2x4 SPF 2100F 1.8E except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 OTHERS 2x3 SPF No.2 REACTIONS. All bearings 21-4-8. (lb) - Max Horz A=226(LC 10) Max Uplift All uplift 100 lb or less at joint(s) I, J except H=-105(LC 11), L=-124(LC 10) Max Grav All reactions 250 lb or less at joint(s) J except H=644(LC 21), A=340(LC 2), I=591(LC 3), L=859(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-257/124, F-H=-616/237 WEBS E-I=-338/107, B-L=-643/224 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) I, J except (jt=lb) H=105, L=124. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351421 25191 VA3 GABLE 3 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:39 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-Sw8MWQugX25y1HNBr38yNafvHq37ovR0a62lfpz7Kks 19-4-8 22-1-8 19-4-8 2-9-0 G 4.12 12 2x4 Scale = 1:39.6 F 4x6 2x4 E D 1.5x4 C 7-7-2 1.5x4 6-7-13 B A 3x4 K J L I H 1.5x4 1.5x4 1.5x4 1.5x4 19-4-8 19-4-8 Plate Offsets (X,Y)-- [D:0-3-0,Edge], [F:0-2-14,0-0-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.57 Vert(LL) 0.01 G n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.33 Vert(CT) -0.02 G n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.17 Horz(CT) -0.00 H n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 68 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, A-D: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 OTHERS 2x3 SPF No.2 REACTIONS. All bearings 19-4-8. (lb) - Max Horz A=206(LC 10) Max Uplift All uplift 100 lb or less at joint(s) I, J, K except H=-104(LC 11) Max Grav All reactions 250 lb or less at joint(s) except H=637(LC 21), A=261(LC 2), I=545(LC 3), J=329(LC 2), K=652(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD F-H=-608/237 WEBS E-I=-295/101, B-K=-487/171 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) I, J, K except (jt=lb) H=104. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351422 25191 VA4 GABLE 3 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:48 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-ifBmPV?JPpEgcfZvtSo3ETXTrSAXP_SLe?kkToz7Kkj 17-4-8 20-1-8 17-4-8 2-9-0 G 4.12 12 Scale = 1:36.1 2x4 F 4x6 2x4 E D 1.5x4 C 6-10-15 5-11-9 1.5x4 B A 3x4 K J I H 1.5x4 1.5x4 1.5x4 1.5x4 17-4-8 17-4-8 Plate Offsets (X,Y)-- [D:0-3-0,Edge], [F:0-2-14,0-0-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) 0.01 G n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.18 Vert(CT) -0.02 G n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.12 Horz(CT) -0.00 H n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 61 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, A-D: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 OTHERS 2x3 SPF No.2 REACTIONS. All bearings 17-4-8. (lb) - Max Horz A=186(LC 10) Max Uplift All uplift 100 lb or less at joint(s) I, J, K except H=-104(LC 11) Max Grav All reactions 250 lb or less at joint(s) A except H=630(LC 21), I=453(LC 3), J=359(LC 1), K=486(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD F-H=-600/238 WEBS E-I=-276/95, C-J=-290/112, B-K=-362/128 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) I, J, K except (jt=lb) H=104. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351423 25191 VA5 GABLE 3 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:54 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-WpY1fY44_f_pKa13DjvTUknUKtD6piaE1xB2hSz7Kkd 15-4-8 18-1-8 15-4-8 2-9-0 G 4.12 12 Scale = 1:32.7 3x4 F 4x6 2x4 L E D 1.5x4 6-2-11 C 5-3-6 1.5x4 B A 3x4 K J I M H 1.5x4 1.5x4 1.5x4 1.5x4 15-4-8 15-4-8 Plate Offsets (X,Y)-- [D:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) 0.01 G n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.17 Vert(CT) -0.02 G n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.08 Horz(CT) -0.00 H n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 54 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, A-D: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 OTHERS 2x3 SPF No.2 REACTIONS. All bearings 15-4-8. (lb) - Max Horz A=166(LC 10) Max Uplift All uplift 100 lb or less at joint(s) I, J, K except H=-104(LC 11) Max Grav All reactions 250 lb or less at joint(s) A except H=617(LC 21), I=396(LC 3), J=396(LC 3), K=359(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD F-H=-587/241 WEBS C-J=-316/126, B-K=-271/102 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) I, J, K except (jt=lb) H=104. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351424 25191 VA6 GABLE 3 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:55 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-_?6Ptu4ilz6gykcFnQQi0yKf4HZjY9_NFbwbDuz7Kkc 13-4-8 16-1-8 13-4-8 2-9-0 F 4.12 12 Scale = 1:29.3 3x4 E J 4x6 2x4 D C 5-6-7 1.5x4 4-7-2 B A I H G 3x4 1.5x4 1.5x4 1.5x4 13-4-8 13-4-8 Plate Offsets (X,Y)-- [C:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) 0.01 F n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.14 Vert(CT) -0.02 F n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.07 Horz(CT) -0.00 G n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 46 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, A-C: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 OTHERS 2x3 SPF No.2 REACTIONS. All bearings 13-4-8. (lb) - Max Horz A=146(LC 10) Max Uplift All uplift 100 lb or less at joint(s) H, I except G=-104(LC 11) Max Grav All reactions 250 lb or less at joint(s) A except G=607(LC 21), H=324(LC 2), I=488(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD E-G=-575/244 WEBS B-I=-371/150 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) H, I except (jt=lb) G=104. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351425 25191 VA7 GABLE 3 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:56 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-TBgn4E5KWGEXZuBSL8xxZ9sqqhuMHc1WUFg9lKz7Kkb 11-4-8 14-1-8 11-4-8 2-9-0 Scale = 1:25.5 D 3x4 C 4.12 12 G 2x4 B 4-10-3 3-10-14 A F E 3x4 1.5x4 1.5x4 Plate Offsets (X,Y)-- [C:0-2-0,0-1-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) 0.01 D n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.25 Vert(CT) -0.02 D n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.08 Horz(CT) -0.00 E n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 43 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x3 SPF No.2 REACTIONS. (lb/size) A=246/11-4-8, E=401/11-4-8, F=543/11-4-8 Max Horz A=126(LC 10) Max Uplift E=-104(LC 11), F=-70(LC 10) Max Grav A=252(LC 3), E=554(LC 20), F=574(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD C-E=-536/233 WEBS B-F=-407/171 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) F except (jt=lb) E=104. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351426 25191 VA8 GABLE 3 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:56 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-TBgn4E5KWGEXZuBSL8xxZ9sqqhuPHdTWUFg9lKz7Kkb 9-4-8 12-1-8 9-4-8 2-9-0 Scale: 1/2"=1' D 3x4 4.12 12 C G 2x4 4-1-15 B 3-2-10 A F E 3x4 1.5x4 1.5x4 Plate Offsets (X,Y)-- [C:0-2-0,0-1-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) 0.01 D n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.24 Vert(CT) -0.02 D n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.05 Horz(CT) -0.00 E n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 33 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x3 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x3 SPF No.2 REACTIONS. (lb/size) A=174/9-4-8, E=447/9-4-8, F=388/9-4-8 Max Horz A=107(LC 10) Max Uplift E=-106(LC 11), F=-48(LC 10) Max Grav A=179(LC 3), E=581(LC 20), F=415(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD C-E=-551/251 WEBS B-F=-290/133 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) F except (jt=lb) E=106. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351427 25191 VA9 Valley 3 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:57 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-xOD9Ha6yHaMOB2leurSA6NP?Z54t04XgjvPiImz7Kka 7-4-8 10-1-8 7-4-8 2-9-0 Scale = 1:20.3 C 2x4 4.12 12 B E 3-5-11 2-6-6 A D 3x4 1.5x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) 0.01 C n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.87 Vert(CT) 0.00 C n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 26 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x3 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 8-1-8 oc bracing. REACTIONS. (lb/size) A=247/7-4-8, D=570/7-4-8 Max Horz A=87(LC 10) Max Uplift A=-1(LC 10), D=-114(LC 10) Max Grav A=264(LC 2), D=642(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-D=-579/290 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A except (jt=lb) D=114. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351428 25191 VA10 Valley 3 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:17 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-6hp2uvdtiHK3OuiyYRkoUxlA2zYEe_enWgjbu5z7KlC 5-4-8 8-1-8 5-4-8 2-9-0 Scale = 1:16.7 C 4.12 12 2x4 B 2-9-8 1-10-2 A D 3x4 1.5x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL) 0.01 C n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.37 Vert(CT) -0.01 C n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 20 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-8 oc purlins, BOT CHORD 2x3 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) A=127/5-4-8, D=498/5-4-8 Max Horz A=67(LC 10) Max Uplift A=-28(LC 20), D=-106(LC 10) Max Grav A=147(LC 27), D=587(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-D=-545/275 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A except (jt=lb) D=106. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351429 25191 VA11 Valley 3 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:18 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-auNQ6EeVTbSw02H869F118HMeMysNRuwlKT8QXz7KlB 3-4-8 6-1-8 3-4-8 2-9-0 Scale = 1:13.4 C 4.12 12 F 2x4 B E 2-1-4 A 1-1-15 D 3x4 1.5x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL) 0.01 C n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.09 Vert(CT) -0.02 C n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 14 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-8 oc purlins, BOT CHORD 2x3 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) A=-37/3-4-8, D=470/3-4-8 Max Horz A=52(LC 11) Max Uplift A=-187(LC 20), D=-134(LC 11) Max Grav A=55(LC 18), D=654(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-D=-631/279 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) A=187, D=134. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351430 25191 VA12 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:20 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-WGUAWwfl?CieFMQXEaIV6ZNbNAT5rGJDCeyFVQz7Kl9 27-6-1 27-6-1 3x4 Scale = 1:55.2 O N M 5x10 MT18HS L AD K I J H G 4.12 12 F E 9-4-6 D C 7x16 B AC A 0-3-15 AB AA Z Y X W V U T S R Q P 4x10 MT18HS 3x4 27-6-1 27-6-1 Plate Offsets (X,Y)-- [A:0-0-5,Edge], [F:0-1-12,Edge], [J:0-2-15,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.88 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.81 Vert(CT) n/a - n/a 999 MT18HS 197/144 TCDL 13.0 Rep Stress Incr NO WB 0.32 Horz(CT) -0.16 P n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 168 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-3-8 oc purlins, A-J: 2x4 SPF 2100F 1.8E except end verticals. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-4-15 oc bracing. A-V: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt O-P, N-Q WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. All bearings 27-6-1. (lb) - Max Horz A=291(LC 38) Max Uplift All uplift 100 lb or less at joint(s) P, Q, R, S, T, U, W, X, Y, Z, AA except A=-2431(LC 36), AB=-337(LC 36) Max Grav All reactions 250 lb or less at joint(s) P, AA except A=2631(LC 43), Q=373(LC 29), R=342(LC 20), S=349(LC 20), T=317(LC 20), U=269(LC 1), W=266(LC 20), X=270(LC 1), Y=252(LC 20), Z=330(LC 1), AB=1012(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-9190/8798, B-C=-7476/7284, C-D=-6740/6588, D-E=-6126/5982, E-G=-5448/5322, G-H=-4769/4659, H-I=-4091/3997, I-K=-3412/3333, K-L=-2733/2671, L-M=-2058/2007, M-N=-1396/1347, N-O=-721/673 BOT CHORD A-AB=-8551/8552, AA-AB=-6856/6849, Z-AA=-6174/6167, Y-Z=-5617/5607, X-Y=-4998/4986, W-X=-4378/4365, U-W=-3759/3744, T-U=-3139/3123, S-T=-2520/2502, R-S=-1900/1881, Q-R=-1280/1261, P-Q=-660/638 WEBS N-Q=-323/91, M-R=-303/42, L-S=-309/30, K-T=-277/29, D-Z=-273/36, B-AB=-783/400 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) All plates are MT20 plates unless otherwise indicated. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide June 14,2019 Continued on page 2will fit between the bottom chord and any other members, with BCDL = 10.0psf. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351430 25191 VA12 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:21 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-_S2YkGgNmWqVtW?jnHpkenvm7aoKajZNRIho1sz7Kl8 NOTES- 11) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) P, Q, R, S, T, U, W, X, Y, Z, AA except (jt=lb) A=2431, AB=337. 13) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 27-6-1 for 310.0 plf. 14) No notches allowed in overhang and 0 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. 15) 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 + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-AC=-76, O-AC=-114(F=-25), A-P=-20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351431 25191 VA13 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:22 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-Sfcwxch?XqyMUgavL?KzB_S3k_H2J6EWgyRMZIz7Kl7 26-9-0 27-6-0 26-9-0 0-9-0 4.12 12 4x8 Scale = 1:55.6 J I H RG F 3x4 E D C 8-9-5 B A 3x4 Q P O N M L K 3x4 26-9-0 26-9-0 Plate Offsets (X,Y)-- [A:0-2-0,0-0-14], [I:0-2-0,0-0-4], [I:0-3-0,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.00 I n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.21 Vert(CT) 0.00 J n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.62 Horz(CT) 0.00 K n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 119 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x3 SPF No.2 WEBS 1 Row at midpt I-K REACTIONS. All bearings 26-9-0. (lb) - Max Horz A=265(LC 10) Max Uplift All uplift 100 lb or less at joint(s) K, L, M, O, P, Q Max Grav All reactions 250 lb or less at joint(s) A except K=342(LC 3), L=668(LC 3), M=541(LC 3), O=466(LC 2), P=346(LC 3), Q=518(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-288/109, I-K=-294/98 WEBS H-L=-482/117, F-M=-339/108, E-O=-311/113, C-P=-278/101, B-Q=-384/136 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) K, L, M, O, P, Q. 11) No notches allowed in overhang and 0 from left end and 900 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351432 25191 VA14 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:23 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-wrAJ9yieI74D6p96virCjC?5rNZm2angucAv6lz7Kl6 24-9-0 25-6-0 24-9-0 0-9-0 H 4.12 12 Scale = 1:45.9 G 3x4 F E O D C 8-9-1 8-6-0 B A 3x4 N M L K J I 3x4 24-9-0 24-9-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.86 Vert(LL) 0.00 G n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.49 Vert(CT) 0.00 H n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.00 I n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 82 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x3 SPF No.2 WEBS 1 Row at midpt G-I REACTIONS. All bearings 24-9-0. (lb) - Max Horz A=245(LC 10) Max Uplift All uplift 100 lb or less at joint(s) I, J, K, M except N=-114(LC 10) Max Grav All reactions 250 lb or less at joint(s) except I=341(LC 3), A=318(LC 3), J=648(LC 3), K=587(LC 3), M=280(LC 2), N=790(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-262/121, G-I=-292/93 WEBS F-J=-465/113, D-K=-368/120, B-N=-589/206 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) I, J, K, M except (jt=lb) N=114. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351433 25191 VA15 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:24 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-O1khMIiG3RC4kzkITQMRGPXMqnybn3kp7GwSeBz7Kl5 22-9-0 23-6-0 22-9-0 0-9-0 H 4.12 12 Scale = 1:42.3 G F 3x4 E D C 8-0-13 7-9-12 B A 3x4 N M O L K J I 3x4 22-9-0 22-9-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.00 G n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.26 Vert(CT) 0.00 H n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.43 Horz(CT) 0.00 I n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 74 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x3 SPF No.2 REACTIONS. All bearings 22-9-0. (lb) - Max Horz A=225(LC 10) Max Uplift All uplift 100 lb or less at joint(s) I, J, K, M, N Max Grav All reactions 250 lb or less at joint(s) A except I=336(LC 3), J=647(LC 3), K=548(LC 3), M=348(LC 2), N=595(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD G-I=-286/93 WEBS F-J=-458/115, D-K=-341/114, C-M=-255/94, B-N=-446/157 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) I, J, K, M, N. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351434 25191 VA16 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:25 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-tEI3aejuqlKxL7JU07tgpd4RKBFEWXAyMwf0Adz7Kl4 20-9-0 21-6-0 20-9-0 0-9-0 G 4.12 12 Scale = 1:38.7 F 3x4 E D M C 7-4-9 B 7-1-8 A 3x4 L K J I H 3x4 20-9-0 20-9-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.86 Vert(LL) 0.00 F n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.49 Vert(CT) 0.00 G n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.35 Horz(CT) 0.00 H n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 65 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x3 SPF No.2 REACTIONS. All bearings 20-9-0. (lb) - Max Horz A=205(LC 10) Max Uplift All uplift 100 lb or less at joint(s) H, I, J except L=-114(LC 10) Max Grav All reactions 250 lb or less at joint(s) except H=323(LC 3), A=318(LC 3), I=693(LC 3), J=279(LC 3), L=791(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD F-H=-276/91 WEBS E-I=-475/126, B-L=-588/206 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) H, I, J except (jt=lb) L=114. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351435 25191 VA17 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:26 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-LQsRnzkWa2SozHuhaqPvLqdiKbe3F0_6baPZi3z7Kl3 18-9-0 19-6-0 18-9-0 0-9-0 Scale = 1:32.8 E F D 4.12 12 K C 6-8-5 6-5-4 B A 3x4 J I L H G LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) 0.00 E n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.26 Vert(CT) 0.00 F n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.25 Horz(CT) 0.00 G n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 58 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x3 SPF No.2 REACTIONS. All bearings 18-9-0. (lb) - Max Horz A=185(LC 10) Max Uplift All uplift 100 lb or less at joint(s) G, H, I, J Max Grav All reactions 250 lb or less at joint(s) A except G=326(LC 3), H=647(LC 3), I=341(LC 3), J=596(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD E-G=-276/92 WEBS D-H=-439/120, C-I=-254/93, B-J=-446/157 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) G, H, I, J. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351436 25191 VA18 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:27 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-pcPp?Jl8LMafbRTt8Yw8u29xN??e_UPFpE87FWz7Kl2 16-9-0 17-6-0 16-9-0 0-9-0 E Scale = 1:30.1 F D 4.12 12 K C 6-0-2 5-9-0 B A J I H G 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) 0.00 E n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.18 Vert(CT) 0.00 F n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.17 Horz(CT) 0.00 G n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 51 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x3 SPF No.2 REACTIONS. All bearings 16-9-0. (lb) - Max Horz A=165(LC 10) Max Uplift All uplift 100 lb or less at joint(s) G, H, I, J Max Grav All reactions 250 lb or less at joint(s) A except G=332(LC 3), H=554(LC 3), I=369(LC 1), J=442(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD E-G=-273/94 WEBS D-H=-409/117, C-I=-295/110, B-J=-331/119 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) G, H, I, J. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351437 25191 VA19 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:29 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-l?XaP?mOtzrNqkcGFzyczTFDbofiSO_YHYdDJOz7Kl0 14-9-0 15-6-0 14-9-0 0-9-0 Scale = 1:28.7 D E 2x4 1.5x4 4.12 12 C I 1.5x4 5-3-14 B 5-0-12 A H G J F 3x4 1.5x4 1.5x4 1.5x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.00 D n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.27 Vert(CT) 0.00 E n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 F n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 44 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x3 SPF No.2 REACTIONS. All bearings 14-9-0. (lb) - Max Horz A=145(LC 10) Max Uplift All uplift 100 lb or less at joint(s) F, G, H Max Grav All reactions 250 lb or less at joint(s) A except F=339(LC 3), G=426(LC 3), H=588(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD D-F=-277/99 WEBS C-G=-336/105, B-H=-443/167 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) F, G, H. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351438 25191 VA20 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:30 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-DB5ydLn1eHzDSuBSpgTrWgnSGC2RBrYiVCNnrrz7Kl? 12-9-0 13-6-0 12-9-0 0-9-0 Scale = 1:26.3 1.5x4 E D 4.12 12 1.5x4 C 4-7-10 1.5x4 4-4-8 B A H G F 3x4 1.5x4 1.5x4 1.5x4 Plate Offsets (X,Y)-- [D:0-2-0,0-0-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.00 D n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.11 Vert(CT) 0.00 E n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 F n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 37 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x3 SPF No.2 REACTIONS. All bearings 12-9-0. (lb) - Max Horz A=125(LC 10) Max Uplift All uplift 100 lb or less at joint(s) F, G, H Max Grav All reactions 250 lb or less at joint(s) A except F=297(LC 21), G=436(LC 3), H=434(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD D-F=-262/99 WEBS C-G=-356/127, B-H=-328/132 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) F, G, H. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351439 25191 VA21 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:31 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-hOfKqhofPb5432meNO_42uKZycLIwIdrks6KOHz7Kl_ 10-9-0 11-6-0 10-9-0 0-9-0 1.5x4 Scale = 1:21.7 C D 4.12 12 1.5x4 G B 3-11-6 3-8-5 A F E 2x4 1.5x4 1.5x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) 0.00 C n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.26 Vert(CT) -0.00 C n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.10 Horz(CT) -0.00 E n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 30 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x3 SPF No.2 REACTIONS. (lb/size) A=228/10-9-0, E=179/10-9-0, F=595/10-9-0 Max Horz A=105(LC 10) Max Uplift E=-35(LC 10), F=-87(LC 10) Max Grav A=234(LC 2), E=234(LC 21), F=632(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS B-F=-481/192 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) E, F. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351440 25191 VA22 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:32 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-9aDi21pHAuDxhCLqx5WJb5tnp0ifflG_zWsuvjz7Kkz 8-9-0 9-6-0 8-9-0 0-9-0 Scale = 1:19.0 D 1.5x4 C 4.12 12 G 1.5x4 B 3-3-2 3-0-1 A F E 2x4 1.5x4 1.5x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.00 C n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.25 Vert(CT) 0.00 D n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 22 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x3 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x3 SPF No.2 REACTIONS. (lb/size) A=148/8-9-0, E=215/8-9-0, F=459/8-9-0 Max Horz A=86(LC 10) Max Uplift E=-40(LC 10), F=-66(LC 10) Max Grav A=151(LC 2), E=257(LC 21), F=486(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS B-F=-378/168 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) E, F. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351441 25191 VA23 Valley 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:32 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-9aDi21pHAuDxhCLqx5WJb5tge0ZXfmL_zWsuvjz7Kkz 6-9-0 7-6-0 6-9-0 0-9-0 Scale = 1:15.5 C 1.5x4 B 4.12 12 E 2-6-14 2-3-13 A D 2x4 1.5x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.01 C n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.77 Vert(CT) 0.03 C n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 15 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x3 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) A=278/6-9-0, D=352/6-9-0 Max Horz A=66(LC 10) Max Uplift A=-18(LC 10), D=-60(LC 10) Max Grav A=288(LC 3), D=382(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-D=-323/158 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A, D. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351442 25191 VA24 Valley 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:33 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-emn5FNpvxCLoJMw1Uo1Y7JPyUP1wODb8CAbRR9z7Kky 4-9-0 5-6-0 4-9-0 0-9-0 Scale = 1:12.2 C 1.5x4 B 4.12 12 E 1-10-11 1-7-9 A D 2x4 1.5x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.00 C n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.31 Vert(CT) 0.01 C n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 11 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-0 oc purlins, BOT CHORD 2x3 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) A=180/4-9-0, D=259/4-9-0 Max Horz A=46(LC 10) Max Uplift A=-10(LC 10), D=-46(LC 10) Max Grav A=186(LC 2), D=271(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A, D. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351443 25191 VA25 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:35 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-a9urg2r9TpbWYf4PcD30DkVAsDbqs3YRfU4YW2z7Kkw 25-0-0 25-0-0 N Scale = 1:46.6 M 3x4 L K J I AB H G F 4.12 12 E 8-6-0 D C B AA A 0-3-15 5x16 Z Y X W V U T S R Q P O 4x4 25-0-0 25-0-0 Plate Offsets (X,Y)-- [A:0-2-9,Edge], [F:0-1-12,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.73 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr NO WB 0.29 Horz(CT) 0.13 O n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 148 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-6-1 oc purlins, A-J: 2x4 SPF 2100F 1.8E except end verticals. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-7-7 oc bracing. A-T: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt N-O WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 25-0-0. (lb) - Max Horz A=241(LC 37) Max Uplift All uplift 100 lb or less at joint(s) O, P, Q, R, S, U, V, W, X, Y except A=-2190(LC 36), Z=-295(LC 36) Max Grav All reactions 250 lb or less at joint(s) O, Y except A=2375(LC 57), P=330(LC 29), Q=350(LC 20), R=340(LC 20), S=318(LC 20), U=266(LC 1), V=271(LC 20), W=252(LC 1), X=330(LC 20), Z=982(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-8287/7903, B-C=-6562/6377, C-D=-5824/5682, D-E=-5211/5076, E-G=-4533/4415, G-H=-3854/3752, H-I=-3176/3090, I-K=-2497/2427, K-L=-1818/1764, L-M=-1139/1100, M-N=-472/448 BOT CHORD A-Z=-7711/7707, Y-Z=-5993/5999, X-Y=-5311/5317, W-X=-4752/4757, V-W=-4132/4136, U-V=-3512/3514, S-U=-2891/2893, R-S=-2271/2273, Q-R=-1651/1652, P-Q=-1031/1031, O-P=-410/410 WEBS M-P=-272/50, L-Q=-309/30, K-R=-301/29, I-S=-278/30, D-X=-273/36, B-Z=-753/365 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) O, P, Q, R, S, U, June 14,2019 Continued on page 2V, W, X, Y except (jt=lb) A=2190, Z=295. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351443 25191 VA25 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:35 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-a9urg2r9TpbWYf4PcD30DkVAsDbqs3YRfU4YW2z7Kkw NOTES- 12) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 25-0-0 for 310.0 plf. 13) No notches allowed in overhang and 0 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-AA=-76, N-AA=-114, A-O=-20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351444 25191 VA26 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:36 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-2LSDtOsnE7jNApfcAxaFlx1Pnd2qbWLau8q52Uz7Kkv 23-1-8 25-1-8 23-1-8 2-0-0 H 4.12 12 Scale = 1:45.5 G 2x4 4x6 2x4 F E O D 8-7-8 C 7-11-4 B A 3x4 N M P L K J I 3x4 23-1-8 23-1-8 Plate Offsets (X,Y)-- [E:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) 0.00 H n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.30 Vert(CT) -0.01 H n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.26 Horz(CT) -0.00 I n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 87 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, A-E: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 23-1-8. (lb) - Max Horz A=237(LC 10) Max Uplift All uplift 100 lb or less at joint(s) I, J, L, M, N Max Grav All reactions 250 lb or less at joint(s) except I=516(LC 21), A=253(LC 27), J=595(LC 3), L=540(LC 3), M=342(LC 2), N=627(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-271/113, G-I=-484/177 WEBS F-J=-392/105, D-L=-323/119, B-N=-470/166 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) I, J, L, M, N. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351445 25191 VA27 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:37 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-WX0b5ktQ?RrEozEoje5UI9aep1PMK_aj6oZfaxz7Kku 21-1-8 23-1-8 21-1-8 2-0-0 H 4.12 12 Scale = 1:41.7 G 2x4 4x6 2x4 F E D 7-11-4 C 7-3-0 B A 3x4 N M L K J I 3x4 21-1-8 21-1-8 Plate Offsets (X,Y)-- [E:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) 0.00 H n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.22 Vert(CT) -0.01 H n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.19 Horz(CT) -0.00 I n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 78 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, A-E: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 21-1-8. (lb) - Max Horz A=217(LC 10) Max Uplift All uplift 100 lb or less at joint(s) I, J, K, M, N Max Grav All reactions 250 lb or less at joint(s) A except I=508(LC 21), J=594(LC 3), K=451(LC 3), M=368(LC 2), N=466(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-257/100, G-I=-477/177 WEBS F-J=-375/106, D-K=-303/114, C-M=-292/107, B-N=-349/124 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) I, J, K, M, N. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351446 25191 VA28 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:38 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-_ka_I4t2mkz5P7p_HMcjqM7kGQkJ3SQtLSJC7Nz7Kkt 19-1-8 21-1-8 19-1-8 2-0-0 G 4.12 12 Scale = 1:37.9 F 2x4 4x6 2x4 E D 1.5x4 C 7-3-1 1.5x4 6-6-13 B A 3x4 K J L I H 1.5x4 1.5x4 1.5x4 1.5x4 19-1-8 19-1-8 Plate Offsets (X,Y)-- [D:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) 0.00 G n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.30 Vert(CT) -0.01 G n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.15 Horz(CT) -0.00 H n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 69 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, A-D: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 19-1-8. (lb) - Max Horz A=197(LC 10) Max Uplift All uplift 100 lb or less at joint(s) H, I, J, K Max Grav All reactions 250 lb or less at joint(s) except H=491(LC 21), A=252(LC 2), I=616(LC 3), J=327(LC 2), K=630(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD F-H=-461/174 WEBS E-I=-390/115, B-K=-472/166 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) H, I, J, K. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351447 25191 VA29 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:39 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-Sw8MWQugX25y1HNBr38yNaf_Nq6RowU0a62lfpz7Kks 17-1-8 19-1-8 17-1-8 2-0-0 G 4.12 12 2x4 Scale = 1:34.4 F 2x4 4x6 E L D 1.5x4 C 6-6-13 5-10-9 1.5x4 B A 3x4 K J I H 1.5x4 1.5x4 1.5x4 1.5x4 17-1-8 17-1-8 Plate Offsets (X,Y)-- [D:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) 0.00 G n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.18 Vert(CT) -0.01 G n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 H n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 61 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, A-D: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 17-1-8. (lb) - Max Horz A=177(LC 10) Max Uplift All uplift 100 lb or less at joint(s) H, I, J, K Max Grav All reactions 250 lb or less at joint(s) A except H=490(LC 21), I=507(LC 3), J=359(LC 1), K=470(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD F-H=-459/177 WEBS E-I=-345/108, C-J=-287/110, B-K=-351/125 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) H, I, J, K. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351448 25191 VA30 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:40 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-x6ikjmvIHMDpfRyNPnfBwnC4lEPjXNEAploJBFz7Kkr 15-1-8 17-1-8 15-1-8 2-0-0 F 4.12 12 2x4 Scale = 1:31.0 E 2x4 4x6 D C 1.5x4 5-10-9 B 5-2-5 A 3x4 I H J G 1.5x4 1.5x4 1.5x4 15-1-8 15-1-8 Plate Offsets (X,Y)-- [C:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) 0.00 F n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.30 Vert(CT) -0.00 F n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 G n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 53 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, A-C: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 15-1-8. (lb) - Max Horz A=157(LC 10) Max Uplift All uplift 100 lb or less at joint(s) G, H, I Max Grav All reactions 250 lb or less at joint(s) except G=511(LC 21), A=253(LC 3), H=339(LC 3), I=637(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD E-G=-474/188 WEBS B-I=-484/183 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) G, H, I. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351449 25191 VA31 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:41 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-PJG6x6ww2fLgGbXZyUAQS?kKwenhGrrJ1PXsjiz7Kkq 13-1-8 15-1-8 13-1-8 2-0-0 F Scale = 1:27.2 2x4 E 2x4 J 4x6 D C 4.12 12 5-2-5 1.5x4 4-6-1 B A I H G 3x4 1.5x4 1.5x4 1.5x4 13-1-8 13-1-8 Plate Offsets (X,Y)-- [C:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) 0.00 F n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.13 Vert(CT) -0.00 F n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.05 Horz(CT) -0.00 G n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 46 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, C-F: 2x6 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 13-1-8. (lb) - Max Horz A=137(LC 10) Max Uplift All uplift 100 lb or less at joint(s) G, H, I Max Grav All reactions 250 lb or less at joint(s) A except G=475(LC 21), H=380(LC 3), I=463(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD E-G=-442/184 WEBS D-H=-289/111, B-I=-350/142 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) G, H, I. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351450 25191 VA32 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:41 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-PJG6x6ww2fLgGbXZyUAQS?kK0eo0GrwJ1PXsjiz7Kkq 11-1-8 13-1-8 11-1-8 2-0-0 F Scale: 1/2"=1' 2x4 E J 2x4 4x6 D 4-6-1 4.12 12 C 3-9-13 1.5x4 B A I H G 3x4 1.5x4 1.5x4 1.5x4 11-1-8 11-1-8 Plate Offsets (X,Y)-- [C:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) 0.00 F n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.11 Vert(CT) -0.01 F n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.04 Horz(CT) -0.00 G n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 39 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, C-F: 2x6 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 11-1-8. (lb) - Max Horz A=117(LC 10) Max Uplift All uplift 100 lb or less at joint(s) G, H, I Max Grav All reactions 250 lb or less at joint(s) A except G=449(LC 21), H=410(LC 3), I=337(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD E-G=-418/183 WEBS D-H=-307/130, B-I=-258/115 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) G, H, I. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351451 25191 VA33 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:42 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-tVpU8SwYpzTWuk6lWBhf?CHVm285?ICTG3HPG8z7Kkp 9-1-8 11-1-8 9-1-8 2-0-0 Scale = 1:22.2 D 2x4 C 4.12 12 G 2x4 B 3-9-13 3-1-10 A F E 3x4 1.5x4 1.5x4 Plate Offsets (X,Y)-- [C:0-2-0,0-0-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) 0.00 D n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.12 Vert(CT) -0.01 D n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.04 Horz(CT) -0.00 E n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 34 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. (lb/size) A=154/9-1-8, E=355/9-1-8, F=408/9-1-8 Max Horz A=97(LC 10) Max Uplift E=-75(LC 10), F=-55(LC 10) Max Grav A=158(LC 2), E=431(LC 21), F=427(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD C-E=-401/190 WEBS B-F=-310/142 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) E, F. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351452 25191 VA34 Valley 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:43 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-LhNtLnxAaHbNWuhy4vCuXQqY0RQRkl4cVj0zoaz7Kko 7-1-8 10-4-8 7-1-8 3-3-0 Scale = 1:20.8 C 4.12 12 2x4 B 3-6-12 2-5-6 A D 3x4 1.5x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.72 Vert(LL) 0.02 C n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.37 Vert(CT) -0.02 C n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 28 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) A=206/7-1-8, D=614/7-1-8 Max Horz A=88(LC 10) Max Uplift D=-127(LC 10) Max Grav A=225(LC 2), D=689(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-D=-631/325 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=127. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351453 25191 VA35 Valley 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:43 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-LhNtLnxAaHbNWuhy4vCuXQqZkRTrkl4cVj0zoaz7Kko 5-1-8 8-4-8 5-1-8 3-3-0 Scale = 1:17.2 C 4.12 12 2x4 E B 2-10-8 1-9-2 A D 3x4 1.5x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.67 Vert(LL) 0.02 C n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.15 Vert(CT) -0.03 C n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 21 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-8 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) A=71/5-1-8, D=557/5-1-8 Max Horz A=68(LC 10) Max Uplift A=-100(LC 20), D=-129(LC 11) Max Grav A=107(LC 24), D=705(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-D=-667/317 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) A=100, D=129. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351454 25191 VA36 Valley 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:44 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-puxFZ7ypLakE72G8ecj74dMlQrrwTCKljNmWK1z7Kkn 3-1-8 6-4-8 3-1-8 3-3-0 Scale = 1:13.8 C 4.12 12 E 5x6 B 2-2-4 A 1-0-14 D 3x4 Plate Offsets (X,Y)-- [B:0-1-12,0-0-10], [B:1-8-13,0-1-13], [D:0-1-12,0-0-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.61 Vert(LL) 0.02 C n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.03 Vert(CT) -0.03 C n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 14 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-8 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) A=-148/3-1-8, D=584/3-1-8 Max Horz A=53(LC 11) Max Uplift A=-351(LC 20), D=-175(LC 11) Max Grav A=83(LC 11), D=863(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-D=-845/356 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) A=351, D=175. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351455 25191 VA37 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:46 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-lG3?_p_3tC_yNMQXl1mb92S3ffNyx3u2BhFdPvz7Kkl 23-6-0 26-3-0 23-6-0 2-9-0 M 2x4 4.12 123x4 Scale = 1:48.8 5x6 2x4 L K J Z I H G F 9-4-2 E D 8-4-12 C B 4x4 Y A 0-3-15 7x16 X W V U T S R Q P O N 4x5 3x4 23-6-0 23-6-0 Plate Offsets (X,Y)-- [A:0-0-9,Edge], [B:0-2-0,0-0-8], [J:0-3-0,0-2-12], [L:0-2-0,0-1-4], [Y:0-1-3,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.76 Vert(LL) 0.01 M n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.70 Vert(CT) -0.00 L-M n/r 120 TCDL 13.0 Rep Stress Incr NO WB 0.25 Horz(CT) -0.11 N n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 137 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-7-4 oc purlins, J-M: 2x6 SPF No.2, A-J: 2x4 SPF 2100F 1.8E except end verticals. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-8-13 oc bracing. A-S: 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt L-N WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 23-6-0. (lb) - Max Horz A=284(LC 40) Max Uplift All uplift 100 lb or less at joint(s) Q, R, T, U, V, W except N=-120(LC 40), A=-2069(LC 37), O=-193(LC 20), P=-101(LC 45), X=-273(LC 37) Max Grav All reactions 250 lb or less at joint(s) O, W except N=910(LC 21), A=2267(LC 44), P=397(LC 30), Q=290(LC 21), R=265(LC 1), T=272(LC 21), U=252(LC 1), V=330(LC 21), X=963(LC 28) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-7882/7495, B-C=-6151/5964, C-D=-5414/5269, D-F=-4801/4662, F-G=-4123/4002, G-H=-3444/3339, H-I=-2765/2676, I-J=-2089/2015, J-K=-1441/1379, K-L=-713/701, L-N=-899/215 BOT CHORD A-X=-7298/7297, W-X=-5603/5596, V-W=-4921/4913, U-V=-4364/4353, T-U=-3745/3732, R-T=-3125/3111, Q-R=-2506/2490, P-Q=-1886/1869, O-P=-1266/1249, N-O=-646/629 WEBS J-P=-335/136, D-V=-273/36, B-X=-734/336 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 11) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. June 14,2019 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351455 25191 VA37 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:46 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-lG3?_p_3tC_yNMQXl1mb92S3ffNyx3u2BhFdPvz7Kkl NOTES- 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) Q, R, T, U, V, W except (jt=lb) N=120, A=2069, O=193, P=101, X=273. 13) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) A. 14) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-6-0 for 310.0 plf. 15) No notches allowed in overhang and 0 from left end and 20900 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-Y=-76, L-Y=-114, L-M=-114, A-N=-20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351456 25191 VA38 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:47 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-DTdNB9_heV6p_W?jJlHqiG_I43phgWXCQL_AxLz7Kkk 21-10-8 24-7-8 21-10-8 2-9-0 H 4.12 12 2x4 Scale = 1:44.3 G 2x4 4x6 F O E D 8-5-7 C 7-6-2 B A 3x4 N M L K J I 3x4 21-10-8 21-10-8 Plate Offsets (X,Y)-- [E:0-3-0,Edge], [G:0-2-0,0-0-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) 0.01 H n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.22 Vert(CT) -0.02 G-H n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.16 Horz(CT) -0.00 I n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 83 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, A-E: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 21-10-8. (lb) - Max Horz A=231(LC 10) Max Uplift All uplift 100 lb or less at joint(s) J, K, M, N except I=-107(LC 11) Max Grav All reactions 250 lb or less at joint(s) A except I=664(LC 21), J=525(LC 3), K=468(LC 3), M=345(LC 2), N=525(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-277/107, G-I=-633/242 WEBS F-J=-288/88, D-K=-322/123, C-M=-275/101, B-N=-391/139 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) J, K, M, N except (jt=lb) I=107. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351457 25191 VA39 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:47 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-DTdNB9_heV6p_W?jJlHqiG_EC3mogWyCQL_AxLz7Kkk 20-0-0 22-9-8 20-0-0 2-9-8 G 4.12 12 2x4 Scale = 1:40.8 F 2x4 4x6 E L D 1.5x4 C 7-9-14 1.5x4 B 6-10-6 A 3x4 K J I H 1.5x4 1.5x4 1.5x4 1.5x4 20-0-0 20-0-0 Plate Offsets (X,Y)-- [D:0-3-0,Edge], [F:0-2-14,0-0-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.71 Vert(LL) 0.01 G n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.40 Vert(CT) -0.02 G n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.14 Horz(CT) -0.00 H n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 74 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, A-D: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 20-0-0. (lb) - Max Horz A=213(LC 10) Max Uplift All uplift 100 lb or less at joint(s) I, J except H=-108(LC 11), K=-104(LC 10) Max Grav All reactions 250 lb or less at joint(s) except H=649(LC 21), A=288(LC 2), I=552(LC 3), J=316(LC 3), K=718(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD F-H=-621/243 WEBS E-I=-301/98, B-K=-536/188 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) I, J except (jt=lb) H=108, K=104. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351458 25191 VA40 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:49 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-Arl8cr0xA7MXEp86QAJInh4eMsVY8R8VtfTH?Ez7Kki 18-0-0 20-9-8 18-0-0 2-9-8 G 4.12 12 Scale = 1:37.3 2x4 F 2x4 4x6 E D 1.5x4 C 7-1-11 6-2-3 1.5x4 B A 3x4 K J I H 1.5x4 1.5x4 1.5x4 1.5x4 18-0-0 18-0-0 Plate Offsets (X,Y)-- [D:0-3-0,Edge], [F:0-2-14,0-0-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) 0.01 G n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.19 Vert(CT) -0.02 G n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.09 Horz(CT) -0.00 H n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 66 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, A-D: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 18-0-0. (lb) - Max Horz A=213(LC 11) Max Uplift All uplift 100 lb or less at joint(s) I, J, K except H=-117(LC 11) Max Grav All reactions 250 lb or less at joint(s) A except H=645(LC 21), I=451(LC 3), J=343(LC 21), K=536(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-253/147, F-H=-615/233 WEBS E-I=-270/103, C-J=-279/112, B-K=-398/141 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) I, J, K except (jt=lb) H=117. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351459 25191 VA41 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:50 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-e2IWpB1ZxQUOrzjI_tqXKucmXGoZtuTe6JDrYgz7Kkh 16-0-0 18-9-8 16-0-0 2-9-8 F 4.12 12 Scale = 1:33.8 3x4 E 2x4 4x6 J D C 1.5x4 6-5-7 B 5-5-15 A 3x4 I H K G 1.5x4 1.5x4 1.5x4 16-0-0 16-0-0 Plate Offsets (X,Y)-- [C:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL) 0.01 F n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.40 Vert(CT) -0.02 F n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.09 Horz(CT) -0.00 G n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 57 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, A-C: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 16-0-0. (lb) - Max Horz A=191(LC 11) Max Uplift All uplift 100 lb or less at joint(s) H except G=-118(LC 11), I=-110(LC 14) Max Grav All reactions 250 lb or less at joint(s) except G=669(LC 21), A=293(LC 27), H=257(LC 3), I=727(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD E-G=-631/242 WEBS B-I=-555/206 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) H except (jt=lb) G=118, I=110. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351460 25191 VA42 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:50 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-e2IWpB1ZxQUOrzjI_tqXKucp6Grntvye6JDrYgz7Kkh 14-0-0 16-9-8 14-0-0 2-9-8 F Scale = 1:30.4 3x4 E 4x6 2x4 J D C 4.12 12 5-9-3 1.5x4 B 4-9-11 A 3x4 I H G 1.5x4 1.5x4 1.5x4 14-0-0 14-0-0 Plate Offsets (X,Y)-- [C:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) 0.01 F n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.19 Vert(CT) -0.02 F n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 G n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 50 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, C-F: 2x6 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 14-0-0. (lb) - Max Horz A=169(LC 11) Max Uplift All uplift 100 lb or less at joint(s) H, I except G=-114(LC 11) Max Grav All reactions 250 lb or less at joint(s) A except G=626(LC 21), H=299(LC 2), I=540(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD E-G=-593/237 WEBS B-I=-410/163 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) H, I except (jt=lb) G=114. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351461 25191 VA43 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:51 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-6Esu1X1CikcFT7IUYaLms69_rgDQcMSnKzyO47z7Kkg 12-0-0 14-9-8 12-0-0 2-9-8 F 4.12 12 Scale = 1:26.6 3x4 E J 4x6 2x4 D C 5-0-15 4-1-7 1.5x4 B A I H G 3x4 1.5x4 1.5x4 1.5x4 12-0-0 12-0-0 Plate Offsets (X,Y)-- [C:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) 0.01 F n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.10 Vert(CT) -0.02 F n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 G n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 43 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, A-C: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 12-0-0. (lb) - Max Horz A=147(LC 11) Max Uplift All uplift 100 lb or less at joint(s) H, I except G=-112(LC 11) Max Grav All reactions 250 lb or less at joint(s) A except G=592(LC 21), H=358(LC 2), I=391(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD E-G=-561/235 WEBS B-I=-301/129 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) H, I except (jt=lb) G=112. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351462 25191 VA44 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:52 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-aQQGEs2qT2k65Htg6Is?PJi9b4YwLpfxZdixcZz7Kkf 10-0-0 12-9-8 10-0-0 2-9-8 Scale = 1:23.3 D 3x4 C 4.12 12 G 2x4 B 4-4-11 3-5-3 A F E 3x4 1.5x4 1.5x4 Plate Offsets (X,Y)-- [C:0-2-0,0-1-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) 0.01 D n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.15 Vert(CT) -0.02 D n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 E n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 39 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. (lb/size) A=193/10-0-0, E=442/10-0-0, F=426/10-0-0 Max Horz A=126(LC 11) Max Uplift E=-113(LC 11), F=-51(LC 14) Max Grav A=200(LC 27), E=583(LC 20), F=455(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD C-E=-559/239 WEBS B-F=-314/143 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) F except (jt=lb) E=113. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351463 25191 VA45 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:52 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-aQQGEs2qT2k65Htg6Is?PJi9b4ZiLprxZdixcZz7Kkf 8-0-0 10-9-8 8-0-0 2-9-8 Scale = 1:21.7 D 2x4 4.12 12 C G 3-8-7 2x4 B 2-8-15 A F E 3x4 1.5x4 1.5x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) 0.01 D n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.10 Vert(CT) -0.02 D n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.03 Horz(CT) -0.00 E n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 31 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. (lb/size) A=120/8-0-0, E=480/8-0-0, F=269/8-0-0 Max Horz A=104(LC 11) Max Uplift E=-119(LC 11), F=-36(LC 20) Max Grav A=126(LC 21), E=621(LC 20), F=303(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD C-E=-590/259 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) F except (jt=lb) E=119. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351464 25191 VA46 Valley 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:53 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-2c_fSC3SELsziRStf?OExXEIbTsv4GY4oHRV8?z7Kke 6-0-0 8-9-8 6-0-0 2-9-8 Scale = 1:17.8 C 4.12 12 2x4 B 3-0-4 2-0-12 A D 3x4 1.5x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.52 Vert(LL) 0.01 C n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.23 Vert(CT) -0.01 C n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 D n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 23 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) A=157/6-0-0, D=519/6-0-0 Max Horz A=82(LC 11) Max Uplift A=-6(LC 20), D=-108(LC 11) Max Grav A=178(LC 27), D=594(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-D=-547/274 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A except (jt=lb) D=108. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351465 25191 VA47 Valley 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:53 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-2c_fSC3SELsziRStf?OExXEJeTuP4GY4oHRV8?z7Kke 4-0-0 6-9-8 4-0-0 2-9-8 Scale = 1:14.5 C 4.12 12 F 2x4 B E 2-4-0 1-4-8 A D 3x4 1.5x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) 0.01 C n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.07 Vert(CT) -0.02 C n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 D n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 17 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) A=10/4-0-0, D=474/4-0-0 Max Horz A=68(LC 11) Max Uplift A=-137(LC 20), D=-133(LC 11) Max Grav A=85(LC 4), D=632(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-D=-605/272 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) A=137, D=133. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351466 25191 VB1 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:58 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-PanYVw7b2uUFpCKqSZzPeayDqUaGlUUpyZ9GqDz7KkZ 19-9-0 19-9-0 Scale = 1:33.2 F E 4.12 12 L D 6-9-6 C B A 3x4 K J I H G LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.22 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.00 G n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 65 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. All bearings 19-9-0. (lb) - Max Horz A=187(LC 10) Max Uplift All uplift 100 lb or less at joint(s) G, H, I, J, K Max Grav All reactions 250 lb or less at joint(s) A, G except H=659(LC 3), I=457(LC 3), J=394(LC 2), K=378(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS E-H=-458/119, D-I=-316/108, C-J=-310/113, B-K=-286/102 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) G, H, I, J, K. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351467 25191 VB2 GABLE 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:58 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-PanYVw7b2uUFpCKqSZzPeayDaUbulVLpyZ9GqDz7KkZ 17-8-15 17-8-15 Scale = 1:30.5 E D 4.12 12 J C 6-1-2 B A 3x4 I H G F LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.18 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.16 Horz(CT) 0.00 F n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 56 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. All bearings 17-8-15. (lb) - Max Horz A=167(LC 10) Max Uplift All uplift 100 lb or less at joint(s) F, G, H, I Max Grav All reactions 250 lb or less at joint(s) A, F except G=588(LC 3), H=349(LC 20), I=517(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS D-G=-448/121, C-H=-281/100, B-I=-385/136 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) F, G, H, I. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351468 25191 VB3 GABLE 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:04:59 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-tmLwiG8DpBc6QMv10GVeBoUO3uw7UzKzADupMfz7KkY 15-8-15 15-8-15 Scale = 1:27.3 E D 4.12 12 J C 5-4-14 B A I H G F 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.18 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 F n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 49 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. All bearings 15-8-15. (lb) - Max Horz A=147(LC 10) Max Uplift All uplift 100 lb or less at joint(s) F, G, H, I Max Grav All reactions 250 lb or less at joint(s) A, F except G=561(LC 3), H=382(LC 1), I=380(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS D-G=-420/123, C-H=-303/115, B-I=-287/107 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) F, G, H, I. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351469 25191 VB4 GABLE 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:05:00 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-LzvIwc8raVlz2VUDaz0tj?1ZJIGODQ96PteMu5z7KkX 13-8-15 13-8-15 Scale = 1:26.6 D 2x4 1.5x4 4.12 12 C H 1.5x4 4-8-10 B A G F E 3x4 1.5x4 1.5x4 1.5x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.18 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 E n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 41 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. All bearings 13-8-15. (lb) - Max Horz A=127(LC 10) Max Uplift All uplift 100 lb or less at joint(s) E, F, G Max Grav All reactions 250 lb or less at joint(s) A, E except F=448(LC 20), G=507(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS C-F=-375/121, B-G=-379/147 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) E, F, G. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351470 25191 VB5 GABLE 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:05:01 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-p9Tg7x9TLptqgf3P7hX6GDZluidkyudGeXNwRYz7KkW 11-8-15 11-8-15 Scale = 1:23.1 D 1.5x4 4.12 12 1.5x4 C H 4-0-6 1.5x4 B A G F E 3x4 1.5x4 1.5x4 1.5x4 Plate Offsets (X,Y)-- [D:0-2-0,0-0-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.11 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 E n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 34 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. All bearings 11-8-15. (lb) - Max Horz A=107(LC 10) Max Uplift All uplift 100 lb or less at joint(s) E, F, G Max Grav All reactions 250 lb or less at joint(s) A, E except F=467(LC 20), G=368(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS C-F=-383/139, B-G=-280/116 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) E, F, G. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351471 25191 VK1 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:05:02 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-HL12LHA566?hHpebhO2LpQ6qK6_9hKHPsB7Tz_z7KkV -3-10-8 9-0-0 18-0-0 21-10-8 3-10-8 9-0-0 9-0-0 3-10-8 Scale = 1:41.3 5x6 2.50 12 E F G 3x5 D H 3x5 C I 5x6 5x6 B J U V W X Y 4-0-11A K 3x7 3x7 3x7 3x7 3x7 2-2-3 2-2-3 T S R Q P O N M L 3x4 3x4 18-0-0 18-0-0 Plate Offsets (X,Y)-- [B:0-3-0,0-2-4], [C:0-2-0,0-1-8], [I:0-2-0,0-1-8], [J:0-3-0,0-2-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.10 K n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.03 Vert(CT) -0.17 J-K n/r 120 TCDL 13.0 Rep Stress Incr NO WB 0.10 Horz(CT) -0.00 L n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 125 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, BOT CHORD 2x6 SPF No.2 except end verticals. WEBS 2x6 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. B-T,J-L: 2x4 SPF No.2, B-S,J-M: 2x3 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 18-0-0. (lb) - Max Horz T=-24(LC 19) Max Uplift All uplift 100 lb or less at joint(s) Q, R, O, N except T=-208(LC 10), L=-216(LC 11), S=-283(LC 20), M=-283(LC 20) Max Grav All reactions 250 lb or less at joint(s) P, Q, S, O, M except T=865(LC 20), L=865(LC 20), R=282(LC 21), N=282(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-T=-854/320, J-L=-854/324 WEBS R-U=-252/94, D-U=-260/95, C-S=-106/393, N-Y=-252/95, H-Y=-260/96, I-M=-109/393 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 11) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) Q, R, O, N except (jt=lb) T=208, L=216, S=283, M=283. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351472 25191 VK2 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:05:03 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-lYbQYdBjtQ7YvzDoF6ZaLefwSVJOQn0Y5qs1VQz7KkU -3-10-8 9-0-0 18-0-0 21-10-8 3-10-8 9-0-0 9-0-0 3-10-8 Scale = 1:41.3 5x6 2.50 12 D 2x4 2x4 C E 6x12 MT18HS Q R 6x12 MT18HS B F 3-4-7 A G O P 1-5-15 1-5-15 N M L K J I H 2x4 3x4 1.5x4 3x4 2x4 1.5x4 1.5x4 18-0-0 18-0-0 Plate Offsets (X,Y)-- [B:0-3-8,0-2-0], [F:0-3-8,0-2-0], [O:0-1-12,0-0-5], [P:0-1-12,0-0-5] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.94 Vert(LL) -0.13 G n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.09 Vert(CT) -0.22 G n/r 120 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.07 Horz(CT) -0.01 H n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 86 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. B-L,F-J: 2x3 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 18-0-0. (lb) - Max Horz N=27(LC 10) Max Uplift All uplift 100 lb or less at joint(s) K, L, J except N=-210(LC 10), H=-216(LC 11) Max Grav All reactions 250 lb or less at joint(s) M, I except N=696(LC 20), H=696(LC 20), K=428(LC 2), L=397(LC 3), J=397(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-N=-764/297, F-H=-764/300 BOT CHORD M-N=-325/94, L-M=-325/94, I-J=-325/104, H-I=-325/104 WEBS D-K=-347/99, C-L=-331/103, E-J=-331/103 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) K, L, J except (jt=lb) N=210, H=216. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351473 25191 VK3 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:05:04 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-Ek9pmzBMekFPX7o_pp4purB6Svbz9FYiKUca1sz7KkT -3-10-8 9-0-0 18-0-0 21-10-8 3-10-8 9-0-0 9-0-0 3-10-8 Scale = 1:41.3 5x6 2.50 12 D 2x4 2x4 C E K L 2-8-3 B F A G 0-9-11 0-9-11 4x6 4x6 J I H 2x4 2x4 2x4 18-0-0 18-0-0 Plate Offsets (X,Y)-- [B:0-0-0,0-1-1], [F:Edge,0-1-1] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.86 Vert(LL) -0.11 G n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.33 Vert(CT) -0.18 G n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 F n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 84 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-3 oc purlins. BOT CHORD 2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. All bearings 18-0-0. (lb) - Max Horz B=-36(LC 11) Max Uplift All uplift 100 lb or less at joint(s) I, J, H except B=-196(LC 10), F=-201(LC 11) Max Grav All reactions 250 lb or less at joint(s) except B=826(LC 20), F=826(LC 20), I=399(LC 1), J=432(LC 3), H=432(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS D-I=-298/83, C-J=-357/94, E-H=-357/95 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) I, J, H except (jt=lb) B=196, F=201. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351474 25191 VK4 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:05:05 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-iwiBzJC_P1NG9HNAMXb2Q3kQNJ?PuilrZ8L7aJz7KkS 9-0-0 18-0-0 9-0-0 9-0-0 Scale = 1:28.9 4x4 2.50 12 C 1.5x4 1.5x4 B D 1-11-15 A E 0-1-7 0-1-7 3x4 H G F 3x4 1.5x4 1.5x4 1.5x4 18-0-0 18-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.12 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 E n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 43 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. All bearings 18-0-0. (lb) - Max Horz A=-21(LC 15) Max Uplift All uplift 100 lb or less at joint(s) A, E, G, H, F Max Grav All reactions 250 lb or less at joint(s) A, E except G=336(LC 2), H=498(LC 3), F=498(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS C-G=-254/69, B-H=-395/118, D-F=-395/118 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A, E, G, H, F. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351475 25191 VK5 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:05:05 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-iwiBzJC_P1NG9HNAMXb2Q3kPCJzzuikrZ8L7aJz7KkS 6-3-6 12-6-12 6-3-6 6-3-6 Scale = 1:19.8 4x5 2.50 12 B F E 1-3-11 C A D 3x4 1.5x4 3x4 12-6-12 12-6-12 Plate Offsets (X,Y)-- [B:0-3-0,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.21 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 27 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. (lb/size) A=195/12-6-12, C=195/12-6-12, D=544/12-6-12 Max Horz A=13(LC 14) Max Uplift A=-26(LC 14), C=-28(LC 15), D=-24(LC 10) Max Grav A=204(LC 20), C=204(LC 21), D=565(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS B-D=-396/134 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A, C, D. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351476 25191 VK6 Valley 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:05:06 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-A7GZAfDcALV7mQyNwE7HzGHfajGRd8m?no5h6lz7KkR 2-11-13 5-11-10 2-11-13 2-11-13 Scale = 1:11.0 3x4 2.50 12 B C A 0-7-7 3x4 3x4 5-11-10 5-11-10 Plate Offsets (X,Y)-- [B:0-2-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.06 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.33 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 9 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-10 oc purlins. BOT CHORD 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) A=170/5-11-10, C=170/5-11-10 Max Horz A=5(LC 14) Max Uplift A=-14(LC 10), C=-14(LC 11) Max Grav A=174(LC 2), C=174(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-341/151, B-C=-341/151 BOT CHORD A-C=-139/323 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A, C. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351477 25191 VP1 GABLE 12 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:05:07 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-eJqxO?EExfdzOaWZUxeWWUpnb6gLMbJ80SqEeBz7KkQ 8-9-12 17-7-8 8-9-12 8-9-12 Scale = 1:27.8 4x4 2.50 12 C 1.5x4 1.5x4 B D 1-10-1 A E 3x4 H G F 3x4 1.5x4 1.5x4 1.5x4 17-7-8 17-7-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.09 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 E n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 40 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. All bearings 17-7-8. (lb) - Max Horz A=-19(LC 19) Max Uplift All uplift 100 lb or less at joint(s) A, E, G, H, F Max Grav All reactions 250 lb or less at joint(s) A, E except G=363(LC 2), H=445(LC 20), F=445(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS C-G=-271/75, B-H=-359/107, D-F=-359/107 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A, E, G, H, F. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351478 25191 VP2 Valley 12 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:05:07 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-eJqxO?EExfdzOaWZUxeWWUpmi6f_MbJ80SqEeBz7KkQ 5-10-5 11-8-11 5-10-5 5-10-5 Scale = 1:18.5 4x4 2.50 12 B F E 1-2-10 C A D 3x4 1.5x4 3x4 5-10-5 11-8-11 5-10-5 5-10-5 Plate Offsets (X,Y)-- [B:0-2-12,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.18 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 24 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 REACTIONS. (lb/size) A=178/11-8-11, C=178/11-8-11, D=497/11-8-11 Max Horz A=12(LC 18) Max Uplift A=-24(LC 14), C=-25(LC 15), D=-22(LC 10) Max Grav A=185(LC 20), C=185(LC 21), D=516(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS B-D=-362/125 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A, C, D. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351479 25191 VP3 Valley 12 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:05:08 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-6VOJbLFshylq0k5l2f9l2hM?9WzI52GIF6aoAez7KkP 2-10-15 5-9-14 2-10-15 2-10-15 Scale = 1:10.8 3x4 2.50 12 B C A 0-7-4 3x4 3x4 5-9-14 5-9-14 Plate Offsets (X,Y)-- [B:0-2-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.30 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 9 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-14 oc purlins. BOT CHORD 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) A=163/5-9-14, C=163/5-9-14 Max Horz A=-4(LC 19) Max Uplift A=-13(LC 10), C=-13(LC 11) Max Grav A=167(LC 2), C=167(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-326/145, B-C=-326/145 BOT CHORD A-C=-133/309 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A, C. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351480 25191 VP4 Valley 12 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:05:08 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-6VOJbLFshylq0k5l2f9l2hMurW_N52RIF6aoAez7KkP 6-0-3 12-0-6 6-0-3 6-0-3 Scale = 1:19.0 4x6 B 3.69 12 F E 1-10-3 C A D 3x4 1.5x4 3x4 6-0-3 12-0-6 6-0-3 6-0-3 Plate Offsets (X,Y)-- [B:0-3-0,0-2-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.23 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 27 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SPF No.2 JOINTS 1 Brace at Jt(s): B WEBS 2x4 SPF No.2 REACTIONS. (lb/size) A=206/12-0-6, C=206/12-0-6, D=556/12-0-6 Max Horz A=-20(LC 15) Max Uplift A=-28(LC 10), C=-30(LC 15), D=-27(LC 10) Max Grav A=214(LC 20), C=214(LC 21), D=579(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS B-D=-402/135 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A, C, D. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351481 25191 VP5 Valley 12 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:05:09 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-ahyipgFUSGthdugybMg_bvv7kwMIqVxRTmJLj4z7KkO 4-7-15 9-3-14 4-7-15 4-7-15 Scale = 1:16.8 4x4 3.69 12 B F E 1-5-3 C A D 2x4 1.5x4 2x4 4-7-15 9-3-14 4-7-15 4-7-15 Plate Offsets (X,Y)-- [B:0-2-0,0-2-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.19 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.13 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 20 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 REACTIONS. (lb/size) A=151/9-3-14, C=151/9-3-14, D=407/9-3-14 Max Horz A=-14(LC 15) Max Uplift A=-20(LC 10), C=-22(LC 15), D=-19(LC 10) Max Grav A=155(LC 20), C=155(LC 21), D=423(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS B-D=-294/108 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A, C, D. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351482 25191 VP6 Valley 4 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:05:10 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-2uW400G6Da?YF2F894BD76RGiKhYZy0aiQ3uFWz7KkN 5-11-11 11-11-6 5-11-11 5-11-11 Scale = 1:18.9 4x5 2.50 12 B F E 1-2-15 C A D 3x4 1.5x4 3x4 5-11-11 11-11-6 5-11-11 5-11-11 Plate Offsets (X,Y)-- [B:0-2-8,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.19 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-S Weight: 25 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 REACTIONS. (lb/size) A=183/11-11-6, C=183/11-11-6, D=510/11-11-6 Max Horz A=-12(LC 15) Max Uplift A=-25(LC 14), C=-26(LC 15), D=-23(LC 10) Max Grav A=190(LC 20), C=190(LC 21), D=529(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS B-D=-371/128 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A, C, D. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351483 25191 VP7 Valley 4 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:05:10 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-2uW400G6Da?YF2F894BD76RI9KXUZylaiQ3uFWz7KkN 3-11-11 7-11-6 3-11-11 3-11-11 Scale = 1:14.5 3x4 2.50 12 B C A 0-9-15 3x4 3x4 7-11-6 7-11-6 Plate Offsets (X,Y)-- [B:0-2-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.77 Vert(CT) n/a - n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 C n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight: 13 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) A=265/7-11-6, C=265/7-11-6 Max Horz A=7(LC 18) Max Uplift A=-22(LC 10), C=-22(LC 11) Max Grav A=272(LC 2), C=272(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=-531/216, B-C=-531/216 BOT CHORD A-C=-198/503 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A, C. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351484 25191 X1 ROOF SPECIAL 309 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:05:11 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-W44SEMHl_t7PtCqKjniSgK_Q_k2oIPykx4oSnyz7KkM -1-6-0 3-10-8 7-0-8 1-6-0 3-10-8 3-2-0 Scale = 1:17.3 0.25 12 2x4 3x5 A B C D 0-3-8 0-3-8 1-1-12 0-9-14 0-11-10 0-8-2 E 3x5 F 3x4 G VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS (BEARINGS). Plate Offsets (X,Y)-- [B:0-2-8,0-0-8], [C:0-2-4,0-1-8], [E:0-2-4,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.01 E-F >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.12 Vert(CT) -0.02 E-F >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 G n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MP Weight: 19 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. C-G: 2x6 SPF No.2 REACTIONS. (lb/size) B=295/0-6-0, D=101/Mechanical, G=320/0-5-8 Max Horz B=-18(LC 10) Max Uplift B=-46(LC 9), D=-27(LC 13), G=-61(LC 13) Max Grav B=330(LC 18), D=101(LC 1), G=320(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD E-G=-320/128, C-E=-284/145 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Bearing at joint(s) G considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) B, D, G. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) B. 12) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351485 25191 X2 Roof Special 7 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:05:12 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-?GdqRiINlBFGULPWHVDhDXXbm7N91s?tAkY?JPz7KkL -1-6-0 -0-6-0 3-9-2 1-0-0 0-6-0 3-9-2 A 2x4 0.25 12 Scale = 1:11.6 B C 3x5 1-1-121-1-6 1-0-7 0-9-14 1-7-15 D E 3x5 3x4 0-7-8 F VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS (BEARINGS). Plate Offsets (X,Y)-- [B:0-2-8,0-0-8], [C:0-2-4,0-1-8], [D:0-2-4,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.01 D-E >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.12 Vert(CT) -0.02 D-E >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 F n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MP Weight: 15 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. C-F: 2x6 SPF No.2 REACTIONS. (lb/size) B=315/0-6-0, F=136/0-5-8 Max Horz B=-35(LC 8) Max Uplift B=-57(LC 9), F=-7(LC 13) Max Grav B=328(LC 18), F=145(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Bearing at joint(s) F considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) B, F. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) B. 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351486 25191 X3 ROOF SPECIAL 14 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:05:12 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-?GdqRiINlBFGULPWHVDhDXXcN7Ln1sAtAkY?JPz7KkL -1-6-0 4-8-0 8-3-4 1-6-0 4-8-0 3-7-4 Scale = 1:19.7 0.25 12 2x4 3x4 A B C D 0-3-8 0-3-8 1-1-12 0-11-5 0-9-14 0-7-13 F 3x4 E 1.5x4 Plate Offsets (X,Y)-- [B:0-2-8,0-0-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.02 E-F >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.20 Vert(CT) -0.05 E-F >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.01 Horz(CT) 0.00 E n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MP Weight: 21 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) B=328/0-6-0, D=102/Mechanical, E=397/0-3-8 Max Horz B=-18(LC 10) Max Uplift B=-48(LC 9), D=-27(LC 13), E=-75(LC 13) Max Grav B=339(LC 18), D=102(LC 1), E=397(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD C-E=-352/179 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) B, D, E. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) B. 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351487 25191 X4 Roof Special 15 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:05:13 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-TTBCe2I?WUN76V_jqClwll3maXjgmJS1OOHYsrz7KkK -1-6-0 3-4-8 1-6-0 3-4-8 0.25 12 3x4 Scale = 1:9.6 A 2x4 B C 0-3-8 1-1-12 1-0-8 0-9-14 E D 3x4 1.5x4 -0-6-0 3-10-8 Plate Offsets (X,Y)-- [B:0-2-8,0-0-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.01 D-E >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.10 Vert(CT) -0.01 D-E >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 D n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MP Weight: 13 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) B=305/0-6-0, D=121/Mechanical Max Horz B=-18(LC 10) Max Uplift B=-52(LC 9), D=-9(LC 13) Max Grav B=326(LC 18), D=130(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) B, D. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) B. 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351488 25191 X5 Roof Special 52 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:05:14 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-xflbsOJdHoV_kfZvOwG9IycxEx2MVljAd216OHz7KkJ -1-6-0 3-10-8 1-6-0 3-10-8 Scale = 1:23.1 F 0.25 12 2x4 3-4-8 A B 3x8 C 0-3-8 1-1-12 1-0-8 0-9-14 1-8-0 D 3x5 E3x4 0-7-8 G VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS (BEARINGS). -0-6-0 4-4-8 Plate Offsets (X,Y)-- [B:0-2-8,0-0-8], [C:0-3-8,0-1-8], [D:0-2-4,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.01 D-E >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.13 Vert(CT) -0.02 D-E >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 G n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MP Weight: 20 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. F-G: 2x6 SPF No.2 REACTIONS. (lb/size) B=320/0-6-0, G=142/0-5-8 Max Horz B=-125(LC 8) Max Uplift B=-101(LC 8), G=-41(LC 9) Max Grav B=329(LC 18), G=164(LC 23) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Bearing at joint(s) G considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) G except (jt=lb) B=101. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) B. 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351489 25191 X6 Roof Special 36 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:05:14 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-xflbsOJdHoV_kfZvOwG9Iycytx3VVmUAd216OHz7KkJ -1-6-0 -0-5-12 3-10-8 1-0-4 0-5-12 3-10-8 A 2x4 0.25 12 Scale = 1:11.6 B C 3x5 0-3-10 1-1-12 1-0-7 0-9-14 1-7-15 D E 3x5 3x4 0-7-8 F VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS (BEARINGS). Plate Offsets (X,Y)-- [B:0-2-8,0-0-8], [C:0-2-4,0-1-8], [D:0-2-4,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.01 D-E >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.12 Vert(CT) -0.02 D-E >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 F n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MP Weight: 16 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. C-F: 2x6 SPF No.2 REACTIONS. (lb/size) B=320/0-5-8, F=142/0-5-8 Max Horz B=-35(LC 8) Max Uplift B=-57(LC 9), F=-8(LC 13) Max Grav B=329(LC 18), F=151(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Bearing at joint(s) F considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) B, F. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) B. 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351804 25191 Z1 GABLE 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries, Inc. Tue Jun 18 12:41:09 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-pgnjHRZt8YJkR800GhmwT98rDqTRc86s4ay?F4z52J8 3-6-10 7-1-4 3-6-10 3-6-10 0.25 12 Scale = 1:14.7 3x4 B C A 2-1-6 1-11-10 D E 3x4 3x4 7-1-4 7-1-4 Plate Offsets (X,Y)-- [F:0-1-15,0-0-3], [F:0-1-15,0-1-1] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) -0.14 D-E >610 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.56 Vert(CT) -0.27 D-E >305 180 TCDL 13.0 Rep Stress Incr YES WB 0.14 Horz(CT) 0.00 D n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MP Weight: 27 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x3 SPF No.2 REACTIONS. (lb/size) E=331/Mechanical, D=331/Mechanical Max Horz E=50(LC 9) Max Uplift E=-42(LC 8), D=-33(LC 12) Max Grav E=340(LC 2), D=340(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD D-E=-181/316 WEBS B-E=-355/180, B-D=-355/184 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) E, D. June 18,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351805 25191 Z2 Monopitch 5 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries, Inc. Tue Jun 18 12:41:10 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-HsL5VnZWvrRb3IaDqOH9?Nh0zDpgLbM0JEhYoWz52J7 3-6-10 7-1-4 3-6-10 3-6-10 0.25 12 Scale = 1:14.8 3x4 1.5x4 1.5x4 B C A 2-1-6 1-11-10 D E 3x4 3x4 7-1-4 7-1-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) -0.14 D-E >610 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.56 Vert(CT) -0.27 D-E >305 180 TCDL 13.0 Rep Stress Incr YES WB 0.14 Horz(CT) 0.00 D n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MP Weight: 25 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) E=331/Mechanical, D=331/Mechanical Max Horz E=50(LC 9) Max Uplift E=-42(LC 8), D=-33(LC 12) Max Grav E=340(LC 2), D=340(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD D-E=-181/316 WEBS B-E=-355/180, B-D=-355/184 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) E, D. June 18,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351806 25191 Z3 GABLE 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries, Inc. Tue Jun 18 12:41:11 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-l2vUi7a8g9ZSgS9PO5oOYaE63dC_4219XuR6Kyz52J6 5-6-11 11-1-6 5-6-11 5-6-11 0.25 12 Scale = 1:18.3 3x4 3x4 2x4 B C A 2-2-6 1-11-10 D F E 3x4 3x4 7-1-4 7-4-0 11-1-6 7-1-4 0-2-12 3-9-6 Plate Offsets (X,Y)-- [F:0-1-12,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.48 Vert(LL) -0.07 E-F >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.36 Vert(CT) -0.15 E-F >582 180 TCDL 13.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.00 D n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 42 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x3 SPF No.2 REACTIONS. (lb/size) D=91/Mechanical, F=304/Mechanical, E=652/0-5-8 Max Horz F=52(LC 9) Max Uplift D=-12(LC 12), F=-39(LC 8), E=-67(LC 12) Max Grav D=91(LC 1), F=310(LC 2), E=675(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD E-F=-121/256 WEBS B-E=-589/224 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) D, F, E. June 18,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351807 25191 Z4 Monopitch 5 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries, Inc. Tue Jun 18 12:41:11 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-l2vUi7a8g9ZSgS9PO5oOYaE63dC_4219XuR6Kyz52J6 5-6-11 11-1-6 5-6-11 5-6-11 0.25 12 Scale = 1:18.6 3x4 3x4 2x4 B C A 2-2-6 1-11-10 D F E 3x4 1.5x4 3x4 7-1-4 7-4-0 11-1-6 7-1-4 0-2-12 3-9-6 Plate Offsets (X,Y)-- [F:0-1-12,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.48 Vert(LL) -0.07 E-F >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.36 Vert(CT) -0.15 E-F >582 180 TCDL 13.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.00 D n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight: 37 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) D=91/Mechanical, F=304/Mechanical, E=652/0-5-8 Max Horz F=52(LC 9) Max Uplift D=-12(LC 12), F=-39(LC 8), E=-67(LC 12) Max Grav D=91(LC 1), F=310(LC 2), E=675(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD E-F=-121/256 WEBS B-E=-589/224 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) D, F, E. June 18,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351494 25191 Z5 Monopitch 8 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jun 11 14:05:18 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-pQ?5ilM8L10QCGsgdlK5SonYWYJKRakmYg?JX2z7KkF -1-10-8 6-7-0 1-10-8 6-7-0 1.5x4 Scale = 1:16.5 C 4.12 12 H 2-7-1 B 0-3-15 A D 3x5 1.5x4 6-7-0 6-7-0 Plate Offsets (X,Y)-- [B:0-0-4,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL) -0.12 D-G >653 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.51 Vert(CT) -0.22 D-G >346 180 TCDL 13.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 B n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MP Weight: 19 lb FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) D=290/Mechanical, B=474/0-5-8 Max Horz B=90(LC 10) Max Uplift D=-41(LC 14), B=-90(LC 10) Max Grav D=331(LC 3), B=487(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=36ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) D, B. June 14,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekÂ® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Connected Wood Trusses. Installing & Bracing of Metal Plate Guide to Good Practice for Handling,BCSI: Building Component Safety Information,DSB-89: Design Standard for Bracing. Plate Connected Wood Truss Construction.ANSI/TPI1: National Design Specification for MetalIndustry Standards: BEARING LATERAL BRACING LOCATION4 x 4PLATE SIZE* PLATE LOCATION AND ORIENTATIONSymbols software or upon request.Plate location details available in MiTek 20/20 1 3 4/ " 0 - Min size shown is for crushing only.number where bearings occur.reaction section indicates joint(supports) occur. Icons vary butIndicates location where bearingsif indicated.output. Use T or I bracingby text in the bracing section of theIndicated by symbol shown and/orthe length parallel to slots.to slots. Second dimension iswidth measured perpendicular The first dimension is the plate connector plates.required direction of slots inThis symbol indicates the edge of truss.plates 0- For 4 x 2 orientation, locate16/1 and fully embed teeth.Apply plates to both sides of trussDimensions are in ft-in-sixteenths.offsets are indicated.Center plate on joint unless x, y " 1 "16/ from outside MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 established by others.section 6.3 These truss designs rely on lumber values Lumber design values are in accordance with ANSI/TPI 1 truss unless otherwise shown.Trusses are designed for wind loads in the plane of the ER-3907, ESR-2362, ESR-1397, ESR-3282ESR-1311, ESR-1352, ESR1988ICC-ES Reports:PRODUCT CODE APPROVALSNUMBERS/LETTERS.CHORDS AND WEBS ARE IDENTIFIED BY END JOINTTHE LEFT.AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TOJOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE TOP CHORD 8 1 Numbering System C1-8 C1-2 W1-7 6-4-8 C7-8 TOP CHORDS BOTTOM CHORDS 7 2 W2-7 (Drawings not to scale)dimensions shown in ft-in-sixteenths WEBS Â© 2012 MiTekÂ® All Rights Reserved C6-7 W3-7 C2-3 6 3 W3-6 C5-6 W4-6 C3-4 5 4 C4-5 TOP CHORD ANSI/TPI 1 Quality Criteria.20. Design assumes manufacture in accordance with is not sufficient. and pictures) before use. Reviewing pictures alone19. Review all portions of this design (front, back, words project engineer before use. environmental, health or performance risks. Consult with18. Use of green or treated lumber may pose unacceptable 17. Install and load vertically unless indicated otherwise. approval of an engineer.16. Do not cut or alter truss member or plate without prior15. Connections not shown are the responsibility of others. or less, if no ceiling is installed, unless otherwise noted.14. Bottom chords require lateral bracing at 10 ft. spacing, spacing indicated on design.13. Top chords must be sheathed or purlins provided at specified. in all respects, equal to or better than that 12. Lumber used shall be of the species and size, and indicated are minimum plating requirements.11. Plate type, size, orientation and location dimensions camber for dead load deflection. responsibility of truss fabricator. General practice is to10. Camber is a non-structural consideration and is the use with fire retardant, preservative treated, or green lumber.9. Unless expressly noted, this design is not applicable for shall not exceed 19% at time of fabrication.8. Unless otherwise noted, moisture content of lumber the environment in accord with ANSI/TPI 1.7. Design assumes trusses will be suitably protected from locations are regulated by ANSI/TPI 1. joint and embed fully. Knots and wane at joint6. Place plates on each face of truss at each 5. Cut members to bear tightly against each other. all other interested parties. designer, erection supervisor, property owner and4. Provide copies of this truss design to the building stack materials on inadequately braced trusses.3. Never exceed the design loading shown and never bracing should be considered. may require bracing, or alternative Tor I wide truss spacing, individual lateral braces themselves2. Truss bracing must be designed by an engineer. For diagonal or X-bracing, is always required. See BCSI.1. Additional stability bracing for truss system, e.g.Damage or Personal InjuryFailure to Follow Could Cause Property General Safety Notes