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723 Sherry Dr RES21-0066 New Single Family Home PermitOWNER:ADDRESS:CITY:STATE:ZIP: WZB RONIN LLC 20 THORNDAL CIR DARIEN CT 06820 COMPANY:ADDRESS:CITY:STATE:ZIP: Riverside Homes of North Florida 12276 SAN JOSE BLVD #120 JACKSONVILLE FL 32223 TYPE OF CONSTRUCTION: REAL ESTATE NUMBER:ZONING:BUILDING USE GROUP:SUBDIVISION: 169946 0000 SHERRY TERRACE R/P JOB ADDRESS:PERMIT TYPE:DESCRIPTION: VALUE OF WORK: 723 SHERRY DR RESIDENTIAL NEW SINGLE FAMILY RESIDENCE 393 7th St - new single- family home $578787.82 LIST OF CONDITIONS Roll off container company must be on City approved list . Container cannot be placed on City right-of-way. 1 PUBLIC WORKS DRIVEWAY APRON INFORMATIONAL Notes: All concrete driveway aprons must be 5 inches thick, 4000 psi, with fibermesh from edge of pavement to the property line. Reinforcing rods or mesh are not allowed in the City right-of-way. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. MUST CALL INSPECTION PHONE LINE (904) 247-5814 BY 4 PM FOR NEXT DAY INSPECTION. ALL WORK MUST CONFORM TO THE CURRENT 6TH EDITION (2017) OF THE FLORIDA BUILDING CODE, NEC, IPMC, AND CITY OF ATLANTIC BEACH CODE OF ORDINANCES . ALL CONDITIONS OF PERMIT APPLY, PLEASE READ CAREFULLY. 1 of 3Issued Date: 5/19/2021 PERMIT NUMBER RES21-0066 ISSUED: 5/19/2021 EXPIRES: 11/15/2021 RESIDENTIAL PERMIT CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 2 PUBLIC WORKS EROSION CONTROL INSTALLATION INFORMATIONAL Notes: Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities. Contact the Inspection Line (904-247- 5814) to request an Erosion and Sediment Control Inspection prior to start of construction. 3 PUBLIC WORKS ON SITE RUNOFF INFORMATIONAL Notes: All runoff must remain on-site during construction. 4 PUBLIC WORKS POST CONSTRUCTION TOPO SURVEY INFORMATIONAL Notes: If on-site storage is required, a post construction topographic survey documenting proper construction will be required. All water runoff must go to retention area and retention overflow must run to street. 5 PUBLIC WORKS ROLL OFF CONTAINER INFORMATIONAL Notes: Roll off container company must be on City approved list. Approved list can be obtained at the Building Department at City Hall. Roll off container cannot be placed on City right-of-way. 6 PUBLIC WORKS RIGHT OF WAY RESTORATION INFORMATIONAL Notes: Full right-of-way restoration, including sod, is required. 7 PUBLIC WORKS CONSTRUCTION SITE MANAGEMENT INFORMATIONAL Notes: Provide construction site management plan, including location of silt fence, dumpster, portable toilet. Right-of-Way Permit is required if using right-of- way for construction parking. 8 PUBLIC WORKS RUNOFF INFORMATIONAL Notes: All runoff must remain on-site. Cannot raise lot elevation. 9 PUBLIC WORKS MAXIMUM DRIVEWAY INFORMATIONAL Notes: Maximum driveway width within the City right-of-way is 20 feet. 10 PUBLIC WORKS TOPO SURVEY INFORMATIONAL Notes: Must provide a topographic (TOPO) survey with water retention for final C.O. Inspection. 11 PUBLIC WORKS INFRASTRUCTURE INFORMATIONAL Notes: Any damage done to infrastructure must be repaired by Contractor. 12 PUBLIC WORKS OTHER PUBLIC WORKS CONDITION INFORMATIONAL Notes: Must provide 3,534 cubic feet of water retention. 2 of 3Issued Date: 5/19/2021 PERMIT NUMBER RES21-0066 ISSUED: 5/19/2021 EXPIRES: 11/15/2021 RESIDENTIAL PERMIT CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 FEES DESCRIPTION ACCOUNT QUANTITY PAID AMOUNT BLDG 2ND PLAN REVIEW FEE 455-0000-322-1006 0 $50.00 BUILDING PERMIT 455-0000-322-1000 0 $1838.00 BUILDING PLAN CHECK 455-0000-322-1001 0 $919.00 CROSS CONNECTION 400-0000-343-3701 0 $50.00 PU REVIEW RESIDENTIAL BLDG 001-0000-329-1007 0 $50.00 PW REVIEW BUILDING MOD OR ROW 001-0000-329-1004 0 $25.00 PW REVIEW RESIDENTIAL BLDG 001-0000-329-1004 0 $100.00 STATE DBPR SURCHARGE 455-0000-208-0700 0 $42.11 STATE DCA SURCHARGE 455-0000-208-0600 0 $28.07 ZONING REVIEW SINGLE AND TWO FAMILY USES 001-0000-329-1003 0 $100.00 TOTAL: $3,202.18 13 BUILDING IN-PROGRESS INSPECTION REQUIRED INFORMATIONAL Notes: IN-PROGRESS INSPECTIONS ARE REQUIRED FOR EXTERIOR SIDING, WINDOW, AND DOOR INSPECTIONS, AND SHOULD BE SCHEDULED FOR THE FIRST DAY OF WORK. 14 BUILDING ROOF IN-PROGRESS INSPECTION REQUIRED INFORMATIONAL Notes: a. The roof sheathing for all new construction must remain uncovered until the Roof Sheathing Inspection is approved. b. All roofing projects require an In-Progress Inspection. c. Sheathing installation and replacement guidelines per APA. d. Underlayment must conform to FBC-R Table 905.1.1 e. Shingles must conform to ASTM D3161 G or H, or ASTM D7158 F 3 of 3Issued Date: 5/19/2021 PERMIT NUMBER RES21-0066 ISSUED: 5/19/2021 EXPIRES: 11/15/2021 RESIDENTIAL PERMIT CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 DESCRIPTION ACCOUNT QTY PAID PermitTRAK $3,202.18 RES21-0066 Address: 723 SHERRY DR APN: 169946 0000 $3,202.18 BLDG SUBSEQUENT PLAN REVIEW FEES $50.00 BLDG 2ND PLAN REVIEW FEE 455-0000-322-1006 0 $50.00 BUILDING $1,838.00 BUILDING PERMIT 455-0000-322-1000 0 $1,838.00 BUILDING PLAN REVIEW $919.00 BUILDING PLAN CHECK 455-0000-322-1001 0 $919.00 PUBLIC UTILITIES $50.00 CROSS CONNECTION 400-0000-343-3701 0 $50.00 PUBLIC UTILITIES PLAN REVIEW $50.00 PU REVIEW RESIDENTIAL BLDG 001-0000-329-1007 0 $50.00 PUBLIC WORKS PLAN REVIEW $125.00 PW REVIEW BUILDING MOD OR ROW 001-0000-329-1004 0 $25.00 PW REVIEW RESIDENTIAL BLDG 001-0000-329-1004 0 $100.00 STATE SURCHARGES $70.18 STATE DBPR SURCHARGE 455-0000-208-0700 0 $42.11 STATE DCA SURCHARGE 455-0000-208-0600 0 $28.07 ZONING PLAN REVIEW $100.00 ZONING REVIEW SINGLE AND TWO FAMILY USES 001-0000-329-1003 0 $100.00 TOTAL FEES PAID BY RECEIPT: R15865 $3,202.18 Printed: Wednesday, May 19, 2021 3:12 PM Date Paid: Wednesday, May 19, 2021 Paid By: Riverside Homes of North Florida Pay Method: CREDIT CARD 457309021 1 of 1 Cashier: CG Cash Register Receipt City of Atlantic Beach Receipt Number R15865 1,277,750 4880 1825 1 IMPORTANT PERMIT AND INSPECTION NOTES BUILDING. 1. The City Sea Turtle Protection Ordinance applies where land either has frontage on Beach Avenue, the Cloister Condominium, or is located eastward of Seminole Road from 20th Street northward to the City Limits. 2. No fill dirt can be delivered without prior approval from Public Works. Per COAB, 24-68. 3. The bottom of all foundation footings must be minimum 12 inches below existing grade, per COAB, 24-68 and FBC-B, Section 403.1.4. Site conditions may require footings to be deeper or higher above finished grade. Please review COAB Bulletin 1-16 to ensure minimum Finished Floor Elevation (FFE). 4. Fill dirt inside foundation walls must be compacted in 8-inch lifts, per FBC-R506.2.1. Please submit compaction tests, from a third-party testing agency, for every 16 inches of fill or fraction thereof. 5. At Final Inspection, a 6-inch clearance between exterior wall coverings and final grade (top of sod or mulch) will be required, per FBC-R318.7. Please plan FFE and lot grading accordingly. 6. Where questionable soils are found, during inspection, soil and compaction tests may be required, per FBC- R401. 7. Please provide a form-board or stem wall elevation form, from a licensed surveyor, for slab inspection. 8. Please review COAB Bulletin 2-18 to determine if a survey with setbacks and dimensions to property lines is required for slab inspection. 9. The placement and protection of steel reinforcement (Rebar) must comply with FBC-R606 (Masonry) and R608 (Concrete), including required Standard Hooks at top and bottom of vertical rebar. 10. Inspections: a. In-Progress Inspections are required for Exterior Siding and Window and Door Inspections and should be scheduled for the first day of work. b. A Scratch-Coat Inspection is required for stucco work. If you intend to apply a double-up, brown- coat, please call the Building Department to schedule a same-day Scratch-Coat Inspection. c. All roofing projects require an In-Progress Inspection, Residential and Commercial. d. The roof must be complete and the building dried in before scheduling rough trades inspections. 11. The joint tape for ZIP Board products is considered the dry-in or House Wrap for the building and must be inspected before covering over. All holes and penetrations in the sheathing and overdriven nails must be sealed. 12. Please post the building permit documents in a conspicuous location, before start of construction, including the Building Permit, Notice Of Commencement (NOC), and Construction Site Management Plan. The Police Department may review the management plan for compliance and parking. 13. Blocking any sidewalk or street is prohibited without prior approval from the Police Department and City Manager. 2 14. All work must match the approved plans. All changes to the approved plans must be re-submitted for plan review and approved before it can be inspected. Building inspectors are not authorized to approve changes to the approved plans in the field. (See Mechanical) 15. Where excavation is required for new construction, the provisions of FBC-B, Section 3307 will apply, including a 10-Day prior notice to adjoining property owners and protection of adjoining properties. Where the excavation exceeds 24 inches, temporary retaining walls must designed by the Engineer Of Record (EOR) and installed during or immediately after excavation. EXISTING BUILDINGS – REMODELS, RENOVATIONS, ADDITIONS, CHANGE OF OCCUPANCY. 1. Existing buildings are reviewed and permitted under the Florida Building Code-Existing Buildings (FBC- EB). The applicant must specify the method of compliance, per FBC-EB 301.1, and include that information on the plans, with the Design Criteria and Code Analysis. 2. The requirements for the method specified will be found in the corresponding FBC-EB Chapter. 3. When it is discovered during construction that the Compliance Method is not correct, or the project has expanded into another Compliance Method, revised plans will be required to update the Permit. No inspections will be conducted until the approved revisions are on site. 4. Any wall opened by removing interior or exterior wall coverings is considered a Work Area, and current provisions for Energy Conservation, including weatherproofing and insulation will apply. 5. Building inspectors are not authorized to approve changes to the approved plans in the field. ROOFING. a. The roof sheathing for all new construction must remain uncovered until the Roof Sheathing Inspection is approved. b. All roofing projects require an In-Progress Inspection. c. Sheathing installation and replacement guidelines per APA. d. Underlayment must conform to FBC-R Table 905.1.1 e. Shingles must conform to ASTM D3161 G or H, or ASTM D7158 F ELECTRICAL. 1. Electrical work must comply with the provisions of the 2014 NEC. 2. Anti-Oxidant Compound is required on all exterior aluminum wiring connections, unless the Listing Approval Documents for the conductors and the termination points, at each end, specifically allow connection without the compound. (Three documents will be required) PLUMBING. 1. Water supply and drain pipes must be insulated outside of conditioned areas, per FBC-R, P2603.5. 2. Where the entire sanitary drainage system is replaced, the existing building drain and building sewer 3 must be internally examined to verify proper size and slope and that piping is not broken or obstructed, per FBC-R, P2502.1. 3. COAB requires an additional sewer cleanout near the sewer tap with a T-1 concrete box for protection. 4. Water service piping must be properly supported and covered by a minimum of 12 inches of soil, per FBC-R, P2604.3. MECHANICAL. 1. All equipment and duct work must match the approved plans and Energy Sheets. The Manual S is the approved duct plan, and the as-built duct work must match the approved plans, or a revised Manual S or equivalent must be submitted for review. An equivalent must include duct and trunk layout and sizes, available static pressure, actual air flow, and total effective length, signed by the Mechanical Contractor with State License Number. FUEL GAS. 1. Fuel gas systems from the regulator to the appliances must comply with the FBC-Gas. 2. LP gas storage systems and outside piping must comply with NFPA 58. 3. All underground gas piping and tubing must be buried with 12-inches of cover. 4. CSST gas piping must comply with the manufacturer’s installation instructions and terms of approval. 4 01/23/20, 02/13/20 Whitney and Marisa Brighton723 Sherry Drive 13 April 21 RES21-0066 [FOR USE WHEN OWNERS ARE INDIVIDUALS; IF MARRIED, BOTH PARTIES MUST SIGN] 01189943-1 AFTER RECORDING RETURN TO: City of Atlantic Beach 800 Seminole Road Atlantic Beach, FL 32233 DECLARATION OF STORMWATER RESTRICTIVE COVENANT KNOW ALL MEN BY THESE PRESENTS: WHEREAS, the undersigned ____________________________________ (hereinafter “Owner”), whose address is ______________________, is the fee simple owner(s) of that certain property situated and being in the City of Atlantic Beach, Duval County, Florida, more particularly described on Exhibit A attached hereto and made a part hereof (hereinafter “Property”); and WHEREAS, Owner desires to utilize said Property as a building site; and WHEREAS, a certain onsite stormwater storage facility must be constructed and maintained on the Property in accordance with the Code of Ordinances of the City of Atlantic Beach, Florida. NOW, THEREFORE, Owner does hereby declare as follows: 1. That the Property will not be used in violation of any ordinances of the City of Atlantic Beach now in effect or hereinafter enacted. 2. That the onsite stormwater storage facility, constructed in accordance with that certain approved site plan, dated ____________, 20___, as shown on Exhibit B attached hereto and made a part hereof, and depicted on that certain post-construction survey dated _________, 20___, as shown on Exhibit C attached hereto and made a part hereof, documenting proper construction and required volume of storage (hereinafter the “onsite stormwater storage facility”), shall be maintained in good working order, condition and repair and clear of all debris, at the Owner’s sole expense, at all times. 3. That Owner shall allow representatives of the City of Atlantic Beach, following reason able notice to Owner, access and entry onto the Property for the purpose of inspecting the onsite stormwater storage facility as more particularly described in said Exhibits B and C, to determine compliance therewith and the applicable Code provisions of t he City. 4. That this covenant is intended and shall constitute a restrictive covenant concerning the use, enjoyment and title to the Property and shall constitute a covenant running with the land and shall be binding upon the Owner and Owner’s heirs, personal representatives, successors and assigns and may only be released by a written and properly recorded document executed by the City of Atlantic Beach, or its successor, in accordance with the ordinance of said City then in effect. IN WITNESS WHEREOF, the undersigned has/have caused _____ hand(s) and seal(s) to be affixed hereto on this _____ day of_____________, 20___. OWNER(S): (Signature) (Witness) (Print name) (Print name) (Witness) (Print name) (Signature) (Witness) (Print name) (Print name) (Witness) (Print name) STATE OF FLORIDA COUNTY DUVAL The foregoing instrument was acknowledged before me this ____ day of ______, 20___, by ____________________ who is personally known to me or has produced ______________________ as identification. My Commission expires: NOTARY PUBLIC, State of Florida Revision Request/Correction to Comments **ALL INFORMATION HIGHLIGHTED IN GRAY IS REQUIRED. City of Atlantic Beach Building Department 800 Seminole Rd, Atlantic Beach, FL 32233 Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT #: _____________________ Revision to Issued Permit OR Corrections to Comments Date: ________________ Project Address: ____________________________________________________________________________________ Contractor/Contact Name: ____________________________________________________________________________ Contact Phone: ______________________________ Email: _________________________________________________ Description of Proposed Revision / Corrections: __________________________________________________________________________________________________ __________________________________________________________________________________________________ __________________________________________________________________________________________________ __________________________________________________________________________________________________ I_______________________________ affirm the revision/correction to comments is inclusive of the proposed changes. (printed name)  Will proposed revision/corrections add additional square footage to original submittal? No Yes (additional s.f. to be added: _____________________________)  Will proposed revision/corrections add additional increase in building value to original submittal? No *Yes (additional increase in building value: $____________________) (Contractor must sign if increase in valuation) *Signature of Contractor/Agent: _______________________________________________________ __________________________________________________________________________________________________ (Office Use Only) Approved Denied Not Applicable to Department Permit Fee Due $_______________ Revision/Plan Review Comments_______________________________________________________________________ __________________________________________________________________________________________________ Department Review Required: Building _____________________________________________ Planning & Zoning Reviewed By Tree Administrator Public Works Public Utilities _____________________________________________ Public Safety Date Fire Services Updated 10/17/18 04/19/2021 723 Sherry Drive Riverside Homes of N. FL (904) 503-7055 LBishop@myriversidehome.com Addressing plan review comments Riverside Homes of N. FL 4 4 4 RES21-0066 Revision Request/Correction to Comments **ALL INFORMATION HIGHLIGHTED IN GRAY IS REQUIRED.City of Atlantic Beach Building Department 800 Seminole Rd, Atlantic Beach, FL 32233 Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT #: _____________________ Revision to Issued Permit OR Corrections to Comments ________ Project Address: ____________________________________________________________________________________ Contractor/Contact Name: ____________________________________________________________________________ Contact Phone: ______________________________ Email: _________________________________________________ Description of Proposed Revision / Corrections: __________________________________________________________________________________________________ __________________________________________________________________________________________________ __________________________________________________________________________________________________ __________________________________________________________________________________________________ I_______________________________ affirm the revision/correction to comments is inclusive of the proposed changes. (printed name) Will proposed revision/corrections add additional square footage to original submittal? No Yes (additional s.f. to be added: _____________________________) Will proposed revision/corrections add additional increase in building value to original submittal? No *Yes (additional increase in building value: $____________________) (Contractor must sign if increase in valuation) *Signature of Contractor/Agent: _______________________________________________________ __________________________________________________________________________________________________ (Office Use Only) Approved Denied Not Applicable to Department Permit Fee Due $_______________ Revision/Plan Review Comments_______________________________________________________________________ __________________________________________________________________________________________________ Department Review Required: Building _____________________________________________ Planning & Zoning Reviewed By Tree Administrator Public Works Public Utilities _____________________________________________ Public Safety Date Fire Services Updated 10/17/18 723 Sherry Drive Riverside Homes of N. FL (904) 503-7055 LBishop@myriversidehome.com Addressing plan review comments Riverside Homes of N. FL 4 4 4 05/07/2021 Lot 4 and the Westerly 55 Feet of Lot 3, Sherry Terrace 723 Sherry Drive Atlantic Beach, FL 32233 Single Family Detached- Group R3 2020 Florida Building Code Jamie M. Bryant 418 Hearthside Court Orange Park, FL 32065 904-742-2588 Comp. By: Date:2/24/2021 Public Works Department City of Atlantic Beach Permit No:Brighton Residence Address:753 Sherry Drive Required Storage Volume Criteria: Section 24-66 of the City of Atlantic Beach's Zoning, Subdivsion, and Land Development Regulations requires that stormwater runoff from impervious areas be stored onsite. Volume to be retained is as follows: V = CAR/12 which is the Modified Rational Method for estimating stormwater runoff Where:V = Volume of Runoff to be stored (cubic feet) C = Runoff Coefficient, 0.92, the difference between impervious area (C=1.0) and undeveloped conditions (C=0.08). A = Impervious Area (square feet) R= 25-yr / 24-hr rainfall depth (9.3 inches for Atlantic Beach) Onsite Storage Volume Required for Impervious Area: Lot Area = 14,736 ft2 Impervious Area (A) = 5,260 ft2 =35.7% V = 0.92 x 5,260.0 x 9.3 /12 V = 3,750 ft3 Provided Storage: Basin A - Relative Elev.Area Storage Sideslope:6 :1 (ft)(ft2)(ft3) 0.0 415 BOTTOM size:-6 X -6 0.5 698 TOB size:0 X 0 Basin B - Relative Elev.Area Storage (ft)(ft2)(ft3) 0.0 0 BOTTOM size:0 X 0 0.0 0 TOB size:0 X 0 Inground Storage:= A*d/pf Total Storage Area at TOB (A) =698.0 ft2 Depth to ESHWT from BOTTOM (d) =2.0 ft, default is 2.0 ft, verify onsite ESHWT Pore Factor (pf) =0.4 default is 0.4 Inground Storage Provided =3490.0 ft3 Required Treatment Volume =3,750 ft3 Supplied Treatment Volume =3,768 ft3 KRE 278 0 Retention Riverside Homes Calcs Trial 2 2/24/2021 R5.00'3.00'3.00'R5.00'10.36'14.26'7.55'2.23'8.12'19.33' 6 : 1 S W A L E S E C T I O N A - A V I E W 6 " V A R I E S 3 ' 3 ' R E Q U I R E D T R E A T M E N T V O L U M E = 3 , 7 5 0 S U P P L I E D T R E A T M E N T V O L U M E = 3 , 7 6 8 N . T . S . A A N O T E S : ( 1 ) A L L T O P O F B A N K R A D I I A R E 5 ' Lot 4 and the Westerly 55 Feet of Lot 3, Sherry Terrace 723 Sherry Drive Atlantic Beach, FL 32233 Single Family Detached- Group R3 2020 Florida Building Code Jamie M. Bryant 418 Hearthside Court Orange Park, FL 32065 904-742-2588 Comp. By: Date:2/24/2021 Public Works Department City of Atlantic Beach Permit No:Brighton Residence Address:753 Sherry Drive Required Storage Volume Criteria: Section 24-66 of the City of Atlantic Beach's Zoning, Subdivsion, and Land Development Regulations requires that stormwater runoff from impervious areas be stored onsite. Volume to be retained is as follows: V = CAR/12 which is the Modified Rational Method for estimating stormwater runoff Where:V = Volume of Runoff to be stored (cubic feet) C = Runoff Coefficient, 0.92, the difference between impervious area (C=1.0) and undeveloped conditions (C=0.08). A = Impervious Area (square feet) R= 25-yr / 24-hr rainfall depth (9.3 inches for Atlantic Beach) Onsite Storage Volume Required for Impervious Area: Lot Area = 14,736 ft2 Impervious Area (A) = 5,260 ft2 =35.7% V = 0.92 x 5,260.0 x 9.3 /12 V = 3,750 ft3 Provided Storage: Basin A - Relative Elev.Area Storage Sideslope:6 :1 (ft)(ft2)(ft3) 0.0 415 BOTTOM size:-6 X -6 0.5 698 TOB size:0 X 0 Basin B - Relative Elev.Area Storage (ft)(ft2)(ft3) 0.0 0 BOTTOM size:0 X 0 0.0 0 TOB size:0 X 0 Inground Storage:= A*d/pf Total Storage Area at TOB (A) =698.0 ft2 Depth to ESHWT from BOTTOM (d) =2.0 ft, default is 2.0 ft, verify onsite ESHWT Pore Factor (pf) =0.4 default is 0.4 Inground Storage Provided =3490.0 ft3 Required Treatment Volume =3,750 ft3 Supplied Treatment Volume =3,768 ft3 KRE 278 0 Retention Riverside Homes Calcs Trial 2 2/24/2021 R5.00'3.00'3.00'R5.00'10.36'14.26'7.55'2.23'8.12'19.33' 6 : 1 S W A L E S E C T I O N A - A V I E W 6 " V A R I E S 3 ' 3 ' R E Q U I R E D T R E A T M E N T V O L U M E = 3 , 7 5 0 S U P P L I E D T R E A T M E N T V O L U M E = 3 , 7 6 8 N . T . S . A A N O T E S : ( 1 ) A L L T O P O F B A N K R A D I I A R E 5 ' 22'4" 3'1 3/4"19'2 1/4" 1 SPD 2 SP 5 1/4" 1'8" 12 3 5 4 Client: Project:Brighton Residence Address: Date:12/11/2020 Input by:Donald Behm Job Name:J200506 Project #:J200506 Level: LevelBM3 onCENTER 2.0E LVL 1.750" X 20.000" 3-Ply -PASSED Version 19.80.180 Powered by iStruct¥ Member Information Type:Girder Plies:3 Moisture Condition: Dry Deflection LL: 480 Deflection TL: 240 Importance: Normal Temperature: Temp <= 100°F Application: Floor Design Method: ASD Building Code: IBC/IRC 2015 Load Sharing: Yes Deck: Not Checked Reactions UNPATTERNED lb (Uplift) Brg Live Dead Snow Wind Const 1 9468 5987 0 0 1376 2 6418 6033 0 0 1937 Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Neg Moment -4441 ft-lb 19'2 1/4" 84901 ft-lb 0.052 (5%) D+L _L Unbraced -4441 ft-lb 19'2 1/4" 13414 ft-lb 0.331 (33%) D+L _L Pos Moment 43673 ft-lb 8'7 3/16" 84901 ft-lb 0.514 (51%) D+L L_ Unbraced 43673 ft-lb 8'7 3/16" 43789 ft-lb 0.997 (100%) D+L L_ Shear 15810 lb 2' 5/8" 19950 lb 0.792 (79%) D+L L_ LL Defl inch 0.214 (L/1026) 9'2 15/16" 0.458 (L/480) 0.470 (47%) L L_ TL Defl inch 0.383 (L/574) 9'3 5/16" 0.916 (L/240) 0.420 (42%) D+L L_ LL Cant -0.113 (2L/668) Rt Cant 0.200 (2L/480) 0.565 (56%) L L_ TL Cant -0.198 (2L/381) Rt Cant 0.315 (2L/240) 0.630 (63%) D+L L_ Bearings Bearing Length Cap. React D/L lb Total Ld. Case Ld. Comb. 1 - SPD 5.500" 82% 5987 / 9589 15576 L_ D+L 2 - SP 11.500" 37% 6033 / 6418 12451 LL D+L Design Notes 1 Girders are designed to be supported on the bottom edge only. 2 Multiple plies must be fastened together as per manufacturer's details. 3 Top loads must be supported equally by all plies. 4 Top must be laterally braced at a maximum of 4'11 5/8" o.c. 5 Bottom braced at bearings. 6 Lateral slenderness ratio based on single ply width. This design is valid until 10/18/2022 BlueLinx 1950 Spectrum Circle, Suite 300 Marietta, GA 30067 877-914-7770 www.buildoncenter.com ICC-ES: ESR-2909, ESR-2913, ESR-1210 Manufacturer Info Manning Building Supplies 11155 Philips Pkwy Dr E, FL 32256 (904)268-8225 Notes Calculated Structured Designs is responsible only of the structural adequacy of this component based on the design criteria and loadings shown. It is the responsibility of the customer and/or the contractor to ensure the component suitability of the intended application, and to verify the dimensions and loads. Lumber 1. 2. Dry service conditions, unless noted otherwise LVL not to be treated with fire retardant or corrosive chemicals Handling & Installation 1. 2. 3. 4. 5. LVL beams must not be cut or drilled Refer to manufacturer's product information regarding installation requirements, multi-ply fastening details, beam strength values, and code approvals Damaged Beams must not be used Design assumes top edge is laterally restrained Provide lateral support at bearing points to avoid lateral displacement and rotation 6. For flat roofs provide proper drainage to prevent ponding Page 1 of 10 22'4" 3'1 3/4"19'2 1/4" 1 SPD 2 SP 5 1/4" 1'8" 12 3 5 4 Client: Project:Brighton Residence Address: Date:12/11/2020 Input by:Donald Behm Job Name:J200506 Project #:J200506 Level: LevelBM3 onCENTER 2.0E LVL 1.750" X 20.000" 3-Ply -PASSED Version 19.80.180 Powered by iStruct¥ ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 1 Uniform 2-0-0 Near Face 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF TRIB 2 Uniform Top 125 PLF 0 PLF 0 PLF 0 PLF 0 PLF 9' WALL 3 Tie-In 0-0-0 to 22-4-0 7-5-0 Top 17 PSF 0 PSF 0 PSF 0 PSF 20 PSF A03-7 4 Point 2-0-0 Far Face 2441 lb 6946 lb 0 lb 0 lb 0 lb FG02 5 Tie-In 3-0-0 to 22-4-0 9-3-0 Far Face 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF F13-14 Self Weight 28 PLF This design is valid until 10/18/2022 BlueLinx 1950 Spectrum Circle, Suite 300 Marietta, GA 30067 877-914-7770 www.buildoncenter.com ICC-ES: ESR-2909, ESR-2913, ESR-1210 Manufacturer Info Manning Building Supplies 11155 Philips Pkwy Dr E, FL 32256 (904)268-8225 Notes Calculated Structured Designs is responsible only of the structural adequacy of this component based on the design criteria and loadings shown. It is the responsibility of the customer and/or the contractor to ensure the component suitability of the intended application, and to verify the dimensions and loads. Lumber 1. 2. Dry service conditions, unless noted otherwise LVL not to be treated with fire retardant or corrosive chemicals Handling & Installation 1. 2. 3. 4. 5. LVL beams must not be cut or drilled Refer to manufacturer's product information regarding installation requirements, multi-ply fastening details, beam strength values, and code approvals Damaged Beams must not be used Design assumes top edge is laterally restrained Provide lateral support at bearing points to avoid lateral displacement and rotation 6. For flat roofs provide proper drainage to prevent ponding Page 2 of 10 4'7" 4'7" 1 SPF 2 SPF 3 1/2" 1'8" 1 2 3 45 Client: Project:Brighton Residence Address: Date:12/11/2020 Input by:Donald Behm Job Name:J200506 Project #:J200506 Level: LevelBM1 onCENTER 2.0E LVL 1.750" X 20.000" 2-Ply -PASSED Version 19.80.180 Powered by iStruct¥ Member Information Type:Girder Plies:2 Moisture Condition: Dry Deflection LL: 480 Deflection TL: 240 Importance: Normal Temperature: Temp <= 100°F Application: Floor Design Method: ASD Building Code: IBC/IRC 2015 Load Sharing: No Deck: Not Checked Reactions UNPATTERNED lb (Uplift) Brg Live Dead Snow Wind Const 1 2579991000 2 56382202000 Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 6682 ft-lb 3'2" 54424 ft-lb 0.123 (12%) D+L L Unbraced 6682 ft-lb 3'2" 36397 ft-lb 0.184 (18%) D+L L Shear 6493 lb 2'6 3/8" 13300 lb 0.488 (49%) D+L L LL Defl inch 0.002 (L/20057) 2'5 11/16" 0.095 (L/480) 0.020 (2%) L L TL Defl inch 0.003 (L/14603) 2'5 11/16" 0.191 (L/240) 0.020 (2%) D+L L Bearings Bearing Length Cap. React D/L lb Total Ld. Case Ld. Comb. 1 - SPF 5.500" 44% 991 / 2579 3570 L D+L 2 - SPF 5.500" 96% 2202 / 5638 7840 L D+L Design Notes 1 Girders are designed to be supported on the bottom edge only. 2 Multiple plies must be fastened together as per manufacturer's details. 3 Top loads must be supported equally by all plies. 4 Top braced at bearings. 5 Bottom braced at bearings. 6 Lateral slenderness ratio based on single ply width. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 1 Tie-In 0-0-0 to 4-7-0 7-6-0 Far Face 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF F05 2 Tie-In 0-0-0 to 3-0-0 4-1-8 Near Face 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF F14 3 Part. Uniform 3-2-0 to 4-7-0 Top 125 PLF 0 PLF 0 PLF 0 PLF 0 PLF 9' WALL 4 Point 3-2-0 Top 849 lb 2415 lb 0 lb 0 lb 0 lb A12 5 Point 3-4-0 Near Face 1381 lb 3932 lb 0 lb 0 lb 0 lb FG01 Self Weight 18 PLF This design is valid until 10/18/2022 BlueLinx 1950 Spectrum Circle, Suite 300 Marietta, GA 30067 877-914-7770 www.buildoncenter.com ICC-ES: ESR-2909, ESR-2913, ESR-1210 Manufacturer Info Manning Building Supplies 11155 Philips Pkwy Dr E, FL 32256 (904)268-8225 Notes Calculated Structured Designs is responsible only of the structural adequacy of this component based on the design criteria and loadings shown. It is the responsibility of the customer and/or the contractor to ensure the component suitability of the intended application, and to verify the dimensions and loads. Lumber 1. 2. Dry service conditions, unless noted otherwise LVL not to be treated with fire retardant or corrosive chemicals Handling & Installation 1. 2. 3. 4. 5. LVL beams must not be cut or drilled Refer to manufacturer's product information regarding installation requirements, multi-ply fastening details, beam strength values, and code approvals Damaged Beams must not be used Design assumes top edge is laterally restrained Provide lateral support at bearing points to avoid lateral displacement and rotation 6. For flat roofs provide proper drainage to prevent ponding Page 3 of 10 15' 15' 1 SPF 2 SPF 3 1/2" 1'8" 1 2 3 4 5 Client: Project:Brighton Residence Address: Date:12/11/2020 Input by:Donald Behm Job Name:J200506 Project #:J200506 Level: LevelBM2 onCENTER 2.0E LVL 1.750" X 20.000" 2-Ply -PASSED Version 19.80.180 Powered by iStruct¥ Member Information Type:Girder Plies:2 Moisture Condition: Dry Deflection LL: 480 Deflection TL: 240 Importance: Normal Temperature: Temp <= 100°F Application: Floor Design Method: ASD Building Code: IBC/IRC 2015 Load Sharing: No Deck: Not Checked Reactions UNPATTERNED lb (Uplift) Brg Live Dead Snow Wind Const 1 3731 3302 0 0 983 2 3433 3197 0 0 983 Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 23304 ft-lb 7'2 5/8" 54424 ft-lb 0.428 (43%) D+L L Unbraced 23304 ft-lb 7'2 5/8" 23327 ft-lb 0.999 (100%) D+L L Shear 6386 lb 2' 5/8" 13300 lb 0.480 (48%) D+L L LL Defl inch 0.096 (L/1770) 7'4 15/16" 0.356 (L/480) 0.270 (27%) L L TL Defl inch 0.183 (L/934) 7'5 5/16" 0.711 (L/240) 0.260 (26%) D+L L Bearings Bearing Length Cap. React D/L lb Total Ld. Case Ld. Comb. 1 - SPF 5.500" 86% 3302 / 3731 7033 L D+L 2 - SPF 5.500" 81% 3197 / 3433 6631 L D+L Design Notes 1 Girders are designed to be supported on the bottom edge only. 2 Multiple plies must be fastened together as per manufacturer's details. 3 Top loads must be supported equally by all plies. 4 Top must be laterally braced at a maximum of 6'3 3/4" o.c. 5 Bottom braced at bearings. 6 Lateral slenderness ratio based on single ply width. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 1 Uniform Top 125 PLF 0 PLF 0 PLF 0 PLF 0 PLF 9'WALL 2 Tie-In 0-0-0 to 15-0-0 10-10-4 Near Face 15 PSF 40 PSF 0 PSF 0 PSF 0 PSFF34-38 3 Tie-In 0-0-0 to 15-0-0 3-9-0 Far Face 17 PSF 0 PSF 0 PSF 0 PSF 20 PSF D07 4 Tie-In 0-0-0 to 15-0-0 0-6-0 Top 96 PSF 0 PSF 0 PSF 0 PSF 112 PSF A01 5 Point 4-3-0 Near Face 229 lb 652 lb 0 lb 0 lb 0 lb F35 Self Weight 18 PLF This design is valid until 10/18/2022 BlueLinx 1950 Spectrum Circle, Suite 300 Marietta, GA 30067 877-914-7770 www.buildoncenter.com ICC-ES: ESR-2909, ESR-2913, ESR-1210 Manufacturer Info Manning Building Supplies 11155 Philips Pkwy Dr E, FL 32256 (904)268-8225 Notes Calculated Structured Designs is responsible only of the structural adequacy of this component based on the design criteria and loadings shown. It is the responsibility of the customer and/or the contractor to ensure the component suitability of the intended application, and to verify the dimensions and loads. Lumber 1. 2. Dry service conditions, unless noted otherwise LVL not to be treated with fire retardant or corrosive chemicals Handling & Installation 1. 2. 3. 4. 5. LVL beams must not be cut or drilled Refer to manufacturer's product information regarding installation requirements, multi-ply fastening details, beam strength values, and code approvals Damaged Beams must not be used Design assumes top edge is laterally restrained Provide lateral support at bearing points to avoid lateral displacement and rotation 6. For flat roofs provide proper drainage to prevent ponding Page 4 of 10 27'10" 27'10" 1 SP 2 SP 3 1/2" 1'8" 1 2 Client: Project:Brighton Residence Address: Date:12/11/2020 Input by:Donald Behm Job Name:J200506 Project #:J200506 Level: LevelBM4 onCENTER 2.0E LVL 1.750" X 20.000" 2-Ply -PASSED Version 19.80.180 Powered by iStruct¥ Member Information Type:Girder Plies:2 Moisture Condition: Dry Deflection LL: 480 Deflection TL: 240 Importance: Normal Temperature: Temp <= 100°F Application: Floor Design Method: ASD Building Code: IBC/IRC 2015 Load Sharing: No Deck: Not Checked Reactions UNPATTERNED lb (Uplift) Brg Live Dead Snow Wind Const 1 1412788000 2 1395779000 Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 14561 ft-lb 14' 54424 ft-lb 0.268 (27%) D+L L Unbraced 14561 ft-lb 14' 14592 ft-lb 0.998 (100%) D+L L Shear 2108 lb 2' 5/8" 13300 lb 0.159 (16%) D+L L LL Defl inch 0.267 (L/1223) 14' 1/16" 0.681 (L/480) 0.390 (39%) L L TL Defl inch 0.416 (L/785) 14' 1/16" 1.361 (L/240) 0.310 (31%) D+L L Bearings Bearing Length Cap. React D/L lb Total Ld. Case Ld. Comb. 1 - SP 5.500" 20% 788 / 1412 2200 L D+L 2 - SP 3.500" 31% 779 / 1395 2173 L D+L Design Notes 1 Girders are designed to be supported on the bottom edge only. 2 Multiple plies must be fastened together as per manufacturer's details. 3 Top must be laterally braced at a maximum of 10'3 3/8" o.c. 4 Bottom braced at bearings. 5 Lateral slenderness ratio based on single ply width. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 1 Tie-In 0-0-0 to 27-10-0 0-8-0 Far Face 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF TRIB 2 Tie-In 0-0-0 to 27-10-0 1-10-4 Near Face 15 PSF 40 PSF 0 PSF 0 PSF 0 PSFF53 Self Weight 18 PLF This design is valid until 10/18/2022 BlueLinx 1950 Spectrum Circle, Suite 300 Marietta, GA 30067 877-914-7770 www.buildoncenter.com ICC-ES: ESR-2909, ESR-2913, ESR-1210 Manufacturer Info Manning Building Supplies 11155 Philips Pkwy Dr E, FL 32256 (904)268-8225 Notes Calculated Structured Designs is responsible only of the structural adequacy of this component based on the design criteria and loadings shown. It is the responsibility of the customer and/or the contractor to ensure the component suitability of the intended application, and to verify the dimensions and loads. Lumber 1. 2. Dry service conditions, unless noted otherwise LVL not to be treated with fire retardant or corrosive chemicals Handling & Installation 1. 2. 3. 4. 5. LVL beams must not be cut or drilled Refer to manufacturer's product information regarding installation requirements, multi-ply fastening details, beam strength values, and code approvals Damaged Beams must not be used Design assumes top edge is laterally restrained Provide lateral support at bearing points to avoid lateral displacement and rotation 6. For flat roofs provide proper drainage to prevent ponding Page 5 of 10 27'10" 27'10" 1 SP 2 SP 3 1/2" 1'8" 1 23 45 67 89 Client: Project:Brighton Residence Address: Date:12/11/2020 Input by:Donald Behm Job Name:J200506 Project #:J200506 Level: LevelBM5 onCENTER 2.0E LVL 1.750" X 20.000" 2-Ply -PASSED Version 19.80.180 Powered by iStruct¥ Member Information Type:Girder Plies:2 Moisture Condition: Dry Deflection LL: 480 Deflection TL: 240 Importance: Normal Temperature: Temp <= 100°F Application: Floor Design Method: ASD Building Code: IBC/IRC 2015 Load Sharing: No Deck: Not Checked Reactions UNPATTERNED lb (Uplift) Brg Live Dead Snow Wind Const 1 1038 (-108)95 0 0 0 (-866) 2 1026 (-130) (-24)0 0 0 (-1040) Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Neg Moment -8969 ft-lb 12'10 1/4" 68030 ft-lb 0.132 (13%) D+C L Unbraced -8969 ft-lb 12'10 1/4" 8976 ft-lb 0.999 (100%) D+C L Pos Moment 6084 ft-lb 14'5 9/16" 54424 ft-lb 0.112 (11%) D+L L Unbraced 6084 ft-lb 14'5 9/16" 6241 ft-lb 0.975 (97%) D+L L Shear 1056 lb 2' 5/8" 13300 lb 0.079 (8%) D+L L LL Defl inch 0.229 (L/1428) 14'2 3/8" 0.681 (L/480) 0.340 (34%) C L TL Defl inch 0.252 (L/1295) 14'3 3/8" 1.361 (L/240) 0.190 (19%) D+C L Bearings Bearing Length Cap. React D/L lb Total Ld. Case Ld. Comb. 1 - SP 5.500" 10% 95 / 1038 1133 (-770) L D+L(D+C) 2 - SP 3.500" 14% -24 / 1026 1002 (-1065) L D+L(D+C) Design Notes 1 Girders are designed to be supported on the bottom edge only. 2 Multiple plies must be fastened together as per manufacturer's details. 3 Tie-down connection required at bearing 1 for uplift 770 lb (Combination D+C, Load Case L). 4 Tie-down connection required at bearing 2 for uplift 1065 lb (Combination D+C, Load Case L). 5 Top braced at bearings. 6 Bottom must be laterally braced at a maximum of 18'3 3/8" o.c. 7 Lateral slenderness ratio based on single ply width. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 1 Tie-In 0-0-0 to 27-10-0 1-10-4 Far Face 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF F53 2 Point 7-1-12 Near Face -304 lb 0 lb 0 lb 0 lb 0 lb BM7 Brg 1 3 Point 7-1-12 Near Face 0 lb -60 lb 0 lb 0 lb -477 lb BM7 Brg 1 4 Point 12-10-4 Near Face -304 lb 0 lb 0 lb 0 lb 0 lb BM7 Brg 1 Continued on page 2... This design is valid until 10/18/2022 BlueLinx 1950 Spectrum Circle, Suite 300 Marietta, GA 30067 877-914-7770 www.buildoncenter.com ICC-ES: ESR-2909, ESR-2913, ESR-1210 Manufacturer Info Manning Building Supplies 11155 Philips Pkwy Dr E, FL 32256 (904)268-8225 Notes Calculated Structured Designs is responsible only of the structural adequacy of this component based on the design criteria and loadings shown. It is the responsibility of the customer and/or the contractor to ensure the component suitability of the intended application, and to verify the dimensions and loads. Lumber 1. 2. Dry service conditions, unless noted otherwise LVL not to be treated with fire retardant or corrosive chemicals Handling & Installation 1. 2. 3. 4. 5. LVL beams must not be cut or drilled Refer to manufacturer's product information regarding installation requirements, multi-ply fastening details, beam strength values, and code approvals Damaged Beams must not be used Design assumes top edge is laterally restrained Provide lateral support at bearing points to avoid lateral displacement and rotation 6. For flat roofs provide proper drainage to prevent ponding Page 6 of 10 27'10" 27'10" 1 SP 2 SP 3 1/2" 1'8" 1 23 45 67 89 Client: Project:Brighton Residence Address: Date:12/11/2020 Input by:Donald Behm Job Name:J200506 Project #:J200506 Level: LevelBM5 onCENTER 2.0E LVL 1.750" X 20.000" 2-Ply -PASSED Version 19.80.180 Powered by iStruct¥ ...Continued from page 1 ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 5 Point 12-10-4 Near Face 0 lb -60 lb 0 lb 0 lb -477 lb BM7 Brg 1 6 Point 19-1-12 Near Face -304 lb 0 lb 0 lb 0 lb 0 lb BM7 Brg 1 7 Point 19-1-12 Near Face 0 lb -60 lb 0 lb 0 lb -477 lb BM7 Brg 1 8 Point 21-10-4 Near Face -304 lb 0 lb 0 lb 0 lb 0 lb BM7 Brg 1 9 Point 21-10-4 Near Face 0 lb -60 lb 0 lb 0 lb -477 lb BM7 Brg 1 Self Weight 18 PLF This design is valid until 10/18/2022 BlueLinx 1950 Spectrum Circle, Suite 300 Marietta, GA 30067 877-914-7770 www.buildoncenter.com ICC-ES: ESR-2909, ESR-2913, ESR-1210 Manufacturer Info Manning Building Supplies 11155 Philips Pkwy Dr E, FL 32256 (904)268-8225 Notes Calculated Structured Designs is responsible only of the structural adequacy of this component based on the design criteria and loadings shown. It is the responsibility of the customer and/or the contractor to ensure the component suitability of the intended application, and to verify the dimensions and loads. Lumber 1. 2. Dry service conditions, unless noted otherwise LVL not to be treated with fire retardant or corrosive chemicals Handling & Installation 1. 2. 3. 4. 5. LVL beams must not be cut or drilled Refer to manufacturer's product information regarding installation requirements, multi-ply fastening details, beam strength values, and code approvals Damaged Beams must not be used Design assumes top edge is laterally restrained Provide lateral support at bearing points to avoid lateral displacement and rotation 6. For flat roofs provide proper drainage to prevent ponding Page 7 of 10 5'5" 5'5" 1 THAC422 2 THAC422 3 1/2" 1'8" 1 2 Client: Project:Brighton Residence Address: Date:12/11/2020 Input by:Donald Behm Job Name:J200506 Project #:J200506 Level: LevelBM6 onCENTER 2.0E LVL 1.750" X 20.000" 2-Ply -PASSED Version 19.80.180 Powered by iStruct¥ Member Information Type:Girder Plies:2 Moisture Condition: Dry Deflection LL: 480 Deflection TL: 240 Importance: Normal Temperature: Temp <= 100°F Application: Floor Design Method: ASD Building Code: IBC/IRC 2015 Load Sharing: No Deck: Not Checked Reactions UNPATTERNED lb (Uplift) Brg Live Dead Snow Wind Const 1 10844000411 2 10844000411 Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 973 ft-lb 2'8 1/2" 68030 ft-lb 0.014 (1%) D+C L Unbraced 973 ft-lb 2'8 1/2" 29548 ft-lb 0.033 (3%) D+C L Shear 327 lb 1'10 5/8" 16625 lb 0.020 (2%) D+0.75(L+C) Uniform LL Defl inch 0.000 (L/999)0 999.000 (L/0) 0.000 (0%) TL Defl inch 0.000 (L/999)0 999.000 (L/0) 0.000 (0%) Bearings Bearing Length Cap. React D/L lb Total Ld. Case Ld. Comb. 1 - THAC… 3.500" 16% 440 / 411 851 L D+C 2 - THAC… 3.500" 16% 440 / 411 851 L D+C Design Notes 1 Girders are designed to be supported on the bottom edge only. 2 Multiple plies must be fastened together as per manufacturer's details. 3 Top loads must be supported equally by all plies. 4 Top braced at bearings. 5 Bottom braced at bearings. 6 Lateral slenderness ratio based on single ply width. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 1 Tie-In 0-0-0 to 5-5-0 1-0-0 Far Face 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF TRIB 2 Tie-In 0-0-0 to 5-5-0 7-7-0 Top 17 PSF 0 PSF 0 PSF 0 PSF 20 PSF CONV FRME Self Weight 18 PLF This design is valid until 10/18/2022 BlueLinx 1950 Spectrum Circle, Suite 300 Marietta, GA 30067 877-914-7770 www.buildoncenter.com ICC-ES: ESR-2909, ESR-2913, ESR-1210 Manufacturer Info Manning Building Supplies 11155 Philips Pkwy Dr E, FL 32256 (904)268-8225 Notes Calculated Structured Designs is responsible only of the structural adequacy of this component based on the design criteria and loadings shown. It is the responsibility of the customer and/or the contractor to ensure the component suitability of the intended application, and to verify the dimensions and loads. Lumber 1. 2. Dry service conditions, unless noted otherwise LVL not to be treated with fire retardant or corrosive chemicals Handling & Installation 1. 2. 3. 4. 5. LVL beams must not be cut or drilled Refer to manufacturer's product information regarding installation requirements, multi-ply fastening details, beam strength values, and code approvals Damaged Beams must not be used Design assumes top edge is laterally restrained Provide lateral support at bearing points to avoid lateral displacement and rotation 6. For flat roofs provide proper drainage to prevent ponding Page 8 of 10 4'6" 1'6"3' 1 HGUS412 2 SP 3 1/2" 1'8" 1 23 Client: Project:Brighton Residence Address: Date:12/11/2020 Input by:Donald Behm Job Name:J200506 Project #:J200506 Level: LevelBM7 onCENTER 2.0E LVL 1.750" X 20.000" 2-Ply -PASSED Version 19.80.180 Powered by iStruct¥ Member Information Type:Girder Plies:2 Moisture Condition: Dry Deflection LL: 480 Deflection TL: 240 Importance: Normal Temperature: Temp <= 100°F Application: Floor Design Method: ASD Building Code: IBC/IRC 2015 Load Sharing: No Deck: Not Checked Reactions UNPATTERNED lb (Uplift) Brg Live Dead Snow Wind Const 1 0 (-60) (-304)0 0 0 (-477) 2 168 1777 0 0 1341 Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Neg Moment -2540 ft-lb 3' 68030 ft-lb 0.037 (4%) D+C _L Unbraced -2540 ft-lb 3' 51688 ft-lb 0.049 (5%) D+C _L Pos Moment 0 ft-lb 0 0 ft-lb 0.000 (0%) Shear 1536 lb 4'8" 16625 lb 0.092 (9%) D+C _L LL Defl inch 0.000 (L/999)0 999.000 (L/0) 0.000 (0%) TL Defl inch 0.000 (L/999)0 999.000 (L/0) 0.000 (0%) LL Cant 0.001 (2L/39949) Rt Cant 0.200 (2L/480) 0.005 (0%) C LL TL Cant 0.002 (2L/19809) Rt Cant 0.300 (2L/240) 0.006 (1%) D+C LL Bearings Bearing Length Cap. React D/L lb Total Ld. Case Ld. Comb. 1 - HGUS… 3.500" 0% -304 / -477 -781 (-781) _L D+C(D+C) 2 - SP 5.500" 29% 1777 / 1341 3118 _L D+C Design Notes 1 Warning Note: right cant exceeds 1/3 of back span, wind uplift may need to be checked. 2 Girders are designed to be supported on the bottom edge only. 3 Multiple plies must be fastened together as per manufacturer's details. 4 Top loads must be supported equally by all plies. 5 Tie-down connection required at bearing 1 for uplift 781 lb (Combination D+C, Load Case _L). 6 Top braced at bearings. 7 Bottom braced at bearings. 8 Lateral slenderness ratio based on single ply width. This design is valid until 10/18/2022 BlueLinx 1950 Spectrum Circle, Suite 300 Marietta, GA 30067 877-914-7770 www.buildoncenter.com ICC-ES: ESR-2909, ESR-2913, ESR-1210 Manufacturer Info Manning Building Supplies 11155 Philips Pkwy Dr E, FL 32256 (904)268-8225 Notes Calculated Structured Designs is responsible only of the structural adequacy of this component based on the design criteria and loadings shown. It is the responsibility of the customer and/or the contractor to ensure the component suitability of the intended application, and to verify the dimensions and loads. Lumber 1. 2. Dry service conditions, unless noted otherwise LVL not to be treated with fire retardant or corrosive chemicals Handling & Installation 1. 2. 3. 4. 5. LVL beams must not be cut or drilled Refer to manufacturer's product information regarding installation requirements, multi-ply fastening details, beam strength values, and code approvals Damaged Beams must not be used Design assumes top edge is laterally restrained Provide lateral support at bearing points to avoid lateral displacement and rotation 6. For flat roofs provide proper drainage to prevent ponding Page 9 of 10 4'6" 1'6"3' 1 HGUS412 2 SP 3 1/2" 1'8" 1 23 Client: Project:Brighton Residence Address: Date:12/11/2020 Input by:Donald Behm Job Name:J200506 Project #:J200506 Level: LevelBM7 onCENTER 2.0E LVL 1.750" X 20.000" 2-Ply -PASSED Version 19.80.180 Powered by iStruct¥ ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 1 Uniform Top 125 PLF 0 PLF 0 PLF 0 PLF 0 PLF 9' WALL 2 Point 4-4-0 Top 387 lb 0 lb 0 lb 0 lb 454 lb CONV FRAME 3 Point 4-4-0 Near Face 440 lb 108 lb 0 lb 0 lb 411 lb BM6 Brg 1 Self Weight 18 PLF This design is valid until 10/18/2022 BlueLinx 1950 Spectrum Circle, Suite 300 Marietta, GA 30067 877-914-7770 www.buildoncenter.com ICC-ES: ESR-2909, ESR-2913, ESR-1210 Manufacturer Info Manning Building Supplies 11155 Philips Pkwy Dr E, FL 32256 (904)268-8225 Notes Calculated Structured Designs is responsible only of the structural adequacy of this component based on the design criteria and loadings shown. It is the responsibility of the customer and/or the contractor to ensure the component suitability of the intended application, and to verify the dimensions and loads. Lumber 1. 2. Dry service conditions, unless noted otherwise LVL not to be treated with fire retardant or corrosive chemicals Handling & Installation 1. 2. 3. 4. 5. LVL beams must not be cut or drilled Refer to manufacturer's product information regarding installation requirements, multi-ply fastening details, beam strength values, and code approvals Damaged Beams must not be used Design assumes top edge is laterally restrained Provide lateral support at bearing points to avoid lateral displacement and rotation 6. For flat roofs provide proper drainage to prevent ponding Page 10 of 10 S 0 . 0 G E N E R A L N O T E S S H E E T I N D E X S 0 . 0 G E N E R A L N O T E S S 0 . 1 F O U N D A T I O N P L A N S D . 0 F O U N D A T I O N D E T A I L S S 1 . 0 1 S T L E V E L F R A M I N G S 1 . 1 1 S T L E V E L R O O F / F L O O R S 2 . 0 2 N D L E V E L F R A M I N G S 2 . 1 2 N D L E V E L R O O F S D . 1 D E T A I L S S D . 2 D E T A I L S S D . 3 D E T A I L S T H I S I T E M H A S B E E N D I G I T A L L Y S I G N E D A N D S E A L E D B Y A D A M K . R U S S E L L , P E O N U S I N G A D I G I T A L S I G N A T U R E . P R I N T E D C O P I E S O F T H I S D O C U M E N T A R E N O T C O N S I D E R E D S I G N E D A N D S E A L E D . 0 1 - 1 2 - 2 0 2 1 130(ULT)/ 101(ASD)BENCLOSEDRESIDENTIALIINO0 psfIIBD4.5GABLE ROOF-C&C DESIGN PRESSURES (ASD)LOCATIONAREA(SF)POSITIVE(ALL ZONES)ZONE 1 &2e (psf)ZONE 2n(psf)ZONE 2r(psf)ZONE 3e(psf)ZONE 3r(psf)ROOF 0-10 +17.30 -31.72 -31.72 -34.93 -42.83 -34.9311-20 +15.37 -26.90 -26.90 -31.22 -37.95 -31.2221-50 +12.82 -20.52 -20.52 -26.32 -31.51 -26.3251+ +10.89 -26.17 -26.17 -37.69 -44.39 -37.69OVERHANGS0-10- --44.54 -44.54-47.74-48.03-47.7411-20- --39.72 -39.72-44.04-44.71-44.0421-50- --33.34 -33.34 -39.14 -40.32 -39.1450+- --28.52 -28.52 -35.43 -36.99 -35.43ALLOWABLE PRESSURES (ASD)=0.6*ULTa=4FT C&C DESIGN PRESSURES (ASD)LOCATIONAREA(SF)INTERIOR ZONE 4(psf)END ZONE 5(psf)WALLS,WINDOWS, &DOORS 10 +18.90 -20.51 +18.90 -25.3120 +18.05 -19.66 +18.05 -23.6150 +16.93 -18.53 +16.93 -21.36100 +16.08 -17.68 +16.08 -19.66200 +15.22-16.83+15.22 -17.951000 +14.10 -15.70 +14.10 -15.7016FT GARAGEDOOR+15.22 -17.95SOFFITS+18.90 -20.51 +18.90-25.31ALLOWABLE PRESSURES (ASD)=0.6*ULTa=4FTHIP ROOF- C & C D E S I G N P R E S S U R E S ( A S D ) LOCATIONAREA(SF) P O S I T I V E ( A L L Z O N E S ) Z O N E 1 ( p s f ) Z O N E 2 e ( p s f ) Z O N E 2 r ( p s f ) Z O N E 3 ( p s f ) ROOF 0-10 + 1 4 . 0 0 - 2 7 . 2 0 - 3 4 . 6 2 - 4 2 . 3 5 - 4 2 . 6 1 11-20 + 1 2 . 1 0 - 2 4 . 1 7 - 2 6 . 9 3 - 3 5 . 2 9 - 3 2 . 4 0 21-50 + 9 . 6 0 - 2 0 . 1 8 - 1 6 . 7 6 - 2 5 . 9 6 - 1 8 . 9 0 51+ + 9 . 6 0 - 1 7 . 1 6 - 1 5 . 7 0 - 1 8 . 9 0 - 1 8 . 9 0 OVERHANGS 0-10 - - - 4 0 . 0 1 - 4 7 . 4 4 - 5 4 . 1 1 - 5 5 . 4 3 11-20 - - - 3 6 . 9 9 - 3 9 . 7 4 - 4 5 . 0 1 - 4 5 . 2 2 21-50 - - - 3 3 . 0 0 - 2 9 . 5 8 - 3 2 . 9 7 - 3 1 . 7 2 50+ - - - 2 9 . 9 8 - 2 8 . 5 2 - 3 1 . 7 2 - 3 1 . 7 2 ALLOWAB L E P R E S S U R E S ( A S D ) = 0 . 6 * U L T a = 4 F T H I P 3 3 2 r a a aa 1 GABLEWALL ZONES (GENERIC BUILDING SHOWN)aa 554 545 aaROOF ZONES (GENERIC B U I L D I N G S H O W N ) WOOD FRAMING1. ALL WOOD AND WOOD-BASED P R O D U C T S H A S B E E N D E S I G N E D I N A C C O R D A N C E W I T H NDS FOR WOOD CONSTRUCTIO N A N D N D S S U P P L E M E N T ( 2 0 1 8 ) 2. ALL STRUCTURAL SAWN LUMBE R A N D E N G I N E E R E D W O O D P R O D U C T S H A L L B E IDENTIFIED BY GRADE MARK OF A N A C C R E D I T E D L U M B E R G R A D I N G O R I N S P E C T I O N AGENCY3. ALL STRUCTURAL WOOD OR W O O D - B A S E D M E M B E R S I N C O N T A C T W I T H S O I L , CONCRETE, MASONRY, OR EXP O S E D T O W E A T H E R S H A L L B E P T A C C O R D I N G T O AWPA U1 AND/OR AWPA M4, BA S E D O N I N T E N D E D U S E . 4. REFERENCE FBC2304.10.1 FOR C O D E P R E S C R I B E D C O N N E C T I O N S . A L L F R A M I N G CONNECTIONS SPECIFIED ON P L A N A R E I N A D D I T I O N T O T H E S E M I N C O D E REQUIREMENTS R O O F , F L O O R , & W A L L S H E A T H I N G 1 . A L L W O O D S T R U C T U R A L P A N E L S H E A T H I N G S H A L L C O N F O R M T O D O C P S 1 O R D O C P S 2 2 . P A N E L S S H A L L B E I D E N T I F I E D F O R G R A D E , B O N D C L A S S I F I C A T I O N , A N D P E R F O R M A N C E C A T E G O R Y B Y A G R A D E M A R K O R C E R T I F I C A T E O F I N S P E C T I O N I S S U E D B Y A N A P P R O V E D A G E N C Y 3 . S E E F R A M I N G N O T E S F O R S H E A T H I N G T H I C K N E S S , S P A N R A T I N G , F A S T E N I N G , A N D B L O C K I N G R E Q U I R E M E N T S 4 . A L L S H E A T H I N G S H A L L B E I N S T A L L E D W I T H L O N G D I M E N S I O N ( S T R E N G T H A X I S ) P E R P E N D I C U L A R T O S U P P O R T S U N O O N P L A N CONCRETE1. ALL CONCRETE HAS BEEN DESI G N E D I N A C C O R D A N C E W I T H A C I 3 1 8 " B U I L D I N G C O D E REQUIREMENTS FOR STRUCTUR A L C O N C R E T E A N D C O M M E N T A R Y " ( 2 0 1 4 ) 2. MIXING AND DELIVERY OF CONC R E T E S H A L L C O M P L Y W I T H A C I 3 1 8 , A C I 3 0 1 , A N D A S T M C94. CONCRETE SLUMP NOT TO E X C E E D 6 " I N A C C O R D A N C E W I T H A S T M C 1 4 3 3. CONCRETE SHALL MEET THE MI N C O M P R E S S I V E S T R E N G T H ( f ' c ) A T 2 8 D A Y S A S FOLLOWS:a. SLABS ON GROUND AND FOO T I N G S f ' c = 2 , 5 0 0 p s i b. STRUCTURAL WALLS, BEAMS, A N D C O L U M N S f ' c = 3 , 0 0 0 p s i 4. STEEL REINFORCING FOR FOOTI N G S S H A L L C O M P L Y W I T H A S T M A 6 1 5 D E F O R M E D BARS AND HAVE A MIN YIELD ST R E N G T H O F 4 0 , 0 0 0 p s i ( G R A D E 4 0 ) 5. SEE FOUNDATION PLAN AND DE T A I L S F O R A L L A D D I T I O N A L C O N C R E T E A N D R E I N F REQUIREMENTS AND SPECIFICA T I O N S 6. SLABS ON GROUND SHALL BE R E I N F O R C E D P E R O N E O F T H E F O L L O W I N G M E T H O D S : a. 6x6 W1.4xW1.4 WWF SHALL PL A C E D I N T H E M I D D L E T O U P P E R T H I R D O F T H E S L A B , SUPPORTED AT A MAX 3FT S P A C I N G , A N D S H A L L C O N F O R M T O A S T M A 1 0 6 4 / A 1 0 6 4 M . EDGES SHALL BE LAPPED A M I N I M U M O F 8 " b. SYNTHETIC FIBER REINFORC E M E N T - F I B E R L E N G T H B E T W E E N 1 2 " - 2 1 4 " . D O S A G E AMOUNTS SHALL BE 0.75-3.0 P O U N D S P E R C U B I C Y A R D I N A C C O R D A N C E W I T H MANUFACTURER'S RECOMME N D A T I O N S A N D S H A L L C O M P L Y W / A S T M C 1 1 6 MASONRY1. ALL MASONRY HAS BEEN DESIG N E D I N A C C O R D A N C E W I T H A N D S H A L L B E CONSTRUCTED IN ACCORDANC E T O T M S 4 0 2 ( 2 0 1 6 ) 2. ALL CMU SHALL CONFORM TO A S T M C 9 0 A N D B E N O R M A L W E I G H T W / M I N COMPRESSIVE STRENGTH OF 2, 0 0 0 p s i ( f ' m = 1 , 5 0 0 p s i ) 3. ALL MASONRY SHALL BE LAID IN R U N N I N G B O N D P A T T E R N W / F U L L M O R T A R B E D S 4. MORTAR SHALL CONFORM TO A S T M C 2 7 0 A N D S H A L L B E T Y P E M O R T Y P E S W I T H M I N COMPRESSIVE STRENGTH OF 2, 0 0 0 p s i A T 2 8 D A Y S . 5. ALL GROUT USED IN MASONRY C O N S T R U C T I O N S H A L L B E I N A C C O R D A N C E W I T H ASTM C476. GROUT SHALL HAV E T H E M I N C O M P R E S S I V E S T R E N G T H O F 2 , 0 0 0 p s i A T 2 8 DAYS. GROUT SLUMP SHALL BE B E T W E E N 8 " - 1 1 " 6. STEEL REINFORCING FOR MAS O N R Y S H A L L C O M P L Y W I T H A S T M 6 1 5 D E F O R M E D B A R S AND HAVE A MINIMUM YIELD ST R E N G T H O F 4 0 , 0 0 0 p s i ( G R A D E 4 0 ) 7. ALL MASONRY STEMWALL FOU N D A T I O N S A N D W A L L C E L L S C O N T A I N I N G V E R T I C A L REINF SHALL BE GROUT FILLED S O L I D 8. PRE-CAST LINTELS SHALL BE P R O V I D E D A B O V E A L L O P E N I N G S , T E M P O R A R Y SHORING SHALL BE PROVIDED B Y C O N T R A C T O R F O R A L L L I N T E L S P A N S 6 F T O R GREATER P R E - E N G I N E E R E D W O O D T R U S S E S 1 . A L L P R E - E N G I N E E R E D W O O D T R U S S E S S H A L L B E D E S I G N E D A N D M A N U F A C T U R E D I N A C C O R D A N C E W I T H A N S I / T P I 1 ( 2 0 1 4 ) 2 . A L L T R U S S E S S H A L L B E P R E P A R E D B Y A D E L E G A T E D L I C E N S E D P R O F E S S I O N A L E N G I N E E R I N T H E S T A T E O F F L O R I D A A N D S H A L L M E E T O R E X C E E D T H E M I N D E S I G N C R I T E R I A S P E C I F I E D O N T H E S E P L A N S 3 . A L L T R U S S - T O - T R U S S , M U L T I - P L Y T R U S S C O N N E C T I O N S , A N D B E A M S P R O V I D E D W I T H I N T H E R O O F A N D / O R F L O O R S Y S T E M A R E T H E R E S P O N S I B I L I T Y O F T H E D E L E G A T E D T R U S S E N G I N E E R A N D S H A L L B E S U B M I T T E D F O R A P P R O V A L T O T H E E O R P R I O R T O F A B R I C A T I O N 4 . T R U S S E S S H A L L B E I N S T A L L E D A N D B R A C E D I N A C C O R D A N C E W I T H T H E S B C A B C S I " G U I D E T O G O O D P R A C T I C E F O R H A N D L I N G , I N S T A L L I N G A N D B R A C I N G O F M E T A L P L A T E C O N N E C T E D W O O D T R U S S E S " 5 . A L L T R U S S U P L I F T R E A C T I O N S & U P L I F T C O N N E C T O R S R E Q H A V E B E E N C A L C U L A T E D B Y T H E E O R , C O N N E C T O R S S P E C I F I E D O N T H I S P L A N S E T S U P E R C E D E C O N N E C T O R S & U P L I F T S S H O W N O N T R U S S M A N U F A C T U R E R ' S S H O P D R A W I N G S 6 . C O N T A C T E O R I F T R U S S C O N S T R U C T I O N D O C U M E N T S P R O V I D E D B Y T R U S S M A N U F A C T U R E R D I F F E R S F R O M T H E L A Y O U T S H O W N O N T H I S P L A N S E T M E T A L C O N N E C T O R S C H E D U L E S I M P S O N U S P Q U I C K - T I E C O N N E C T I O N A T M E M B E R A N C H O R A G E H 2 . 5 T R T 7 H A 6 ( 5 ) 8 d x 1 1 2 " E A C H E N D - - H 8 R T 8 A H A 8 ( 5 ) 1 0 d x 1 1 2 " E A C H E N D - - M T S 1 2 M T W 1 2 C S M T S 1 2 ( 7 ) 1 0 d x 1 1 2 " E A C H E N D - - H T S 2 0 H T W 2 0 C S H T S 2 0 ( 1 1 ) 1 0 d x 1 1 2 " E A C H E N D - - L G T 3 - S D S 2 . 5 L U G T 3 C S L G T 3 ( 1 2 ) 1 4 " x 2 1 2 " S D S ( W S 2 5 ) T O G I R D E R ( 2 6 ) 1 6 d S I N K E R S T O S T U D S L G T 4 - S D S 3 L U G T 4 C S L G T 4 ( 1 6 ) 1 4 " x 3 " S D S ( W S 3 ) T O G I R D E R ( 3 0 ) 1 6 d S I N K E R S T O S T U D S M S T A 2 4 M S T A 2 4 C S M S 2 4 ( 9 ) 1 0 d C O M M O N E A C H E N D - - M S T A 3 6 M S T A 3 6 C S M S 3 6 ( 1 3 ) 1 0 d C O M M O N E A C H E N D - - C S 1 8 C S 2 0 C S 1 8 - 2 0 0 ( 9 ) 1 0 d C O M M O N E A C H E N D - - D T T 2 Z D T B - T Z H D T T ( 8 ) 1 4 " x 1 1 2 " W O O D S C R E W S 1 2 " Ø x 4 1 2 " S C R E W A N C H O R O R E M B E D H T T 4 H T T 4 5 H D T T 4 5 ( 1 8 ) 1 6 d x 2 1 2 " 5 8 " Ø A N C H O R W / 6 " E M B E D H T T 5 H T T 4 5 H D T T 4 5 ( 2 6 ) 1 6 d x 2 1 2 " 5 8 " Ø A N C H O R W / 6 " E M B E D A B U 4 4 Z P A U 4 4 P B A 4 4 ( 1 2 ) 1 6 d C O M M O N 5 8 " Ø A N C H O R W / 7 " E M B E D A B U 6 6 Z P A U 6 6 P B A 6 6 ( 1 2 ) 1 6 d C O M M O N 5 8 " Ø A N C H O R W / 7 " E M B E D N A I L S I Z E S S P E C I F I C A T I O N D I A M E T E R ( Ø ) L E N G T H 8 d C O M M O N 0 . 1 3 1 " 2 1 2 " R S R S - 0 1 0 . 1 1 3 " 2 3 8 " R S R S - 0 3 0 . 1 3 1 " 2 1 2 " 1 0 d x 1 1 2 " 0 . 1 4 8 " 1 1 2 " 1 0 d 0 . 1 3 1 " 3 " 1 0 d C O M M O N 0 . 1 4 8 " 3 " 1 6 d S I N K E R 0 . 1 4 8 " 3 1 4 " 1 6 d C O M M O N 0 . 1 6 2 " 3 1 2 " DESIGN CRITERIAGENERAL NOTESTHIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH THE FOLLOWING: - FLORIDA BUILDING CODE - RESIDENTIAL, 7TH EDITION (2020)- ASCE/SEI 7-16 "MINIMUM DESIGN LOADS FOR BUILDINGS & OTHER STRUCTURES"WIND ( Cd = 1.60)WIND SPEED (MPH) EXPOSURE CATEGORYENCLOSURE CLASSIFICATIONOCCUPANCYRISK CATEGORYWIND BOURNE DEBRISSNOW ( Cd = 1.15)GROUND SNOW LOAD (p )SEISMIC ( Cd = 1.60)RISK CATEGORYSEISMIC DESIGN CATEGORY (SDC)SITE CLASSRAIN LOAD DATARAIN INTENSITY, i (IN/HR)SOILS1. ALL SLABS ON GROUND AND FO O T I N G S H A V E B E E N D E S I G N E D A S S U M I N G NON-EXPANSIVE SOIL WITH A MI N A L L O W A B L E S O I L C A P A C I T Y O F 2 , 0 0 0 p s f 2. IT IS THE RESPONSIBILITY OF T H E C O N T R A C T O R T O O B T A I N A S O I L S I N V E S T I G A T I O N REPORT FROM A LICENSED GE O T E C H N I C A L E N G I N E E R A N D S H A L L N O T I F Y E O R I F A N Y SOIL CONDITIONS DIFFER FROM T H E A S S U M P T I O N S S T A T E D O N T H I S P L A N S E T 3. FDN'S SHALL BE FULLY SUPPOR T E D B Y U N D I S T U R B E D N A T U R A L S O I L S O R STRUCTURAL COMPACTED FILL F R E E O F O R G A N I C S , D E B R I S O R A N Y O T H E R DELETERIOUS MATERIAL.4. STRUCTURAL COMPACTED FILL S H A L L B E C O M P A C T E D T O A D E N S I T Y O F A T L E A S T 95% OF THE MODIFIED PROCTO R M A X I M U M D R Y D E N S I T Y . A L L F I L L G R E A T E R T H A N 1 2 " IN DEPTH SHALL BE INSPECTED F O R P R O P E R C O M P A C T I O N P R I O R T O C O N C R E T E POUR IN ACCORDANCE WITH A S T M D 1 5 5 7 5. SOILS SHALL BE TREATED FOR S U B T E R R A N E A N T E R M I T E S O R B Y O T H E R C O D E APPROVED TERMITE PREVENTI O N M E T H O D A N D I S T H E R E S P O N S I B I L I T Y O F T H E CONTRACTOR.6. SLABS ON GROUND SHALL BE P L A C E D O V E R A M I N 6 - M I L ( 0 . 0 0 6 " ) P O L Y E T H Y L E N E VAPOR RETARDER, ALL JOINTS S H A L L B E L A P P E D A M I N I M U M O F 6 " N O T E : A L L C O N N E C T I O N S O N P L A N S H A L L B E W / 1 0 d , U N O N O T E S : 1 . A L L C O N N E C T O R S S P E C I F I E D P E R S I M P S O N S T R O N G - T I E " W O O D C O N S T R U C T I O N C O N N E C T O R S " C A T A L O G ( 2 0 1 9 - 2 0 2 0 ) , U S P " S T R U C T U R A L C O N N E C T O R S , " 5 9 T H E D I T I O N ( 2 0 1 8 ) , & Q U I C K - T I E " P R O D U C T C A T A L O G " ( S P R I N G 2 0 2 0 ) 2 . A L L C O N N E C T O R S T O B E I N S T A L L E D P E R M A N U F A C T U R E R ' S S P E C I F I C A T I O N S 3 . A N Y C O N N E C T O R S N O T S P E C I F I E D I N T A B L E A B O V E , S H A L L B E I N S T A L L E D P E R T H E M A N U F A C T U R E R ' S S P E C I F I C A T I O N S 4 . P O S I T I V E P L A C E M E N T G U N N A I L S W / E Q U A L D I A M E T E R & M I N 2 1 2 " L O N G M A Y B E U S E D I L O C O M M O N N A I L S O N C S 1 8 S T R A P S , M S T A S T R A P S , A N D A B U P O S T B A S E A N C H O R S 5 . P L A N S P E C I F I E D C O N N E C T O R S M A Y B E S U B S T I T U T E D W / E Q U A L O R G R E A T E R A L T E R N A T I V E A S D E T E R M I N E D B Y P R O D U C T M A N U F A C T U R E R 6 . A L L P O S T - I N S T A L L E D A N D E M B E D A N C H O R S I N C O N C R E T E S H A L L B E I N S T A L L E D W / S I M P S O N S E T - X P , A T - X P , Q U I C K - T I E Q E - 1 , O R E Q U I V A L E N T 7 . F A S T E N E R S , C O N N E C T O R S , A N D A C C E S S O R I E S I N C O N T A C T W I T H P T W O O D S H A L L B E H O T - D I P P E D G A L V A N I Z E D S T E E L O R S T A I N L E S S S T E E L I N A C C O R D A N C E W I T H T H E M A N U F A C T U R E R ' S R E C O M M E N D A T I O N S 8 . I F F O R E X T E R I O R U S E O R W I T H A C Q / C A / M C A T R E A T E D W O O D , C O N N E C T O R S & F A S T E N E R S S H A L L B E H O T - D I P P E D G A L V A N I Z E D , G - 1 8 5 ( Z - M A X ) , O R S T A I N L E S S S T E E L W A T E R P R O O F I N G 1 . D E S I G N A N D I N S T A L L A T I O N O F A L L W A T E R P R O O F I N G , F L A S H I N G , A N D R O O F / W A L L C O V E R I N G A S S E M B L I E S A R E T H E R E S P O N S I B I L I T Y O F T H E C O N T R A C T O R A N D / O R A R C H I T E C T O F R E C O R D . 3e2naaaa3r3e2n3r2e12r2e12r3e2n3r3e2n3r FLOOR LOADING (Cd = 1.00) TC LLTC DLBC LLBC DLBALCONIES/DECKS 60 psf10 psf0 psf5 psfGAME ROOMS 60 psf10 psf0 psf5 psfALL OTHER AREAS 40 psf10 psf0 psf5 psf ROOF LOADING (Cd = 1.25)TC LLTC DLBC LLBC DLSHINGLE/METAL 20 psf7 psf10 psf * 5 psfTILE20 psf15 psf10 psf *5 psf* BC LL NON-CONCURRENT W/ OTHER LL's. INCREASE BC LL TO 20psf IN ATTICAREAS W/ STORAGEDEFLECTION CRITERIAFLOOR: LL L/360TL L/240ROOF: LL L/240TL L/180WALLS: WIND L/360 (STUCCO)WIND L/240 (BRITTLE)WIND L/180 (FLEXIBLE)g 3 3 1 1 a a 1 2 r 2 e 2 e 2 e 2 e 2 r 2 r 2 r 2 r A B B R E V I A T I O N S A C I A M E R I C A N C O N C R E T E I N S T I T U T E A D D T A D D I T I O N A L A N S I A M E R I C A N N A T I O N A L S T A N D A R D S I N S T I T U T E A P A T H E E N G I N E E R E D W O O D A S S O C I A T I O N A R C H A R C H I T E C T U R A L D R A W I N G S A S C E A M E R I C A N S O C I E T Y O F C I V I L E N G I N E E R S A S D A L L O W A B L E S T R E S S D E S I G N A S T M A M E R I C A N S O C I E T Y F O R T E S T I N G A N D M A T E R I A L S A T R A L L - T H R E A D R O D A W P A A M E R I C A N W O O D P R O T E C T I O N A S S O C I A T I O N B C B O T T O M C H O R D B C S I B U I L D I N G C O M P O N E N T S A F E T Y I N F O R M A T I O N B R G B E A R I N G C & C C O M P O N E N T S & C L A D D I N G C O N C C O N C R E T E C d L O A D D U R A T I O N F A C T O R C O N T C O N T I N U O U S C M U C O N C R E T E M A S O N R Y U N I T D B L D O U B L E D I A G D I A G O N A L D L D E A D L O A D D O C D E P A R T M E N T O F C O M M E R C E E O R E N G I N E E R O F R E C O R D E W E A C H W A Y E W P E N G I N E E R E D W O O D P R O D U C T f ' c C O N C R E T E C O M P R E S S I V E S T R E N G T H F B C F L O R I D A B U I L D I N G C O D E F D N F O U N D A T I O N F F E F I N I S H E D F L O O R E L E V A T I O N f ' m M A S O N R Y C O M P R E S S I V E S T R E N G T H F R C F L O R I D A R E S I D E N T I A L C O D E F T F E E T F T G F O O T I N G G C p i I N T E R N A L P R E S S U R E C O E F F I C I E N T H D R H E A D E R H G T H E I G H T I L O I N L I E U O F k s i K I P S P E R S Q U A R E I N C H L L L I V E L O A D L S L L A M I N A T E D S T R A N D L U M B E R ( 1 . 5 5 E - 1 3 4 " W I D E P L I E S U N O ) L V L L A M I N A T E D V E N E E R L U M B E R ( 2 . 0 E - 1 3 4 " W I D E P L I E S U N O ) M A X M A X I M U M M I N M I N I M U M N D S N A T I O N A L D E S I G N S P E C I F I C A T I O N N o . N U M B E R O C O N C E N T E R O S B O R I E N T E D S T R A N D B O A R D P E R P P E R P E N D I C U L A R P L T P L A T E p s f P O U N D S P E R S Q U A R E F O O T p s i P O U N D S P E R S Q U A R E I N C H P T P R E S S U R E T R E A T E D R E I N F R E I N F O R C E M E N T R E Q R E Q U I R E D R S R S R O O F S H E A T H I N G R I N G S H A N K S B C A S T R U C T U R A L B U I L D I N G C O M P O N E N T S A S S O C I A T I O N S E I S T R U C T U R A L E N G I N E E R I N G I N S T I T U T E S F S Q U A R E F E E T ( A R E A ) S I M S I M I L A R T O D E T A I L / C A L L O U T S P F S P R U C E P I N E F I R S W S H E A R W A L L S Y P S O U T H E R N Y E L L O W P I N E T C T O P C H O R D T L T O T A L L O A D T M S T H E M A S O N R Y S O C I E T Y T O P T O P O F P L A T E T O M T O P O F M A S O N R Y T P I T R U S S P L A T E I N S T I T U T E T Y P T Y P I C A L U L T U L T I M A T E U N O U N L E S S N O T E D O T H E R W I S E W / W I T H W / O W I T H O U T W S P W O O D S T R U C T U R A L P A N E L W W F W E L D E D W I R E F A B R I C D E S C R I P T I O N D A T E S H E E T N U M B E R R E V I S I O N S 13241 BARTRAM PARK BLVD #601 JACKSONVILLE, FL 32258 P 904-503-3283 RUSSROW.COM C.A. No. 32756 P R O J E C T N U M B E R D E S I G N E D R E V I E W E D S H E E T N A M E A D A M K . R U S S E L L , P E F L L I C E N S E N O . 7 7 6 9 3 0 1 - 1 2 - 2 0 2 1 A K R B D P 2 0 - 1 0 5 2 DUVAL COUNTYATLANTIC BEACH, FL 32233723 SHERRY DRIVE BRIGHTON RESIDENCE S 0 . 1 F O U N D A T I O N P L A N S c a l e : 1 / 4 " = 1 ' - 0 " F O U N D A T I O N P L A N 0 . 1 FOOTING SCHEDULE16"x16"x12" DEEP W/ (2) No.4 OR (2) No.5 EW24"x24"x18" DEEP W/ (4) No.4 OR (3) No.5 EW30"x30"x18" DEEP W/ (5) No.4 OR (4) No.5 EW36"x36"x18" DEEP W/ (6) No.4 OR (5) No.5 EW40"x40"x20" DEEP W/ (8) No.4 OR (6) No.5 EW F16F24F30F36F40 FOUNDATION NOTES:SEE CONCRETE AND SOIL GENERAL NOTES SHEET S0.0 FOR ALL ADDITIONALSPECIFICATIONS. ALL FTGS ASSUMED TO BE ONE-STORY UNO ON PLAN BY:TWO-STORY HATCHSLAB ON GROUND1. MINIMUM COMPRESSIVE STRENGTHf'c= 2,500psi AT 28 DAYS2. MINIMUM THICKNESS3 12"3. REINFORCED W/ EITHER:a. 6x6 W1.4 x 1.4 WWF W/ MIN 8" LAP ORb. FIBER REINFORCED W/ 12"-2 14" STRAND LENGTH AND 0.75- 3.0 POUNDSPER CUBIC YARD DOSAGECONCRETE FOOTINGS4. MINIMUM COMPRESSIVE STRENGTHf'c=2,500psi AT 28 DAYS5. SEE FOUNDATION DETAILS FOR FOOTING THICKNESS, WIDTH AND REINFREQUIREMENTS6. REINF SHALL BE MIN GRADE 40 AND LAPPED AS FOLLOWS:a. No.4 (48) BAR DIAMETERS MIN 24" LAPb. No.5(48) BAR DIAMETERS MIN 30" LAP7. PROVIDE BENT BARS AT ALL CORNERS TO MATCH CORNER ANGLE,CORNER BARS SHALL EXTEND MIN 24" EACH SIDE8. PROVIDE RE-ENTRANT CORNER REINF AS REQ PER RE-ENTRANT CORNERREINFORCEMENT DETAIL, SHEET SD.0STEMWALL FOUNDATIONS9. ALL MASONRY UNITS SHALL BE 8" NOMINAL WIDTH AND LAID IN RUNNINGBOND PATTERN10.SEE FOUNDATION DETAILS FOR ALL REINF SIZE AND SPACINGREQUIREMENTS11.SEE FOUNDATION DETAILS FOR DOWEL SIZING AND SPACING12.ALL VERTICAL DOWELS TO HAVE STANDARD 10" HOOK AND TIE INTOFOOTING REINF13.ALL VERTICAL DOWELS SHALL EXTEND MIN 25" OUT OF FOOTING TO LAPW/ VERTICAL REINF14.VERTICAL REINF TO HAVE STANDARD 10" HOOK AND TIE INTO CHAIRBLOCK/BOND BEAM HORIZONTAL REINF T H I S I T E M H A S B E E N D I G I T A L L Y S I G N E D A N D S E A L E D B Y A D A M K . R U S S E L L , P E O N U S I N G A D I G I T A L S I G N A T U R E . P R I N T E D C O P I E S O F T H I S D O C U M E N T A R E N O T C O N S I D E R E D S I G N E D A N D S E A L E D . 0 1 - 1 2 - 2 0 2 1 ( 2 ) T O T A L F 2 4 F 3 6 F 3 6 F 2 4 F 1 6 F 1 6 ( 2 ) T O T A L F 2 4 @ S L A B E L E V 5 2 ' - 0 " 1 2 ' - 0 " 41'-6" 1 0 5 ' - 6 " 1 5 ' - 0 " 8 ' - 6 " 8 ' - 0 " 8 ' - 6 " 1 1 ' - 0 " 1 ' - 0 " 7 ' - 0 " 1 ' - 6 " 4 ' - 5 " 6 ' - 2 " 4 ' - 5 " 1 ' - 6 " 7 ' - 0 " 61'-6" @ S L A B E L E V 4'-0"45'-0"12'-6" 0'-6" 2'-0"43'-0" 5 2 ' - 0 " 1 2 ' - 0 " 41'-6" 61'-6" 27'-0" 37'-6" 9'-6"32'-0"7'-0"18'-0" 7 ' - 0 " 2 ' - 6 " 4 ' - 6 " 37'-6"3'-0"21'-0"3'-0"10'-6"3'-0"4'-6"12'-0"4'-6"3'-0"9'-6"0'-6"6'-212"18'-712" 2 ' - 2 1 2 " 4 ' - 6 " 9'-6"8'-6"15'-0" 8 ' - 6 " 4'-0"7'-0"4'-0"3'-0" 18'-0"6'-0" 15'-0" 4'-5"6'-2"4'-5" 11'-0"4'-0"31'-6" 1'-0"1'-0" 4 ' - 5 " 1 ' - 7 " 4 ' - 4 1 2 " 4 ' - 3 1 2 " 0 ' - 4 " 8 ' - 3 " 0 ' - 3 " 8 ' - 0 " 7 ' - 1 0 " 1 2 ' - 8 " 6'-0" 4'-5"1'-7" 5'-0" 1'-0" 2'-0" 16'-2"3'-2" 1'-412" 18'-10"12'-6" 0'-6" 4 ' - 0 " 5 ' - 0 " 5 ' - 9 " 3 ' - 7 " 6 ' - 5 " 8 ' - 7 " 3 ' - 1 0 " 4'-8"1'-6" 0'-3" 1'-1112"16'-912"12'-6" 0'-6" 12'-2"3'-5" 0'-8" 3'-9"2'-212"16'-912"12'-6"3'-9" 6 ' - 0 " 1 5 ' - 0 " 3 1 ' - 0 " 0 ' - 6 " 10'-6" 9 ' - 0 " 3 ' - 0 " 6 ' - 0 " 4 ' - 0 " 4 ' - 6 " R E C E S S P E R A R C H R E C E S S P E R A R C H R E C E S S P E R A R C H 1 2 ' - 8 " 1 8 ' - 4 " 1 5 ' - 0 " 1 ' - 8 1 2 " 1 ' - 7 1 2 " 2'-0"2'-6" 5 4 " x 4 0 " x 1 6 D E E P F O O T E R W / N o . 5 @ 1 2 " O C E W 1 5 ' - 2 " 1 5 ' - 1 0 " 1 S D . 0 S T E M W A L L 1 S D . 0 S T E M W A L L 1 S D . 0 S T E M W A L L 1 S D . 0 S T E M W A L L 1 S D . 0 1 S D . 0 S T E M W A L L S T E M W A L L 1 S D . 0 S T E M W A L L 1 S D . 0 3 S D . 0 3 S D . 0 3 S D . 0 3 S D . 0 3 S D . 0 3 S D . 0 3 S D . 0 3 S D . 0 S T E M W A L L 1 S D . 0 S T E M W A L L 1 S D . 0 S T E M W A L L 1 S D . 0 S T E M W A L L 1 S D . 0 S T E M W A L L 1 S D . 0 S T E M W A L L F 2 4 3 S D . 0 MONO2SD.0 MONO1SD.0 MONO1SD.0MONO1SD.0MONO2SD.0 MONO2SD.0 5SD.0 MON O 2 S D . 0 5 S D . 0 M O N O 1 S D . 0 6SD.0 F30F30 MONO2SD.0MONO2SD.0 3SD.03SD.0 10SD.0 6 S D . 0 S T E M W A L L 1 S D . 0 D E S C R I P T I O N D A T E S H E E T N U M B E R R E V I S I O N S 13241 BARTRAM PARK BLVD #601 JACKSONVILLE, FL 32258 P 904-503-3283 RUSSROW.COM C.A. No. 32756 P R O J E C T N U M B E R D E S I G N E D R E V I E W E D S H E E T N A M E A D A M K . R U S S E L L , P E F L L I C E N S E N O . 7 7 6 9 3 0 1 - 1 2 - 2 0 2 1 A K R B D P 2 0 - 1 0 5 2 DUVAL COUNTYATLANTIC BEACH, FL 32233723 SHERRY DRIVE BRIGHTON RESIDENCE PLAIN CONC S L A B PER ARCH PL A N S 4 ' - 6 " 4 ' - 4 " 2'-0"1'-6" 4 S D . 0 4 S D . 0 0'-6" 2'-8"2 ' - 4 " 5 ' - 0 " 1 ' - 2 " F O R M A N D P O U R S H O W E R C U R B S W / ( 1 ) C O N T . N o . 5 B A R & V E R T I C A L S @ 4 8 " O C S D . 0 F O U N D A T I O N D E T A I L S 1 1 1 1 1 ' - 0 " 1 x 2 K E Y W A Y J O I N T C O N S T R U C T I O N J O I N T 8" C O N C S L A B W / R E I N F P E R P L A N 1 8 " x 1 " S A W C U T C O N T R O L J O I N T , P L A C E W I T H 8 H O U R S O F P O U R C O N T R O L J O I N T C O N C S L A B W / R E I N F P E R P L A N 24" LONG No.4 OR No.5 BAR ATMID-HEIGHT OF SLAB TYPICAL WALL FTG REINFRE-ENTRANT CORNER REINFORCEMENT MIN 2"1 1 MIN 8"MIN 12"1'-0"1'-4"1-STORY W/ (2) No.4 OR (2) No.52-STORY W/ (3) No.4 OR (2) No.5TYPICAL WALL FOOTING-MONOLITHIC 1'-4"1'-8"1-STORY W/ (2) No.4 O R ( 2 ) N o . 5 2-STORY W/ (3) No.4 O R ( 2 ) N o . 5 MAX 48"SEE TABLE BELOW IFADDT HGT IS REQ(1) No.5 CONTTYPICAL WALL FOOTING-STEMWALL CONC SLAB W / R E I N F PER PLANGRADEGRADENo.4 VERTICAL & F I L L E D CELL @ MAX 48" O . C . W / STANDARD HOO K 1'-0"CONC SLAB W/ REINFPER PLANMAX 28"STEMWALL HGT VERTICAL REINFORCEMENT FOOTING DIMS (W x D) CONT. R E I N F O R C E M E N T 4'-0"(6) COURSESNo.4 @ 48" OC1-STORY 1'-4" x 1'-0" (2) N o . 4 O R ( 2 ) N o . 5 2-STORY 1'-8" x 1'-0" (3) N o . 4 O R ( 2 ) N o . 5 6'-0"(9) COURSESNo.5 @ 32" OC1-STORY 2'-0" x 1'-0" (3) N o . 4 O R ( 2 ) N o . 5 2-STORY 2'-6" x 1'-0" (3) N o . 4 O R ( 3 ) N o . 5 8'-0"(12) COURSESNo.5 @ 24" OC1-STORY 3'-0" x 1'-4" (5) N o . 4 O R ( 4 ) N o . 5 2-STORY 3'-6" x 1'-4" (5) N o . 4 O R ( 4 ) N o . 5 WHERE HEIG H T E X C E E D S 4 8 " , A D D No.5 BENT BA R I N T O S L A B T O M A T C H VERT. SPACI N G MIN 8" MAX 24" MIN 12" 1 ' - 0 " 1 ' - 4 " 1 - S T O R Y W / ( 2 ) N o . 4 O R ( 2 ) N o . 5 2 - S T O R Y W / ( 3 ) N o . 4 O R ( 2 ) N o . 5 1 ' - 4 " 1 ' - 8 " 1 - S T O R Y W / ( 2 ) N o . 4 O R ( 2 ) N o . 5 2 - S T O R Y W / ( 3 ) N o . 4 O R ( 2 ) N o . 5 MAX 48" CONTACT EOR IF ADDT HGT IS REQ ( 1 ) N o . 5 C O N T 1 1 6 " M I N MAX 8" N o . 4 O R N o . 5 @ 2 4 " O C W / S T A N D A R D H O O K W A L L F O O T I N G W / C U R B - M O N O L I T H I C W A L L F O O T I N G W / C U R B - S T E M W A L L G R A D E G R A D E N o . 4 V E R T I C A L & F I L L E D C E L L @ M A X 4 8 " O . C . W / S T A N D A R D H O O K 1'-0" C O N C S L A B W / R E I N F P E R P L A N C O N C S L A B W / R E I N F P E R P L A N 1 ' - 4 " 1 ' - 8 " 1 - S T O R Y W / ( 2 ) N o . 4 O R ( 2 ) N o . 5 2 - S T O R Y W / ( 3 ) N o . 4 O R ( 2 ) N o . 5 1 1 1 1 I N T E R I O R B E A R I N G F O O T I N G 8" C O N C S L A B W / R E I N F P E R P L A N NON-BEARING CURB STEP 8"PERARCH FFE8"12"CONC SLAB W/ REINFPER PLAN1111 IF STEP >12", PROVIDECONT No. 4 OR No. 5BAR IN TOP OF FTG BEARING CURB STEP PERARCH1'-0"1'-4"1-STORY W/ (2) No. 4 O R ( 2 ) N o . 5 2-STORY W/ (3) No. 4 O R ( 2 ) N o . 5 FFE8" 12" CONC SLAB W / R E I N F PER PLAN1111 IF STEP >12", P R O V I D E CONT No. 4 O R N o . 5 BAR IN TOP O F F T G 8 " 1 1 ( 1 ) N o . 4 O R ( 1 ) N o . 5 C O N T T H I C K E N E D E D G E F O O T I N G G R A D E 4" C O N C S L A B W / R E I N F P E R P L A N T H I S I T E M H A S B E E N D I G I T A L L Y S I G N E D A N D S E A L E D B Y A D A M K . R U S S E L L , P E O N U S I N G A D I G I T A L S I G N A T U R E . P R I N T E D C O P I E S O F T H I S D O C U M E N T A R E N O T C O N S I D E R E D S I G N E D A N D S E A L E D . 0 1 - 1 2 - 2 0 2 1 1 2 3 45 6 7 8 9INTERIOR FOOTING W/ CURB 8" C O N C S L A B W / R E I N F P E R P L A N 1 111 N o . 4 O R N o . 5 V E R T I C A L W / 6 " H O O K @ M A X 4 8 " O C & W I T H I N 6 " O F E N D O F C U R B MAX8"PER BUILDER1-STORY W/ (2) No.4 O R ( 2 ) N o . 5 2-STORY W/ (3) No.4 O R ( 2 ) N o . 5 1'-4"1'-8"10 D E S C R I P T I O N D A T E S H E E T N U M B E R R E V I S I O N S 13241 BARTRAM PARK BLVD #601 JACKSONVILLE, FL 32258 P 904-503-3283 RUSSROW.COM C.A. No. 32756 P R O J E C T N U M B E R D E S I G N E D R E V I E W E D S H E E T N A M E A D A M K . R U S S E L L , P E F L L I C E N S E N O . 7 7 6 9 3 0 1 - 1 2 - 2 0 2 1 A K R B D P 2 0 - 1 0 5 2 DUVAL COUNTYATLANTIC BEACH, FL 32233723 SHERRY DRIVE BRIGHTON RESIDENCE S 1 . 0 1 s t L E V E L F R A M I N G S c a l e : 1 / 4 " = 1 ' - 0 " 1 S T L E V E L F R A M I N G P L A N 1 . 0 T H I S I T E M H A S B E E N D I G I T A L L Y S I G N E D A N D S E A L E D B Y A D A M K . R U S S E L L , P E O N U S I N G A D I G I T A L S I G N A T U R E . P R I N T E D C O P I E S O F T H I S D O C U M E N T A R E N O T C O N S I D E R E D S I G N E D A N D S E A L E D . 0 1 - 1 2 - 2 0 2 1 PLANK HDRSIZEMAXCLEARSPAN2x45' 10''2x68' 6''(2) 2x48' 3''(2) 2x612' 0'' * * I F ( ) S H O W N , ( 2 ) S D W C 1 5 6 0 0 R E Q T O P P L T T O S T U D 1 1 C S 1 8 D T T 2 Z H E A D E R C A L L O U T 1 1 2 2 x 6 N o . O F H D R P L I E S H D R S I Z E N o . O F J A C K S T U D S N o . O F K I N G S T U D S S T U D G R O U P C A L L O U T N o . O F S T U D S R E Q , M A T C H W A L L W I D T H U N O H O L D D O W N / S T R A P T O F R A M I N G B E L O W I N T E R I O R L O A D B R G W A L L W / U P L I F T I N T E R I O R L O A D B R G W A L L W / O U P L I F T H D R / B E A M L E G E N D & S Y M B O L S 2 C S 1 8 2 S N o . O F H O L D D O W N / S T R A P S R E Q ( I F M U L T I P L E ) H E A D E R U P L I F T C O N N E C T I O N C A L L O U T T Y P E O F S T R A P R E Q H O L D D O W N / S T R A P T O F R A M I N G B E L O W N o . O F H O L D D O W N / S T R A P S R E Q N o . O F H D R T O J A C K S T R A P S R E Q FRAMING NOTES:BOTTOM PLATENo.2 SYP (PT @ 1ST LEVEL)1. 1ST LEVEL BOTTOM PLT TO BE ANCHORED TO SLAB W/ 12"Ø x 6" LONG TITEN HDOR 12"Ø A36 (36ksi) ATR EPOXY ANCHOR W/ NUT AND 3" SQUARE x 0.229"WASHER2. ANCHORS TO BE INSTALLED EACH SIDE OF OPENING (MIN 6" FROM JACK/KINGGROUP), WITHIN 12" OF THE PLT BREAK AND @ MAX 48" OC, SEE NOTE 18 FORSHEARWALL ANCHOR SPACING3. MIN (2) ANCHORS PER PLT SEGMENT4. 2ND LEVEL BOTTOM PLT TO RIBBON BOARD/TOP CHORD BELOW W/ 10d @ 6"OC, SEE NOTE 18 FOR SHEARWALL NAIL SPACINGDOUBLE TOP PLATENo.2 SYP5. ALL TOP PLATES TO BE DOUBLED - FASTEN TOP PLATES TOGETHER W/ (2)ROWS 10d @ MAX 12" OC STAGGERED6. END JOINTS OF DBL TOP PLT TO BE OFFSET MIN 48" AND SPLICED TOGETHERW/ MIN (2) ROWS 10d @ 6" OC STAGGERED, MIN (16) 10d ALONG SPLICE7. LAP ALL TOP PLT AT CORNERS OF EXTERIOR WALLS AND INTERSECTIONS WITHINTERIOR LOAD BRG WALLS, FASTEN PLATES TOGETHER AT LAP W/ (3) 10dFACE-NAILSSTUDSNo.2 SPF OR No.2 SYP8. FASTEN ALL STUDS TO TOP AND BOTTOM PLT W/ MIN (4) 10d TOE-NAILS OR (3)10d FACE-NAILS9. FASTEN ALL MULTI-STUD GROUPS TOGETHER W/ (2) ROWS 10d @ 12" OCSTAGGERED HEADER FRAMINGNo.2 SYP, LSL, OR LVL10.SEE FRAMING PLAN FOR ALL HDR LOCATIONS, SIZING AND STRAPPINGREQUIREMENTS. SEE HDR CALLOUT BELOW FOR ADDITIONAL INFORMATION11.FASTEN ALL PLIES OF HDR TOGETHER W/ (2) ROWS 10d @ 12" OC STAGGERED12.FASTEN HEADER TO KING STUDS PER THE FOLLOWING:a. 2x4 OR 2x6 HEADER(4) 10d TOE-NAILS OR FACE-NAILSb. 2x8 OR 2x10 HEADER(6) 10d TOE-NAILS OR FACE-NAILSc. 2x12, LSL OR LVL HEADER (8) 10d TOE-NAILS OR FACE-NAILS13.SEE WSP HEADER DETAIL C4/SD.1 FOR INSTALLATION SPECIFICATIONS14.MIN (2) JACK STUDS REQ BETWEEN OPENINGS, SEE DETAIL B4/SD.1 FORINSTALLATION SPECIFICATIONSWALL SHEATHING15.SHEATH ALL EXTERIOR WALLS W/ 716" 24/16 SPAN RATED OSB OR PLYWOOD.SHEATHING SHALL BE INSTALLED HORIZONTALLY OR VERTICALLY WITH 2x4 MINSPF BLOCKING AT ALL HORIZONTAL PANEL EDGES16.FASTEN SHEATHING TO WALL FRAMING W/ 8d COMMON @ 6" OC AT ALL PANELEDGES AND 12" OC IN THE FIELD, UNO ON PLAN17.FASTEN SHEATHING TO EACH STUD OF MULTI-PLY STUD GROUP AND EACHKING STUD W/ 8d COMMON @ 12" OC18.SPECIAL SHEARWALL SHEATHING: FASTEN MIN 716" 24/16 SPAN RATED OSB ORPLYWOOD TO WALL FRAMING W/ 8d COMMON @ 6" OC AT ALL PANEL EDGESAND 12" O.C. IN THE FIELD, UNO ON PLAN. PROVIDE THE FOLLOWING BOTTOMPLT ANCHORAGE & CONNECTIONS @ EACH END OF SHEARWALL EXTENTS ASDENOTED ON FRAMING PLAN. SEE TYPICAL SHEARWALL FRAMING ELEVATIONON DETAIL SHEETS.PLAN NOTELEVELNO. STUDSREQ. EACH END HOLDDOWN/STRAPPING REQ.EACH END BOTTOM PLTANCHOR/NAILSPACINGNOTE 18a1ST2DTT2Z48" OCUPPER(1) CS18 6" OCNOTE 18b1ST2HTT4 24" OCUPPER(2) CS18 3" OCNOTE 18c1ST3HTT5 24" OCUPPER(3) CS18 3" OCNOTE 18d1ST3HDQ8-SDS3 24" OCUPPER(1) MSTC403" OC WALL TYPE MAXWALLHEIGHTSTUDS REQUIREDEXTERIOR9' 1-1/8" 2x6@ 16'' O.C.10' 1-1/8"2x6@ 16'' O.C.11' 1-1/8"2x6@ 16'' O.C.INTERIOR LOADBRGALL2x_ @ MAX 16" OCINTERIORNON-LOAD BRGALL2x_ @ MAX 24" OCBALLOONFRAMED18' 0'' 2x6@ 12'' O.C.20' 0''(2) 2x6 @ 16'' O.C.212 2x6NOTE 1420- WSP 20- WSP 212 2x6 NOTE 18b N O T E 1 8 b N O T E 1 8 b N O T E 1 8 b N O T E 1 8 c N O T E 1 8 c NOTE 18b EDGE NAIL SHEATHING @ 3" OC NOTE 18b NOTE 18b NOTE 18b NOTE 18b NOTE 18aNOTE 18a N O T E 1 8 a NOTE 18a NOTE 18a - BALLOON FRAME WALLCONT. FROM FOUND. TO RAFTERS NOTE 18b N O T E 1 8 a - B A L L O O N F R A M E W A L L C O N T . F R O M F O U N D . T O R A F T E R S NOTE 18b - BALLOON FRAME WALL CONT. FROM FOUND. TO OUTLOOKERS BEAM BM4BEAM BM5BEAM BM6BEAM BM6 BEAM BM7BEAM BM7 BEAM BM7 BEAM BM7 S E E D E T A I L A 9 / S D . 3 P O R T A L F R A M E @ E A C H S E G M E N T A 5 S D . 2 ( 2 ) 2 x 1 2 C O N T H D R ( L E N G T H = 1 4 ' - 7 1 2 " ) 1 2 2 2 x 1 2 BEAM BM1 1 1 2 2 x 6 1 1 2 2 x 6 P O R T A L F R A M E @ E A C H S E G M E N T A 5 S D . 2 2 2 2 9 1 4 " L V L ( 2 ) 2 x 1 2 C O N T H D R ( L E N G T H = 1 0 ' - 9 " ) N O T E 1 4 PLATFORM FRAME WALL FROM 1ST LVL DBLTOP PLT TO RAFTERS OR BALLOON FRAMEWALL CONT. FROM FOUND. TO RAFTERS ( 2 ) 1 1 1 4 " L V L ( 2 ) 1 1 1 4 " L V L H U C 4 1 0 ( 2 ) 2 x 1 2 E D G E N A I L S H E A T H I N G @ 3 " O C S E E D E T A I L B 6 / S D . 2 C A N T I L E V E R F L O O R A B O V E - S E E S 1 . 1 2 2 2 9 1 4 " L V L - 2 C S 1 8 - - 3 2 2 1 1 1 4 " L V L - 2 C S 1 8 - - - 2 C S 1 8 - - BEAM BM3 H T T 4 3 S I N C L U S I V E O F J A C K / K I N G S T U D S H T T 4 3 S 1 1 2 2 x 8 3 2 2 1 1 1 4 " L V L 1 2 C S 1 8 H T T 4 1 2 C S 1 8 H T T 4 B E A M B M 2 2 1 2 2 x 1 0 N O T E 1 4 1 2 C S 1 8 H T T 4 D T T 2 Z 2 S 2 1 2 2 x 8 2 1 2 2 x 8 2 1 2 2 x 1 0 N O T E 1 4 1 1 C S 1 8 D T T 2 Z 1 1 C S 1 8 D T T 2 Z P O R T A L F R A M E @ E A C H S E G M E N T A 5 S D . 2 ( 2 ) 2 x 1 2 C O N T H D R ( L E N G T H = 5 ' - 1 1 " ) 1 1 2 2 x 6 2 1 2 2 x 6 2 1 2 2 x 6 2 1 2 2 x 6 1 1 2 2 x 6 1 1 2 2 x 6 1 1 2 2 x 1 0 G I R D E R F G 0 1 G I R D E R F 2 0 S E E D E T A I L B 6 / S D . 2 S E E D E T A I L B 6 / S D . 2 ( 2 ) 2 x 1 2 ( 2 ) 2 x 1 2 ( 2 ) 2 x 1 2 S D . 2 B 5 6 x 6 P O S T ( 2 ) T O T A L S D . 2 B 5 6 x 6 P O S T ( 2 ) T O T A L 1 1 2 2 x 6 2 1 2 2 x 8 1 1 C S 1 8 D T T 2 Z 1 1 2 2 x 6 1 1 2 2 x 6 H T T 4 3 S D T T 2 Z 3 S D T T 2 Z 3 S 1 1 C S 1 8 D T T 2 Z 2 3 1 9 1 4 " L V L O N L Y ( 1 ) J A C K & ( 1 ) K I N G R E Q ' D T H I S S I D E 2 2 1 9 1 4 " L V L 1 1 C S 1 8 D T T 2 Z 2 1 2 2 x 6 1 1 C S 1 8 D T T 2 Z ( 2 ) 2 x 8 ( 2 ) 2 x 8 2 1 2 2 x 6 S E E D E T A I L B 6 / S D . 2 S E E D E T A I L B 6 / S D . 2 1 1 2 2 x 8 S D . 2 B 5 6 x 6 P O S T ( 2 ) T O T A L C A N T I L E V E R F L O O R A B O V E - S E E S 1 . 1 ( 2 ) 2 x 8 - - 2 S 1 2 2 2 x 1 2 1 1 C S 1 8 D T T 2 Z 122 2x12 122 2x1211CS18DTT2Z11CS18DTT2Z32 316" LVL 1 2 C S 1 8 H T T 5 12CS18HTT5 D E S C R I P T I O N D A T E S H E E T N U M B E R R E V I S I O N S 13241 BARTRAM PARK BLVD #601 JACKSONVILLE, FL 32258 P 904-503-3283 RUSSROW.COM C.A. No. 32756 P R O J E C T N U M B E R D E S I G N E D R E V I E W E D S H E E T N A M E A D A M K . R U S S E L L , P E F L L I C E N S E N O . 7 7 6 9 3 0 1 - 1 2 - 2 0 2 1 A K R B D P 2 0 - 1 0 5 2 DUVAL COUNTYATLANTIC BEACH, FL 32233723 SHERRY DRIVE BRIGHTON RESIDENCE B 7 S D . 2 T Y P @ P O R C H E S B 7 S D . 2 T Y P @ P O R C H E S S 1 . 1 1 s t L E V E L R O O F / F L O O R S c a l e : 1 / 4 " = 1 ' - 0 " 1 S T L E V E L R O O F / F L O O R P L A N 1 . 1 T H I S I T E M H A S B E E N D I G I T A L L Y S I G N E D A N D S E A L E D B Y A D A M K . R U S S E L L , P E O N U S I N G A D I G I T A L S I G N A T U R E . P R I N T E D C O P I E S O F T H I S D O C U M E N T A R E N O T C O N S I D E R E D S I G N E D A N D S E A L E D . 0 1 - 1 2 - 2 0 2 1 FLOOR TRUSSES7. FASTEN ALL FLOOR TRUSSES TO DBL TOP PLT W/ (3) 10d TOE-NAILS8. SEE TRUSS PLAN AND TYPICAL DETAILS B1 TO B3 FOR ALL ADDITIONAL UPLIFTCONNECTIONS REQ9. TRUSSES SHALL BE INSTALLED AND BRACED IN ACCORDANCE W/ THE SBCA BCSIGUIDE10.WHERE TRUSSES BEAR PERPENDICULAR TO SUPPORTS INSTALL CONT. 2x_ No.2SYP RIBBON BOARD AS SHOWN IN DETAIL B1/SD.1, ATTACH RIBBON BOARD TOEACH TRUSS W/ MIN (4) 10d FACE-NAILS11.PROVIDE CRIPPLE STUDS/SQUASH BLOCKS WITHIN FLOOR SYSTEM BELOW UPPERLEVEL MULTI-PLY STUD GROUPS, STUD/BLOCK PLIES TO MATCH No. PLIES ABOVE.12.PRE-MANUFACTURED SHEAR PANELS TO BE INSTALLED AS SHOWN IN TRUSSLAYOUT, FASTEN TO WALL DBL TO PLT BELOW AND FLOOR DECK FROM ABOVE W/10d @ 3" OCFLOOR SHEATHING13.SHEATH FLOOR FRAMING W/ 2332" TONGUE AND GROOVE OSB OR PLYWOOD.14.FASTEN SHEATHING TO ALL SUPPORTING MEMBERS W/ 10d COMMON @ 6" OC ATALL PANEL EDGES AND 12" OC IN THE FIELD.BEAM FASTENING15.FASTEN EACH BEAM PLY TOGETHER WITH FOLLOWING, UNO ON PLAN OR PERTRUSS MANUFACTURER'S SPECIFICATIONS:a. 2-PLY (3) ROWS 10d @ 12" O.C. STAGGERED.b. 3-PLY(3) ROWS 10d @ 6" O.C. STAGGERED.c. 4-PLY(2) ROWS 12" DIA.THRU BOLT W/ NUT AND WASHER @ 16"O.C. STAGGERED. PROVIDE 2" EDGE DISTANCE TRUSS FRAMING NOTES:ROOF TRUSSES1. FASTEN ALL ROOF TRUSSES TO DBL TOP PLT/BEAM W/ (3) 10d TOE-NAILS2. SEE TRUSS PLAN AND TYPICAL WALL SECTIONS, SHEET SD.1, FOR ALL ADDITIONALUPLIFT CONNECTIONS REQ3. TRUSSES SHALL BE INSTALLED AND BRACED IN ACCORDANCE W/ THE SBCA BCSIGUIDEROOF SHEATHING4. SHEATH ROOF FRAMING PER THE FOLLOWING SPECIFICATIONS, SHEATHING SHALLBE INSTALLED W/ LONG DIMENSION PERPENDICULAR TO SUPPORTSa. TILE & METAL: MIN 1532" 32/16 SPAN RATED OSB OR PLYWOODb. ALL OTHERS: MIN 716" 24/16 SPAN RATED OSB OR PLYWOOD5. FASTEN SHEATHING TO ROOF FRAMING PER SPECIFICATIONS BELOW, REFERENCEROOF ZONES, SHEET 0.0.a. MIN 1532" 32/16 SPAN RATED SHEATHINGa.a. ZONES 1 & 2e: FASTEN W/ RSRS-03 @ 6" OC EDGE, 12" OC FIELDa.b. ALL OTHER ZONES: FASTEN W/ RSRS-03 @ 6" OC EDGE, 6" OC FIELDb. MIN 716" 24/16 SPAN RATED SHEATHINGb.a. ZONES 1 & 2e: FASTEN W/ RSRS-01 @ 6" OC EDGE, 12" OC FIELDb.b. ALL OTHER ZONES: FASTEN W/ RSRS-01 @ 6" OC EDGE, 6" OC FIELD6. AT LOCATIONS WHERE ROOF IS ADJACENT TO WALL/FLOOR FRAMING, PROVIDE 2x_NAILER SLOPED TO MATCH ROOF PITCH. FASTEN NAILER TO EACH VERTICALWALL/FLOOR FRAMING MEMBER W/ (3) 10d @ MAX 24" OC, EDGE NAIL ROOFSHEATHING TO NAILER BM1 B M 2 BM3 B M 5 B M 4 BM7 BM7 BM7BM7BM6 B M 6 F 0 2 F 0 2 F 0 2 F 0 2 F 0 3 F 0 4 F 0 4 F 0 5 F 0 5 F 0 4 F 0 4 F 0 3 F 0 2 F 0 2 F 0 2 F 0 2 F 0 2 F 0 2 F 2 5 F 2 5 F 2 6 F 2 7 F 2 8 F 2 8 F 2 8 F 2 8 F 2 9 F 2 1 F 2 2 F 2 3 F G 0 1 F 3 0 F 3 1 F35 F35 F36 F37 F37 F37 F38 F38 F38 F38 F 3 3 F 3 2 F 1 3 F 1 3 F 1 3 F 1 3 F 1 3 F 1 3 F 1 3 F 1 3 F 1 4 F 1 4 F 1 5 F 1 5 F 1 6 F 2 0 F 1 7 F39 F 1 2 F 0 1 F34 F 0 4 F 2 4 A F 2 4 F 1 9 F 1 9 A F 0 1 F 0 2 F 0 2 F 0 2 F 1 3 F 0 2 F 5 0 F53 F53 F53F53F53F53F53F53F53F53F53F53F54F52F51F52F51 F 5 0 F 5 0 F 5 0 F 5 0 F 5 0 F 5 0 F 5 0 F 5 0 F 5 0 F 5 0 F 5 0 F 5 5 F 5 5 F 5 5 F 5 5 F 5 5 F 5 0 F 5 5 D04 D05 D05 D04 D01 D02 D02 D02 D02 D02 D02 D02 D02 D06 D07 D07 D07 D07 D07 D07 D07 D06 D18 D17 D17 D17 D17 D17 D18 D16 D15 D15 D15 D15 D16 D13 D14 D14 D14 D14 D09D10D10D10D10D10D10D10D10D10D10D09 D08D03D03D03D03D03D03 D03 D12 D12 D12 D12 D11 D08 D04 D04 D05 D05 HGUS412 HGUS412 HGUS412HGUS412THAC422THAC422THAC422 T H A C 4 2 2 3-00-00 21-00-00 3-00-00 10-06-00 4-00-00 2 - 0 0 - 0 0 43-00-00 12-06-00 61-06-00 9-06-0032-00-00 1 2 - 0 0 - 0 0 4 - 0 5 - 0 0 6 - 0 2 - 0 0 4 - 0 5 - 0 0 8 - 0 6 - 0 0 8 - 0 0 - 0 0 8 - 0 6 - 0 0 1 1 - 0 0 - 0 0 1-00-00 1 0 5 - 0 6 - 0 0 1 5 - 0 0 - 0 0 3 1 - 0 0 - 0 0 1-07-00 6 - 0 2 - 1 5 6-02-00 6 - 0 2 - 1 5 6 - 0 2 - 1 5 1 - 0 7 - 0 0 2 - 0 6 - 0 0 2 - 0 0 - 0 0 6 - 0 6 - 0 0 4 - 0 0 - 0 0 2 - 0 6 - 0 0 9 - 0 3 - 0 0 2-00-00 1-06-00 2-00-00 2-00-00 1-08-14 9-02 2-00-00 2-00-00 2-00-00 2-00-00 1-00-00 2-00-00 2-00-00 1-08-14 1 - 1 0 - 0 4 14-04-0014-04-0014-04-00 1 - 1 0 - 0 4 1 - 0 4 - 0 0 1 - 0 0 - 0 0 1 - 0 8 - 0 0 1 - 0 4 - 0 0 1 - 0 8 - 0 8 10-04 1 - 0 6 - 0 0 3-00-003-00-00 4-03-08 1-02-04 1-04-00 1-04-00 1-04-00 1-04-00 1-04-00 1-04-00 1-04-00 1-04-00 1-04-00 C1SD.1C5SD.2 2'-0" ±2'-0" ±C5SD.2 2'-0" ±C5SD.2 2 ' - 0 " ± C 5 S D . 2 C1SD.12x6 No. 2 SYP LEDGER, FASTENTO EACH TRUSS VERTICAL W/(4) 10d COMMON @ MAX 24" OC ( 2 ) H T S 2 0 O R ( 2 ) M S T A 2 4 H T S 2 0 H T S 2 0 2x6 No. 2 SY P L E D G E R , FASTEN TO E A C H W A L L STUD W/ (4) 1 0 d C O M M O N 2 x 6 N o . 2 S Y P L E D G E R , F A S T E N T O E A C H T R U S S V E R T I C A L W / ( 4 ) 1 0 d C O M M O N @ M A X 2 4 " O C H T S 2 0 H T S 2 0 H T S 2 0 H T S 2 0 H T S 2 0 O R M S T A 2 4 H T S 2 0 O R M S T A 2 4 H T S 2 0 O R M S T A 2 4 H T S 2 0 HTS20 TO SWEND STUDSHTS20HTS20HTS20 H T S 2 0 B 1 S D . 1 B 1 S D . 1 B 3 S D . 1 B 3 S D . 1 B 2 S D . 1 B 2 S D . 1 B 1 S D . 1 B 3 S D . 1 @ F L O O R C 1 S D . 1 A 3 S D . 1 C 1 S D . 1 C 1 S D . 1 S I M B 3 S D . 1 2 x 1 0 N o . 2 S Y P L E D G E R , F A S T E N T O E A C H T R U S S M E M B E R W / 1 0 d C O M M O N @ 4 " O C 2 x 1 0 N o . 2 S Y P L E D G E R , F A S T E N T O E A C H T R U S S M E M B E R / W A L L S T U D W / ( 4 ) 1 0 d B 9 S D . 3 C 5 S D . 2 2 ' - 0 " ± C 5 S D . 2 S I M - N O A N G L E B R A C E R E Q ' D B 1 0 S D . 3 ( 2 ) 2 x 4 B L O C K I N G B E T W E E N T R U S S T C , F A S T E N W / ( 3 ) 1 0 d T O E - N A I L S E A C H E N D ( 2 ) 2 x 4 B L O C K I N G B E T W E E N T R U S S T C , F A S T E N W / ( 3 ) 1 0 d T O E - N A I L S E A C H E N D A 3 S D . 1 C O N T . 2 x 4 R I M B O A R D B 1 0 S D . 3 C 1 S D . 1 B 9 S D . 3 C O N T . 2 x 4 R I M B O A R D B 1 S D . 1 B 3 S D . 1 @ F L O O R C 5 S D . 2 S I M - N O A N G L E B R A C E R E Q ' D S E E T R U S S L A Y O U T P R O V I D E D B Y T R U S S M A N U F A C T U R E R F O R A L L D I M E N S I O N S N O T S H O W N O N P L A N B1SD.1 @ FLOOR B 1 S D . 1 B 1 0 S D . 3 B10SD.3 D E S C R I P T I O N D A T E S H E E T N U M B E R R E V I S I O N S 13241 BARTRAM PARK BLVD #601 JACKSONVILLE, FL 32258 P 904-503-3283 RUSSROW.COM C.A. No. 32756 P R O J E C T N U M B E R D E S I G N E D R E V I E W E D S H E E T N A M E A D A M K . R U S S E L L , P E F L L I C E N S E N O . 7 7 6 9 3 0 1 - 1 2 - 2 0 2 1 A K R B D P 2 0 - 1 0 5 2 DUVAL COUNTYATLANTIC BEACH, FL 32233723 SHERRY DRIVE BRIGHTON RESIDENCE 2 x 8 N o . 2 S Y P L E D G E R , F A S T E N T O E A C H T R U S S V E R T I C A L W / ( 6 ) 1 0 d C O M M O N @ M A X 2 4 " O C C 1 S D . 1 S I M S 2 . 0 2 n d L E V E L F R A M I N G S c a l e : 1 / 4 " = 1 ' - 0 " 2 N D L E V E L F R A M I N G P L A N 2 . 0 T H I S I T E M H A S B E E N D I G I T A L L Y S I G N E D A N D S E A L E D B Y A D A M K . R U S S E L L , P E O N U S I N G A D I G I T A L S I G N A T U R E . P R I N T E D C O P I E S O F T H I S D O C U M E N T A R E N O T C O N S I D E R E D S I G N E D A N D S E A L E D . 0 1 - 1 2 - 2 0 2 1 2 1 2 2 x 6 2 1 2 2 x 6 2 1 2 2 x 6 2 1 2 2 x 6 NOTE 18a NOTE 18a NOTE 18a NOTE 18a NOTE 18a N O T E 1 8 b N O T E 1 8 b N O T E 1 8 b E D G E N A I L S H E A T H I N G @ 3 " O C N O T E 1 8 b N O T E 1 8 b N O T E 1 8 b N O T E 1 8 b N O T E 1 8 b N O T E 1 8 b NOTE 18b - BALLOON FRAME WALL CONT. FROM TOP OF FLOOR SYSTEM TO OUTLOOKERS NOTE 18a 2 1 2 2 x 6 2 1 2 2 x 6 2 1 2 2 x 6 N O T E 1 4 2 1 2 2 x 6 G I R D E R A 0 7 GIRDER B11 2 1 2 2 x 6 N O T E 1 4 2 1 2 2 x 6 N O T E 1 4 2 1 2 2 x 6 2 1 2 2 x 6 2 1 2 2 x 6 N O T E 1 4 2 0 - W S P 1 1 2 2 x 6 1 1 2 2 x 6 2 1 2 2 x 6 2 1 2 2 x 6 2 1 2 2 x 6 1 1 2 2 x 6 NOTE 18a NOTE 18a212 2x6NOTE 14 S E E D E T A I L A 9 / S D . 3 NOTE 18b - BALLOON FRAME WALL CONT. FROM FOUND. TO OUTLOOKERS 2 1 2 2 x 6 N O T E 1 4 NOTE 18b - BALLOON FRAME WALL CONT. FROMTOP OF FLOOR SYSTEM TO OUTLOOKERS20- WSP 2 0 - W S P E D G E N A I L S H E A T H I N G @ 3 " O C 1 1 2 2 x 6 1 1 2 2 x 6 - - 2 S * - - 2 S * C S 1 8 2 S 1 1 2 2 x 6 GIRDER B05 GIRDER B05 C S 1 8 3 S C S 1 8 3 S C S 1 8 3 S L O A D - B E A R I N G W A L L B E L O W - S E E S 1 . 0 NON-LOAD BEARING KNEE-WALL UP TO ROOF FRAMING - RAFTERS TO BEAR ON EX T E R I O R W A L L - S E E S 1 . 0 L O A D - B E A R I N G W A L L B E L O W - S E E S 1 . 0 LOAD-BEARING WALLBELOW - SEE S1.0 LOAD-BEARING WALLBELOW - SEE S1.0 NON-LOAD BEARINGKNEE-WALLUP TO ROOF FRAMING NON-LOAD BEARINGKNEE-WALLUP TO ROOF FRAMING N O N - L O A D B E A R I N G K N E E - W A L L U P T O R O O F F R A M I N G D E S C R I P T I O N D A T E S H E E T N U M B E R R E V I S I O N S 13241 BARTRAM PARK BLVD #601 JACKSONVILLE, FL 32258 P 904-503-3283 RUSSROW.COM C.A. No. 32756 P R O J E C T N U M B E R D E S I G N E D R E V I E W E D S H E E T N A M E A D A M K . R U S S E L L , P E F L L I C E N S E N O . 7 7 6 9 3 0 1 - 1 2 - 2 0 2 1 A K R B D P 2 0 - 1 0 5 2 DUVAL COUNTYATLANTIC BEACH, FL 32233723 SHERRY DRIVE BRIGHTON RESIDENCE PLANK HDRSIZEMAXCLEARSPAN2x45' 10''2x68' 6''(2) 2x48' 3''(2) 2x612' 0'' * * I F ( ) S H O W N , ( 2 ) S D W C 1 5 6 0 0 R E Q T O P P L T T O S T U D 1 1 C S 1 8 D T T 2 Z H E A D E R C A L L O U T 1 1 2 2 x 6 N o . O F H D R P L I E S H D R S I Z E N o . O F J A C K S T U D S N o . O F K I N G S T U D S S T U D G R O U P C A L L O U T N o . O F S T U D S R E Q , M A T C H W A L L W I D T H U N O H O L D D O W N / S T R A P T O F R A M I N G B E L O W I N T E R I O R L O A D B R G W A L L W / U P L I F T I N T E R I O R L O A D B R G W A L L W / O U P L I F T H D R / B E A M L E G E N D & S Y M B O L S 2 C S 1 8 2 S N o . O F H O L D D O W N / S T R A P S R E Q ( I F M U L T I P L E ) H E A D E R U P L I F T C O N N E C T I O N C A L L O U T T Y P E O F S T R A P R E Q H O L D D O W N / S T R A P T O F R A M I N G B E L O W N o . O F H O L D D O W N / S T R A P S R E Q N o . O F H D R T O J A C K S T R A P S R E Q FRAMING NOTES:BOTTOM PLATENo.2 SYP (PT @ 1ST LEVEL)1. 1ST LEVEL BOTTOM PLT TO BE ANCHORED TO SLAB W/ 12"Ø x 6" LONG TITEN HDOR 12"Ø A36 (36ksi) ATR EPOXY ANCHOR W/ NUT AND 3" SQUARE x 0.229"WASHER2. ANCHORS TO BE INSTALLED EACH SIDE OF OPENING (MIN 6" FROM JACK/KINGGROUP), WITHIN 12" OF THE PLT BREAK AND @ MAX 48" OC, SEE NOTE 18 FORSHEARWALL ANCHOR SPACING3. MIN (2) ANCHORS PER PLT SEGMENT4. 2ND LEVEL BOTTOM PLT TO RIBBON BOARD/TOP CHORD BELOW W/ 10d @ 6"OC, SEE NOTE 18 FOR SHEARWALL NAIL SPACINGDOUBLE TOP PLATENo.2 SYP5. ALL TOP PLATES TO BE DOUBLED - FASTEN TOP PLATES TOGETHER W/ (2)ROWS 10d @ MAX 12" OC STAGGERED6. END JOINTS OF DBL TOP PLT TO BE OFFSET MIN 48" AND SPLICED TOGETHERW/ MIN (2) ROWS 10d @ 6" OC STAGGERED, MIN (16) 10d ALONG SPLICE7. LAP ALL TOP PLT AT CORNERS OF EXTERIOR WALLS AND INTERSECTIONS WITHINTERIOR LOAD BRG WALLS, FASTEN PLATES TOGETHER AT LAP W/ (3) 10dFACE-NAILSSTUDSNo.2 SPF OR No.2 SYP8. FASTEN ALL STUDS TO TOP AND BOTTOM PLT W/ MIN (4) 10d TOE-NAILS OR (3)10d FACE-NAILS9. FASTEN ALL MULTI-STUD GROUPS TOGETHER W/ (2) ROWS 10d @ 12" OCSTAGGERED HEADER FRAMINGNo.2 SYP, LSL, OR LVL10.SEE FRAMING PLAN FOR ALL HDR LOCATIONS, SIZING AND STRAPPINGREQUIREMENTS. SEE HDR CALLOUT BELOW FOR ADDITIONAL INFORMATION11.FASTEN ALL PLIES OF HDR TOGETHER W/ (2) ROWS 10d @ 12" OC STAGGERED12.FASTEN HEADER TO KING STUDS PER THE FOLLOWING:a. 2x4 OR 2x6 HEADER(4) 10d TOE-NAILS OR FACE-NAILSb. 2x8 OR 2x10 HEADER(6) 10d TOE-NAILS OR FACE-NAILSc. 2x12, LSL OR LVL HEADER (8) 10d TOE-NAILS OR FACE-NAILS13.SEE WSP HEADER DETAIL C4/SD.1 FOR INSTALLATION SPECIFICATIONS14.MIN (2) JACK STUDS REQ BETWEEN OPENINGS, SEE DETAIL B4/SD.1 FORINSTALLATION SPECIFICATIONSWALL SHEATHING15.SHEATH ALL EXTERIOR WALLS W/ 716" 24/16 SPAN RATED OSB OR PLYWOOD.SHEATHING SHALL BE INSTALLED HORIZONTALLY OR VERTICALLY WITH 2x4 MINSPF BLOCKING AT ALL HORIZONTAL PANEL EDGES16.FASTEN SHEATHING TO WALL FRAMING W/ 8d COMMON @ 6" OC AT ALL PANELEDGES AND 12" OC IN THE FIELD, UNO ON PLAN17.FASTEN SHEATHING TO EACH STUD OF MULTI-PLY STUD GROUP AND EACHKING STUD W/ 8d COMMON @ 12" OC18.SPECIAL SHEARWALL SHEATHING: FASTEN MIN 716" 24/16 SPAN RATED OSB ORPLYWOOD TO WALL FRAMING W/ 8d COMMON @ 6" OC AT ALL PANEL EDGESAND 12" O.C. IN THE FIELD, UNO ON PLAN. PROVIDE THE FOLLOWING BOTTOMPLT ANCHORAGE & CONNECTIONS @ EACH END OF SHEARWALL EXTENTS ASDENOTED ON FRAMING PLAN. SEE TYPICAL SHEARWALL FRAMING ELEVATIONON DETAIL SHEETS.PLAN NOTELEVELNO. STUDSREQ. EACH END HOLDDOWN/STRAPPING REQ.EACH END BOTTOM PLTANCHOR/NAILSPACINGNOTE 18a1ST2DTT2Z48" OCUPPER(1) CS18 6" OCNOTE 18b1ST2HTT4 24" OCUPPER(2) CS18 3" OCNOTE 18c1ST3HTT5 24" OCUPPER(3) CS18 3" OCNOTE 18d1ST3HDQ8-SDS3 24" OCUPPER(1) MSTC403" OC WALL TYPE MAXWALLHEIGHTSTUDS REQUIREDEXTERIOR9' 1-1/8" 2x6@ 16'' O.C.10' 1-1/8"2x6@ 16'' O.C.11' 1-1/8"2x6@ 16'' O.C.INTERIOR LOADBRGALL2x_ @ MAX 16" OCINTERIORNON-LOAD BRGALL2x_ @ MAX 24" OCBALLOONFRAMED18' 0'' 2x6@ 12'' O.C.20' 0''(2) 2x6 @ 16'' O.C. M I T E R & L A P C O R N E R S O F D B L T O P P L T & F A S T E N T O G E T H E R A R O U N D C O R N E R W / ( 2 ) H O R I Z O N T A L M S T A 2 4 A S S H O W N @ E A C H C O R N E R O F O C T A G O N B A L L O O N F R A M E W A L L C O N T . F R O M T O P O F B E A M T O O U T L O O K E R S 2 0 - W S P G I R D E R A 1 2 GIRDER B10 C S 1 8 2 S A 1 2 A 0 7 A 0 1 A 0 2 A 0 2 A 0 2 A 0 3 A 0 3 A 0 3 A 0 3 A 0 3 A 0 3 A 0 3 A 0 4 A 0 5 A 0 6 C03 C04 C04 C03 C01 C02 C02 C01 B03 B03 A 0 8 A 0 9 A 0 9 A 0 9 A 0 9 A 0 9 A 0 9 A 0 9 A 1 0 A 1 1 B02A B11 B06 B04 B04 B04 B05 B05 A 1 3 A 1 4 A 1 5 A 1 6 A 1 6 A 1 6 A 1 6 A 1 6 A 1 6 A 1 6 A 1 7 A 1 8 B09 B09 B08 B07 B04 B04 B04 B02 B02 B02 B01 B10 B01 C 0 5 C 0 6 C 0 6 C 0 6 C 0 6 C 0 6 C 0 6 C 0 5 C 0 5 C 0 6 C 0 6 C 0 6 C 0 5 B01 B01 B02 B02 2-06-00 1 5 - 0 0 - 0 0 6 - 0 0 - 0 0 6 - 0 0 - 0 0 9 - 0 7 - 0 8 5 - 1 0 - 0 8 3 - 0 6 - 0 0 2 - 0 0 - 0 0 14-04-00 14-04-00 14-04-00 2 - 0 0 - 0 0 1 9 - 0 6 - 0 0 7 - 0 6 - 0 0 1-07-00 1 - 0 7 - 0 0 6 - 0 2 - 1 5 6 - 0 2 - 0 0 6 - 0 2 - 1 5 6-02-00 6 - 0 2 - 1 5 1 0 - 0 0 - 0 0 1-06-00 20-00-08 1-10-08 2-00-00 2-00-00 1-04-00 1-04-00 1-04-00 1-04-00 1-04-00 1-04-00 1-04-00 1-10-08 2-00-00 2-00-00 1-02-00 1-04-00 2-02-00 S 2 . 1 2 n d L E V E L R O O F S c a l e : 1 / 4 " = 1 ' - 0 " 2 N D L E V E L R O O F P L A N 2 . 1 T H I S I T E M H A S B E E N D I G I T A L L Y S I G N E D A N D S E A L E D B Y A D A M K . R U S S E L L , P E O N U S I N G A D I G I T A L S I G N A T U R E . P R I N T E D C O P I E S O F T H I S D O C U M E N T A R E N O T C O N S I D E R E D S I G N E D A N D S E A L E D . 0 1 - 1 2 - 2 0 2 1 OVERFRAMING NOTES7. ALL RAFTERS TO BE MIN 2x6 No.2 SYP @ 24" OC. MAX8. ALL VALLEY NAILERS TO BE 2x8 No.2 SYP, FASTEN TO TRUSS TC W/ (3) 10d FACE-NAILS9. EACH RAFTER TO NAILER W/ H310. ALL RIDGE BOARDS TO BE ONE NOMINAL SIZE LARGER THAN RAFTER SIZE11. FASTEN RAFTER TO RIDGE BOARD W/ (3) 10d TOE-NAIL12. FOR RAFTER SPANS GREATER THAN 10'-0", ADD 2x6 COLLAR TIES @ MAX 48" OC,LOCATED IN UPPER THIRD OF RAFTER. FASTEN TO RAFTER W/ (3) 10d FACE-NAILS13. SEE TABLE BELOW FOR ALLOWED RAFTER SPAN & SPACINGOVERHANG SCAB NOTES14. ALL TRUSS OVERHANG SCABS TO BE 2x6 No.2 SYP PT, UNO ON PLAN15. SCAB TO BACKSPAN ONTO TRUSS A MIN OF 2x THE OVERHANG LENGTH (I.E. @ 2'-0"OVERHANG THE TOTAL SCAB LENGTH = 6'-0" MIN) OR FULL LENGTH OF TRUSS TOPCHORD, WHICHEVER IS LESS16. FASTEN EACH 2x6 SCAB TO TRUSS TOP CHORD W/ (2) ROWS 10d @ 8" OC, STAGGEREDGARAGE RAFTER FRAMING No.2 SYP17. RAFTERS TO BE MIN 2x10 @ MAX 24" OC, UNO. - PROVIDE (2) 2x10 KING RAFTERS @DORMER AS SHOWN18. FASTEN ALL ROOF RAFTERS TO DBL TOP PLATE w/ (3) 10d TOE-NAILS AND (1) SDWC15600OR (1) H2.5T, UNO ON PLAN19. ATTACH EACH RAFTER TO RIDGE W/ (6) 10d TOE-NAILS, UNO ON PLAN20. PROVIDE (2) 2x BEAM UP WHERE SHOWN ON PLAN & HANG INTO DBL RAFTER W/ LUS28-221. FASTEN MULTI PLY BEAMS/RAFTERS TOGETHER W/ (2) ROWS 10d @ 12" OC, STAGGEREDKIDS LOFT RAFTER FRAMING No.2 SYP22. RAFTERS TO BE MIN 2x6 @ MAX 16" OC, UNO.23. HIPS TO BE MIN 2x824. PROVIDE FULL HEIGHT 8x8 OCTAGON KING POST TO SUPPORT ROOF AND CEILING25. FASTEN ALL ROOF RAFTERS TO DBL TOP PLATE w/ (3) 10d TOE-NAILS AND(1) SDWC15600 OR (1) H2.5T, UNO ON PLAN26. FASTEN EACH HIP TO DBL TOP PLT W/ (1) HGA10 CLIP27. ATTACH EACH RAFTER TO HIP W/ (4) 10d TOE-NAILS, UNO ON PLAN28. ATTACH EACH HIP TO 8x8 OCTAGON KING POST W/ (6) 10d TOE-NAILS, UNO ON PLAN RAFTER SPAN TABLERAFTER OCSPACINGLUMBER SIZE2x6 2x8 2x10 2x1212" 15'-7" 19'-8" 23'-5" N/A16" 13'-6"17'-1"20'-3" 23'-10"24"11'-0" 13'-11" 16'-6" 19'-6" ALL RAFTERS TO BE No.2 SYP (LL=20PSF, DL=10PSF)TRUSS FRAMING NOTES:ROOF TRUSSES1. FASTEN ALL ROOF TRUSSES TO DBL TOP PLT/BEAM W/ (3) 10d TOE-NAILS2. SEE TRUSS PLAN AND TYPICAL WALL SECTIONS, SHEET SD.1, FOR ALL ADDITIONALUPLIFT CONNECTIONS REQ3. TRUSSES SHALL BE INSTALLED AND BRACED IN ACCORDANCE W/ THE SBCA BCSIGUIDEROOF SHEATHING4. SHEATH ROOF FRAMING PER THE FOLLOWING SPECIFICATIONS, SHEATHING SHALLBE INSTALLED W/ LONG DIMENSION PERPENDICULAR TO SUPPORTSa. TILE & METAL: MIN 1532" 32/16 SPAN RATED OSB OR PLYWOODb. ALL OTHERS: MIN 716" 24/16 SPAN RATED OSB OR PLYWOOD5. FASTEN SHEATHING TO ROOF FRAMING PER SPECIFICATIONS BELOW, REFERENCEROOF ZONES, SHEET 0.0.a. MIN 1532" 32/16 SPAN RATED SHEATHINGa.a. ZONES 1 & 2e: FASTEN W/ RSRS-03 @ 6" OC EDGE, 12" OC FIELDa.b. ALL OTHER ZONES: FASTEN W/ RSRS-03 @ 6" OC EDGE, 6" OC FIELDb. MIN 716" 24/16 SPAN RATED SHEATHINGb.a. ZONES 1 & 2e: FASTEN W/ RSRS-01 @ 6" OC EDGE, 12" OC FIELDb.b. ALL OTHER ZONES: FASTEN W/ RSRS-01 @ 6" OC EDGE, 6" OC FIELD6. AT LOCATIONS WHERE ROOF IS ADJACENT TO WALL/FLOOR FRAMING, PROVIDE 2x_NAILER SLOPED TO MATCH ROOF PITCH. FASTEN NAILER TO EACH VERTICALWALL/FLOOR FRAMING MEMBER W/ (3) 10d @ MAX 24" OC, EDGE NAIL ROOFSHEATHING TO NAILER S E T G A B L E T R U S S T O I N S I D E F A C E O F W A L L & F A S T E N T C & B C T O T O P P L T / E A C H S T U D W / ( 3 ) 1 0 d C 7 S D . 2 C 1 S D . 1 C 6 S D . 2 C 5 S D . 2 C 1 S D . 1 C 1 S D . 1 C 8 S D . 2 3 ' - 0 " ± C 1 S D . 1 C 9 S D . 3 4'-0" ± 4'-0" ± C 5 S D . 2 5'-6" ± C 5 S D . 2 2 ' - 0 " ± C 1 S D . 1 @ G A B L E C 9 S D . 3 C 8 S D . 2 S I M @ G A B L E N O A N G L E B R A C E S R E Q ' D BALLOON FRAME WALL TO OUTLOOKERS BALLOON FRAME WALL TO OUTLOOKERS 2x10 RAFTERS @ 24" OC(2) 2x10 KING RAFTER(2) 2x10 KING RAFTER (2) 2x10 KING RAFTER(2) 2x10 KING RAFTER (2) 2x10 KING RAFTER(2) 2x10 KING RAFTER (2) 2x10 KING RAFTER(2) 2x10 KING RAFTER(2) 2x10 BEAM UP(2) 2x10 BEAM UP 2x12 RIDGE2x8 RAFTERS@ 24" OC 2x8 RAFTERS@ 24" OC C6SD.2 C 6 S D . 2 TYP @GARAGEDORMERSC10SD.3 PRE-FAB CUPOLABY OTHERS C1SD.1C1SD.1C1SD.1 C 5 S D . 2 4 ' - 6 " ± H T S 2 0 ( 2 ) S D W C 1 5 6 0 0 O R ( 1 ) M T S 1 2 ( 2 ) S D W C 1 5 6 0 0 O R ( 1 ) M T S 1 2 H T S 2 0 T O S W E N D S T U D S H T S 2 0 H T S 2 0 T O S W E N D S T U D S H T S 2 0 T O S W E N D S T U D S H T S 2 0 H T S 2 0 T O S W E N D S T U D S H T S 2 0 T O S W E N D S T U D S 2x10 CEILING JOIST @ 24" OCFASTENED TO RAFTER S c a l e : 1 / 4 " = 1 ' - 0 " GARAGE CEILI N G P L A N 2.1 S E E T R U S S L A Y O U T P R O V I D E D B Y T R U S S M A N U F A C T U R E R F O R A L L D I M E N S I O N S N O T S H O W N O N P L A N D E S C R I P T I O N D A T E S H E E T N U M B E R R E V I S I O N S 13241 BARTRAM PARK BLVD #601 JACKSONVILLE, FL 32258 P 904-503-3283 RUSSROW.COM C.A. No. 32756 P R O J E C T N U M B E R D E S I G N E D R E V I E W E D S H E E T N A M E A D A M K . R U S S E L L , P E F L L I C E N S E N O . 7 7 6 9 3 0 1 - 1 2 - 2 0 2 1 A K R B D P 2 0 - 1 0 5 2 DUVAL COUNTYATLANTIC BEACH, FL 32233723 SHERRY DRIVE BRIGHTON RESIDENCE C 2 S D . 1 C 2 S D . 1 2 x 6 O V E R H A N G S C A B , T Y P . - S E E N O T E S 2 x 6 O V E R H A N G S C A B , T Y P . - S E E N O T E S 2 x 6 O V E R H A N G S C A B , T Y P . - S E E N O T E S C 3 S D . 1 C 3 S D . 1 C 3 S D . 1 2x10 CEILING JOIST @ 24" O C FASTENED TO RAFTER 2 x 1 0 C E I L I N G J O I S T @ 2 4 " O C F A S T E N E D T O R A F T E R 2x12 OR 914" LVL CEILINGJOISTS @ @ 24" OC @DORMERS FASTENED TORAFTER & DBL TOP PLT 2x12 OR 914" LV L C E I L I N G JOISTS @ @ 2 4 " O C @ DORMERS FAS T E N E D T O RAFTER & DBL T O P P L T C E I L I N G F R A M I N G N O T E S : G A R A G E C E I L I N G F R A M I N G N o . 2 S Y P 1 . C E I L I N G J O I S T S T O B E 2 x 1 0 @ M A X 2 4 " O C , U N O O N P L A N ( 2 x 1 2 @ D O R M E R S ) 2 . C E I L I N G J O I S T S T O A L I G N W / R A F T E R S A S S H O W N & F A S T E N C E I L I N G J O I S T S T O R A F T E R S W / ( 8 ) 1 0 d , C E I L I N G H E I G H T P E R A R C H P L A N S 3 . F A S T E N 2 x 1 2 C E I L I N G J O I S T S @ D O R M E R S T O R A F T E R S W / ( 8 ) 1 0 d & T O D O R M E R D B L T O P P L T W / ( 3 ) 1 0 d T O E - N A I L S K I D S L O F T O C T A G O N C E I L I N G F R A M I N G N o . 2 S Y P 1 . C E I L I N G J O I S T S T O B E 2 x 6 @ M A X 1 6 " O C - L A Y O U T T O M A T C H R O O F P L A N B E L O W 2 . H I P C E I L I N G J O I S T S T O B E 2 x 8 3 . C E I L I N G J O I S T S T O A L I G N B E S I D E R A F T E R S & F A S T E N T O R A F T E R S W / ( 4 ) 1 0 d @ B E A R I N G W A L L S & T O 8 x 8 O C T A G O N K I N G P O S T W / ( 4 ) 1 0 d T O E - N A I L S 4 . H I P C E I L I N G J O I S T S T O A L I G N W / H I P R O O F R A F T E R S A B O V E - S E E D E T A I L S X / S D . 3 F O R C O N N E C T I O N T O R A F T E R A T B E A R I N G W A L L S 5 . F A S T E N E A C H H I P C E I L I N G J O I S T T O 8 x 8 O C T A G O N K I N G P O S T W / ( 6 ) 1 0 d T O E - N A I L S 2x10 CEILING JOISTEACH SIDE OF DBLRAFTERS AS SHOWN 2x10 CEILING JOISTEACH SIDE OF DBLRAFTERS AS SHOWN 2 x 6 N o . 2 S Y P R A F T E R S @ M A X 1 6 " O C , T Y P 2 x 8 H I P 2 x 8 H I P 2 x 8 H I P 2 x 8 H I P 2 x 8 H I P 2x8 H I P 2x8 H I P 2 x 8 H I P 8 x 8 N o . 2 S Y P O C T A G O N K I N G P O S T S D . 3 C 1 1 N O T E : K I D ' S L O F T C E I L I N G P L A N S I M T O R O O F P L A N - S E E C E I L I N G N O T E S A B O V E & S E C T I O N C 1 1 / S D . 3 @ OUTLOOKERS @ O U T L O O K E R S C 1 0 S D . 3 S I M S D . 1 D E T A I L S W S P H E A D E R F R A M I N G E L E V A T I O N M A X 3 6 1 2 " R O U G H O P E N I N G C R I P P L E S T U D R E Q A T E A C H E N D O F H D R , A S S H O W N · M I N 7 1 6 " O S B S H E A T H I N G , C O N T I N U O U S F R O M D B L T O P P L T T O S I L L P L T A B O V E O P E N I N G · F A S T E N S H E A T H I N G T O T O P P L T , C R I P P L E S , A N D H D R W / 8 d C O M M O N @ 3 " O C S I L L & C R I P P L E S T O F R A M E O U T R O U G H O P E N I N G MIN 9" O N E P L Y O F D B L T O P P L T M U S T S P A N C O N T A C R O S S O P E N I N G 2 0 - W S P N o . O F K I N G S T U D P E R P L A N I N T E R I O R L O A D - B E A R I N G W A L L A T F L O O R S Y S T E M - N O U P L I F T 2 N D L E V E L F L O O R S H E A T H I N G F L O O R T R U S S I N T E R I O R L O A D B R G W A L L P E R F R A M I N G N O T E S 2 x _ S P F B L O C K I N G B E T W E E N T R U S S T O P C H O R D S , F A S T E N E A C H E N D W / ( 3 ) 1 0 d F L O O R S H E A T H I N G T O B L O C K I N G P E R T R U S S F R A M I N G N O T E S H E A D E R P E R P L A N P L A N K H D R & C R I P P L E S B E L O W H E A D E R T O F R A M E O U T R O U G H O P E N I N G P R O V I D E B L O C K I N G B E T W E E N I N T E R M E D I A T E J A C K S A T H D R , F A S T E N W / ( 3 ) 1 0 d T O E - N A I L S E A C H E N D P R O V I D E M I N ( 2 ) I N T E R M E D I A T E J A C K S , S T U D S T O B E F R A M E D B E S I D E O P E N I N G S I N T E R M E D I A T E J A C K S T U D S A T H E A D E R P R O V I D E B L O C K I N G B E T W E E N I N T E R M E D I A T E J A C K S A T S I L L , F A S T E N W / ( 3 ) 1 0 d T O E - N A I L S E A C H E N D H D R T O E A C H I N T E R M E D I A T E J A C K W / S D W C 1 5 6 0 0 S E E " H E A D E R F R A M I N G E L E V A T I O N S " F O R T O P P L T T O H E A D E R & K I N G S T U D T O H E A D E R C O N N E C T I O N S H E A D E R P E R P L A N K I N G S T U D S T O T O P P L T : · O P E N I N G S < 6 F T : ( 1 ) S D W C 1 5 6 0 0 · O P E N I N G S > 6 F T : ( 2 ) S D W C 1 5 6 0 0 U N O O N P L A N · S D W C 1 5 6 0 0 S C R E W S M A Y B E I N S T A L L E D T O T H E W I D E F A C E O R N A R R O W F A C E O F K I N G S T U D · N O S C R E W S R E Q @ T H E F O L L O W I N G : · · 1 S T L E V E L O P E N I N G S < 3 F T W / 2 N D L E V E L F L O O R S Y S T E M A B O V E · · O P E N I N G S < 3 F T B E L O W G A B L E E N D T R U S S · · O P E N I N G S < 3 F T B E L O W J A C K T R U S S E S W / M A X 7 ' - 0 " C L E A R S P A N F A S T E N H D R T O T O P P L T W / S D W C 1 5 6 0 0 O R D S P @ 3 2 " O C N O T R E Q F O R O P E N I N G < 3 F T P L A N K H D R & C R I P P L E S B E L O W H D R T O F R A M E O U T R O U G H O P E N I N G H D R T O J A C K S T U D S W / C S 1 8 O R M S T A 2 4 , Q U A N T I T Y P E R P L A N P L A N K H D R & C R I P P L E S B E L O W H D R T O F R A M E O U T R O U G H O P E N I N G T Y P I C A L H E A D E R F R A M I N G H I G H U P L I F T H E A D E R F R A M I N G ( W H E R E S T R A P S A R E S P E C I F I E D O N P L A N ) H E A D E R F R A M I N G E L E V A T I O N S H D R T O T O P P L T W / S D W C 1 5 6 0 0 O R D S P @ 2 4 " O C H E A D E R P E R P L A N TYPICAL EXTERIOR WALL AT FOUNDATION WALL SHEATHING TO BOTTOMPLT PER FRAMING NOTES ANCHOR BOLT W/ NUT & WASHERAS REQ PER FRAMING NOTESFOUNDATION PER PLAN2" MIN EDGE DISTANCETYPICAL INTERIOR LOAD-B E A R I N G W A L L A T F O U N D A T I O N A N C H O R B O L T W / N U T & W A S H E R R E Q @ M A X 4 8 " O C & W I T H I N 1 2 " O F P L T B R E A K S , U N O O N P L A N E V E R Y O T H E R S T U D T O B O T T O M P L A T E W / S D W C 1 5 4 5 0 @ M A X 3 2 " O C F O U N D A T I O N P E R P L A N NOTE: WHERE "LOAD BRG WALL W/O UPLIFT " IS SHOWN ON FRAMING PLAN, THE STUD TOBOTTOM PLATE SCREWS MAY BE OMITTED & ANCHOR BOLTS MAY BE SPACED @ 72" OC TYPICAL EXTERIOR FLOOR SYSTEM- TRUSSES PERPENDICULAR WALL SHEATHING TO 2ND LEVELBOTTOM PLT PER FRAMING NOTES 2ND LEVEL BOTTOM PLT TORIBBON BOARD PER FRAMINGNOTES2x_ No. 2 SYP RIBBON BOARD PERTRUSS ENGINEERINGWALL SHEATHING TO 1ST LEVELDBL TOP PLT PER FRAMING NOTES SPLICE WALL SHEATHING MIN 12"ABOVE 2ND LEVEL BOTTOM PLT,FASTEN TO BLOCKING PER PLANSPLICE WALL SHEATHING MIN 12"BELOW 1ST LEVEL DBL TOP PLT,FASTEN TO BLOCKING PER PLAN MIN 12"MIN 12"MIN (5) FIELD NAILS PER STUDWITHIN TOP 12" WALL MIN (5) FIELD NAILS PER STUDWITHIN BOTTOM 12" OF WALL2ND LEVEL FLOOR SHEATHING E V E R Y O T H E R S T U D T O B O T T O M P L T W / S D W C 1 5 4 5 0 @ M A X 3 2 " O C E V E R Y F L O O R S Y S T E M M E M B E R T O D B L T O P P L T W / S D W C 1 5 6 0 0 @ M A X 2 4 " O C 2 N D L E V E L F L O O R S H E A T H I N G TYPICAL INTERIOR LOAD-BE A R I N G W A L L A T F L O O R S Y S T E M E V E R Y O T H E R S T U D T O D B L T O P P L T W / S D W C 1 5 6 0 0 @ M A X 3 2 " O C I N T E R I O R L O A D B R G W A L L P E R F R A M I N G N O T E S B O T T O M P L T T O E V E R Y F L O O R S Y S T E M M E M B E R W / S D W C 1 5 4 5 0 @ M A X 2 4 " O C N O T E : W H E R E " L O A D B R G W A L L W / O U P L I F T " I S S H O W N O N F R A M I N G P L A N , S T U D / P L T T O F L O O R S Y S T E M S C R E W S M A Y B E O M I T T E D W A L L S H E A T H I N G T O 2 N D L E V E L B O T T O M P L T P E R F R A M I N G N O T E S 2 N D L E V E L B O T T O M P L T T O R I B B O N B O A R D P E R F R A M I N G N O T E S W A L L S H E A T H I N G T O 1 S T L E V E L D B L T O P P L T P E R F R A M I N G N O T E S S P L I C E W A L L S H E A T H I N G M I N 1 2 " A B O V E 2 N D L E V E L B O T T O M P L T S P L I C E W A L L S H E A T H I N G M I N 1 2 " B E L O W 1 S T L E V E L D B L T O P P L T MIN 12"MIN 12" M I N ( 5 ) F I E L D N A I L S P E R S T U D W I T H I N T O P 1 2 " O F W A L L M I N ( 5 ) F I E L D N A I L S P E R S T U D W I T H I N B O T T O M 1 2 " O F W A L L T Y P I C A L E X T E R I O R F L O O R S Y S T E M - T R U S S E S P A R A L L E L 2 x 4 N o . 2 S Y P D I A G O N A L B R A C E @ 4 8 " O C , F A S T E N W / ( 3 ) 1 0 d T O E - N A I L S E A C H E N D 2 x 4 N o . 2 S Y P N A I L E R , F A S T E N T O T R U S S T O P C H O R D W / 1 0 d @ 6 " O C 2 N D L E V E L F L O O R S H E A T H I N G TYPICAL EXTERIOR ROOF-TO-WALL 2x_ No. 2 SYP DBL TOP PLTEVERY TRUSS/RAFTER TO TOP PLTW/ SDWC15600 @ MAX 24" OCEXTERIOR WALL STUDSPACING PER FRAMING NOTES ROOF DECKPRE-ENGINEERED WOODTRUSS ORCONVENTIONALLYFRAMED RAFTERFASCIAWIND-RATED SOFFIT BYCONTRACTORWALL SHEATHING,FASTEN TO DBL TOP PLTPER FRAMING NOTESTYPICAL INTERIOR LOAD-BE A R I N G R O O F - T O - W A L L EVERY TRUSS/RAFTER TOTOP PLATE W/ SDWC15600 @MAX 24" OCEVERY OTHER STUD TO TOPPLT W/ SDWC15600 @ MAX32" OCINTERIOR LOAD-BEARING STU D SPACING PER FRAMING NOTES N O T E : W H E R E " L O A D B R G W A L L W / O U P L I F T " I S S H O W N O N F R A M I N G P L A N , S T U D T O T O P P L A T E S C R E W S M A Y B E O M I T T E D T H I S I T E M H A S B E E N D I G I T A L L Y S I G N E D A N D S E A L E D B Y A D A M K . R U S S E L L , P E O N U S I N G A D I G I T A L S I G N A T U R E . P R I N T E D C O P I E S O F T H I S D O C U M E N T A R E N O T C O N S I D E R E D S I G N E D A N D S E A L E D . 0 1 - 1 2 - 2 0 2 1 A2 A 3 A 4 B 4 B 3 B2B1 C 4 C 3 A1 C1C2 D E S C R I P T I O N D A T E S H E E T N U M B E R R E V I S I O N S 13241 BARTRAM PARK BLVD #601 JACKSONVILLE, FL 32258 P 904-503-3283 RUSSROW.COM C.A. No. 32756 P R O J E C T N U M B E R D E S I G N E D R E V I E W E D S H E E T N A M E A D A M K . R U S S E L L , P E F L L I C E N S E N O . 7 7 6 9 3 0 1 - 1 2 - 2 0 2 1 A K R B D P 2 0 - 1 0 5 2 DUVAL COUNTYATLANTIC BEACH, FL 32233723 SHERRY DRIVE BRIGHTON RESIDENCE NOTE: WHERE TRUSS ALIGNS DIRECTLY OVERWALL STUD BELOW, FASTEN TRUSS TO TOP PLATEW/ (1) SDWC15600 INSTALLED FROM INSIDE FACEOF WALL AND FASTEN ALIGNED STUD BELOW TODBL TOP PLT W/ (1) SDWC15600 T Y P I C A L E X T E R I O R R O O F - T O - W A L L W / S C A B B E D O V E R H A N G 2 x _ N o . 2 S Y P D B L T O P P L T E V E R Y T R U S S / R A F T E R T O T O P P L T W / S D W C 1 5 6 0 0 @ M A X 2 4 " O C E X T E R I O R W A L L S T U D S P A C I N G P E R F R A M I N G N O T E S R O O F D E C K P R E - E N G I N E E R E D W O O D T R U S S F A S C I A W I N D - R A T E D S O F F I T B Y C O N T R A C T O R W A L L S H E A T H I N G , F A S T E N T O D B L T O P P L T P E R F R A M I N G N O T E S HEEL BLOCKING NOTES:·WHERE HEEL HEIGHT IS BETWEEN 9" TO 15", 2x8 SPF HEELBLOCKING REQ BETWEEN EACH TRUSS, ATTACH W/ (3) 10dTOENAILS EACH END AND 10d TOENAILS @ 6" OC TO DBL TOP PLT·WHERE TRUSS HEEL EXCEEDS 15", ADD 2x4 No.2 SYP BLOCKINGBETWEEN TRUSS TC, FASTEN TO TRUSS TC W/ (3) 10d TOE-NAILSEACH END. EXTEND WALL SHEATHING TO BLOCKING BETWEENEACH TRUSS & FASTEN W/ 10d @ 6"OC 2 x 6 O V E R H A N G S C A B P E R P L A N , T Y P S D . 2 D E T A I L S AASECTION A-AFOUNDATION PER PLAN POST TO FDN W/ ONE OFTHE FOLLOWING OPTIONS:·ABU44Z- 4x4 POST·ABU66Z- 6x6 POST·DTT2Z EACH BEAM TO POSTW/ CS18 OR MSTA24 EACH BEAM TO POSTW/ CS18 OR MSTA24 PT POST BELOWTYPICAL CONNECTION AT PORCH BEAM No. 2 SYP PT POST,SIZE PER PLAN STAGGER BEAM PLIESAS SHOWN TOPROVIDE BRG ON POSTNOTE:IF POST IS INSTALLED ON TOP OFCONCRETE PEDESTAL, INCREASEANCHOR LENGTH SUCH THAT MINEMBED DEPTH IS ACHIEVED BELOWSLAB ELEV M I N ( 3 ) F A S T E N E R S A T B E A M S P L I C E E N D J O I N T N A I L S P A C I N G A B O V E M U L T I - P L Y B E A M / H D R C O N N E C T I O N ( T O P - L O A D E D O N L Y ) 2 - P L Y ( 2 ) R O W S 1 0 d @ 1 2 " O C S T A G G E R E D 3 - P L Y ( 3 ) R O W S 1 0 d @ 1 2 " O C S T A G G E R E D , I N S T A L L E D F R O M E A C H F A C E 4 - P L Y ( 2 ) R O W S 6 " S D W S C R E W S @ 2 4 " O C S T A G G E R E D N O T E : · O P T I O N A L O S B F L I T C H M A Y B E A D D E D B E T W E E N B E A M P L I E S A T C O N T R A C T O R ' S D I S C R E T I O N · F A S T E N E R S U B S T I T U T I O N W / O S B F L I T C H : · · U S E 1 0 d C O M M O N I L O 1 0 d N A I L S · · S D W S C R E W S T O B E I N S T A L L E D F R O M E A C H F A C E F O R 4 - P L Y M E M B E R S M U L T I - P L Y S T U D C O N N E C T I O N 2 - P L Y 3 - P L Y 4 - P L Y ( 2 ) R O W S 1 0 d @ 1 2 " O C S T A G G E R E D ( 2 ) R O W S 1 0 d @ 1 2 " O C S T A G G E R E D , I N S T A L L E D F R O M E A C H F A C E ( 2 ) R O W S 6 " S D W S C R E W S @ 2 4 " O C S T A G G E R E D , I N S T A L L E D F R O M E A C H F A C E FASTENER SPACING W I D E - F A C E ( 2 ) R O W S O F F A S T E N E R S S T A G G E R E D GABLE ANGLE BRACING MIN 36" LONG No. 2 SYP 2x4NAILER TO GABLE VERTICALW/ 10d @ 3" OCGABLE TRUSS TO DBL TOPPLT W/ 10d TOE-NAILS @ 4"OCGABLE TRUSS TO DBL TOPPLT W/ SDWC15600 @ MAX48" OC MAX 16"OVERHANG 2x4 No. 2 SYP OUTLOOKER @MAX 24" OC OVER DROPPEDGABLE TO 2ND TRUSS BACK,FASTEN TO GABLE TC W/ H2.5TFASCIAPER ARCH DIAGONAL BRACE TO BLOCKINGW/ (6) 10d 2x4 No. 2 SYP BLOCKING BETWEENTRUSS TOP CHORDS FASTEN W/ (3)10d TOE-NAILS EACH ENDDIAGONAL BRACE TO 2x4NAILER W/ HGA10NOTES1. DETAIL SIMILAR FOR TRAY CEILINGAPPLICATIONS2. FOR PORCH LOCATIONS, 36" VERTICALNAILER AND DIAGONAL BRACE MAY BEOMITTED PROVIDED PORCH CEILING ISFULLY SHEATHED 2x6 No.2 SYP DIAGONALBRACE, FOR BRACE LENGTHS>8FT PROVIDE 2x6 T-BRACE 2x4 No. 2 SYP BLOCKINGBETWEEN OUTLOOKERS,FASTEN W/ (3) 10d TOE-NAILSEACH ENDOUTLOOKER TOTC W/ (3) 10dTOE-NAILS P O R C H S H E A T H I N G @ A L L E X T E R I O R P O R C H E S T R U S S E S P A R A L L E L T R U S S E S P E R P E N D I C U L A R F U L L Y S H E A T H P O R C H C E I L I N G W / 7 1 6 " 2 4 / 1 6 S P A N R A T E D O S B , F A S T E N W / 8 d C O M M O N S @ 3 " O C E D G E , 1 2 " O C F I E L D P R E - M A N U F . R O O F T R U S S B Y O T H E R S 2 x _ N o . 2 S Y P N A I L E R , F A S T E N T O B E A M W / 1 0 d @ 4 " O C 2 x _ N o . 2 S Y P N A I L E R , F A S T E N T O W A L L D B L T O P P L T W / 1 0 d @ 4 " O C P R E - M A N U F . R O O F T R U S S B Y O T H E R S F U L L Y S H E A T H P O R C H C E I L I N G W / 7 1 6 " 2 4 / 1 6 S P A N R A T E D O S B , F A S T E N W / 8 d C O M M O N S @ 3 " O C E D G E , 1 2 " O C F I E L D P R E - M A N U F . R O O F T R U S S B Y O T H E R S 2 x _ N o . 2 S Y P N A I L E R , F A S T E N T O B E A M W / 1 0 d @ 4 " O C 2 x _ N o . 2 S Y P B L O C K I N G , F A S T E N T O T R U S S B C W / ( 3 ) 1 0 d T O E - N A I L S E A C H E N D U P L I F T C O N N E C T O R S N O T S H O W N F O R C L A R I T Y , S E E S H E E T S D . 1 F O R T Y P I C A L W A L L S E C T I O N S PORCH BEAM TO WALL DET A I L S B E A M T O W A L L S T U D S W / H U C H A N G E R T O M A T C H B E A M D I M E N S I O N S BEAM POCKET AT TOP PLT E L E V BEAM B R G A B O V E T O P P L T E L E V W A L L S T U D S B E L O W P O R C H B E A M , N o . S T U D S T O M A T C H N o . B E A M P L I E S P E R P E N D I C U L A R W A L L F R A M I N G B E Y O N D , I F A P P L I C A B L E BEAM T O P E R P . W A L L STUD S W / H T S 2 0 O R T O PARA L L E L W A L L S T U D S W/ MS T A 2 4 WALL S T U D S B E L O W PORC H B E A M , N o . STUD S T O M A T C H N o . BEAM P L I E S PERPE N D I C U L A R W A L L FRAMI N G B E Y O N D , I F APPLI C A B L E B E A M W / H A N G E R A T T O P P L T E L E V NOTC H T O P O F B E A M 3" TO S I T B E L O W W A L L DBL T O P P L T B E A M T O P E R P . W A L L S T U D S / P O S T D O W N W / H T S 2 0 O R T O P A R A L L E L W A L L S T U D S / P O S T D O W N W / M S T A 2 4 PERPENDICULAR WALL FRAMINGBEYOND, IF APPLICABLE VERTICAL POST DOWN TO PROVIDEFULL BRG TO WALL DBL TOP PLT,(WHERE POST DOWN >12" LONG,ADD (1) MSTA24 POST DOWN TOWALL STUDS BELOW)GARAGE DOOR JAMB GARAGE R E T U R N FRAMING & H O L D D O W N S PER PLAN 2 x _ G A R A G E G O A L P O S T , F A S T E N W / ( 2 ) R O W S 5 1 6 " x 3 " G A L V A N I Z E D L A G S C R E W S O R 1 4 " Ø x 3 " L O N G S D S S C R E W S @ 1 2 " O C 2 x _ P T B U C K I F R E Q , F A S T E N W / ( 2 ) R O W S 1 6 d C O M M O N @ 1 6 " O C F A S T E N G A R A G E D O O R T R A C K P E R M A N U F A C T U R E R ' S I N S T A L L A T I O N S P E C I F I C A T I O N S P L A N V I E W H O L D D O W N O N L Y R E Q I F S P E C I F I E D O N P L A N T Y P I C A L S T U D F R A M I N G P E R P L A N C O R N E R S T U D S F R A M E D A S S H O W N , F A S T E N S T U D S W / 1 0 d @ 4 " O C C A L I F O R N I A C O R N E R D E T A I L 3 6 " L O N G S C A B F A S T E N E D T O C O R N E R S T U D W / M I N ( 2 0 ) 1 0 d , O N L Y R E Q W I T H H O L D D O W N T Y P I C A L B O T T O M P L T A N C H O R S P E R P L A N E L E V A T I O N V I E W 3 6 " L O N G S C A B F A S T E N E D T O C O R N E R S T U D W / M I N ( 2 0 ) 1 0 d , O N L Y R E Q W I T H H O L D D O W N H O L D D O W N O N L Y R E Q I F S P E C I F I E D O N P L A N T Y P I C A L B O T T O M P L T A N C H O R S P E R P L A N S T U D I N P E R P E N D I C U L A R W A L L F R A M E D P E R P L A N V I E W T H I S I T E M H A S B E E N D I G I T A L L Y S I G N E D A N D S E A L E D B Y A D A M K . R U S S E L L , P E O N U S I N G A D I G I T A L S I G N A T U R E . P R I N T E D C O P I E S O F T H I S D O C U M E N T A R E N O T C O N S I D E R E D S I G N E D A N D S E A L E D . 0 1 - 1 2 - 2 0 2 1 A5A6 A 7 A 8 B 8 B 7 B6B5 C5C6 C 7 C 8 ROOF SHEATHING2x4 No. 2 SYP OUTLOOKER @ MAX24" OC OVER BALLOON FRAMEDWALL TO 2ND RAFTER BACK,FASTEN TO DBL TOP PLT W/ H2.5TFASCIAPER ARCH 2x4 No. 2 SYP BLOCKINGBETWEEN OUTLOOKERS,FASTEN W/ (3) 10d TOE-NAILSEACH END D I A G O N A L B R A C E T O B L O C K I N G W / ( 6 ) 1 0 d 2 x 4 N o . 2 S Y P B L O C K I N G B E T W E E N R A F T E R S F A S T E N W / ( 3 ) 1 0 d T O E - N A I L S E A C H E N D 2x6 No.2 SYP DIAGONALBRACE, FOR BRACE LENGTHS>8FT PROVIDE 2x6 T-BRACEDIAGONAL BRACE TO WALLSTUD W/ (5) 10d FACE-NAILS BALLOON FRAME GABLE WALLCONT FROM DBL TOP PLT TOOUTLOOKERS. SEE FRAMINGNOTES SHEET S1.0DIAGONAL BRACE DETAIL B A L L O O N F R A M E D G A B L E T O O U T L O O K E R S B A L L O O N F R A M E S T U D S C O N T T O T O P P L T , S P A C I N G P E R P L A N · 2 x 4 N o . 2 S Y P O U T L O O K E R @ 2 4 " O C · F A S T E N T O D B L T O P P L T W / H 2 . 5 T · F A S T E N T O T C O F F I R S T T R U S S B A C K W / ( 3 ) 1 0 d T O E - N A I L S R O O F D E C K O U T L I N E O F G A B L E T R U S S S E T T O I N S I D E F A C E O F W A L L , I F A P P L I C A B L E P E R P L A N G A B L E A N G L E B R A C I N G W / J A C K T R U S S E S M I N 3 6 " L O N G N o . 2 S Y P 2 x 4 N A I L E R T O G A B L E V E R T I C A L W / 1 0 d @ 3 " O C M A X 1 6 " O V E R H A N G 2 x 4 N o . 2 S Y P O U T L O O K E R @ M A X 2 4 " O C O V E R D R O P P E D G A B L E T O 2 N D T R U S S B A C K , F A S T E N T O G A B L E T C W / H 2 . 5 T F A S C I A P E R A R C H D I A G O N A L B R A C E T O B L O C K I N G W / ( 6 ) 1 0 d 2 x 4 N o . 2 S Y P B L O C K I N G B E T W E E N T R U S S T O P C H O R D S F A S T E N W / ( 3 ) 1 0 d T O E - N A I L S E A C H E N D 2 x 6 N o . 2 S Y P D I A G O N A L B R A C E , F O R B R A C E L E N G T H S > 8 F T P R O V I D E 2 x 6 T - B R A C E 2 x 4 N o . 2 S Y P B L O C K I N G B E T W E E N O U T L O O K E R S , F A S T E N W / ( 3 ) 1 0 d T O E - N A I L S E A C H E N D O U T L O O K E R T O T C W / ( 3 ) 1 0 d T O E - N A I L S · ( 2 ) 2 x 4 N o . 2 S Y P N A I L E R F A S T E N E D T O I N T E R I O R F A C E O F G A B L E I N L I N E W / T R U S S T C · F A S T E N 1 S T P L Y B A C K T O E A C H V E R T I C A L M E M B E R W / ( 3 ) 1 0 d @ M A X 2 4 " O C · F A S T E N 2 N D P L Y W / 1 0 d @ 6 " O C F A S T E N E A C H D I A G O N A L B R A C E T P G A B L E / V E R T I C A L S C A B W / H G A 1 0 P R E - M A N U F A C T U R E D J A C K T R U S S 2 x 4 N o . 2 S Y P B L O C K I N G B E T W E E N J A C K T R U S S E S / S T U D S , F A S T E N W / ( 3 ) 1 0 d T O E - N A I L S E A C H E N D PORTAL FRAME ELEVATION- TYPICAL AT EACH END WALL SEGMENT JACK STUDS @ OPENING& END OF PORTALSEGMENT TO FDN W/HTT5MIN (1) ANCHOR WITHINGARAGE RETURNFDN PER PLAN PROVIDE (2) 2x_ BLOCKING@ PANEL SPLICELOCATION, IF APPLICABLE 2x_ BLOCKING, FASTENTO UNDERSIDE OF HDRW/ (2) ROWS 16d SINKER@ 3"OC(3) JACK STUDS @OPENING(2) JACK STUDS/ (1) KINGSTUD @ END OF PORTALSEGMENT HEADERPER PLAN HDR TO JACKS W/(2) MSTA24 OR CS18MAX 10-0" PLT HGT MAX 2FT PONY WALL,IF APPLICABLESHEATHING FASTENINGPORTAL FRAMING CONT SHEATHINGNO PANEL SPLICESCONT SHEATHINGNO PANEL SPLICES IF NEEDED, SPLICE PANELWITHIN MIDDLE 24" & PROVIDEBLOCKING/NAILING AS SHOWNVERTICAL PANELSPLICE @ OPENINGIS PERMITTEDEDGE NAILSHEATHING W/ (2)ROWS 8d COMMON @3" OC, TYP AS SHOWN SHEATHING TO HDRW/ 8d COMMON @ 3"OC IN GRID PATTERNAS SHOWN NAILING ONLYAPPLICABLE W/ PONYWALL FOR >10FT PLT D E S C R I P T I O N D A T E S H E E T N U M B E R R E V I S I O N S 13241 BARTRAM PARK BLVD #601 JACKSONVILLE, FL 32258 P 904-503-3283 RUSSROW.COM C.A. No. 32756 P R O J E C T N U M B E R D E S I G N E D R E V I E W E D S H E E T N A M E A D A M K . R U S S E L L , P E F L L I C E N S E N O . 7 7 6 9 3 0 1 - 1 2 - 2 0 2 1 A K R B D P 2 0 - 1 0 5 2 DUVAL COUNTYATLANTIC BEACH, FL 32233723 SHERRY DRIVE BRIGHTON RESIDENCE S D . 3 D E T A I L S S D . 3 D E T A I L S TYPICAL SHEARWALL FRAM I N G E L E V A T I O N EDGE NAILSHEATHING PER WALLSHEATHING NOTESUPPER LEVEL 1 S T L E V E L UPPER LEVEL WALLFRAMING PER PLANBOTTOM PLATENAILING PER WALLSHEATHING NOTESRIBBON BOARD PERTYP FLOOR DETAILS S T R A P S H E A R W A L L E N D S T U D S T O F R A M I N G B E L O W P E R P L A N . P R O V I D E C O N T . B E A R I N G U N D E R S H E A R W A L L E N D S T U D S A S R E Q ' D S H E A R W A L L E N D S T U D S P E R W A L L S H E A T H I N G N O T E S S H E A R W A L L E N D S T U D S P E R W A L L S H E A T H I N G N O T E S 1 S T L E V E L W A L L F R A M I N G P E R P L A N 1 S T L E V E L S H E A R W A L L E N D S T U D S T O F N D W / H O L D - D O W N P E R N O T E 1 8 1 S T L E V E L R O W I N C R E A S E B O T T O M P L A T E A N C H O R A G E P E R W A L L S H E A T H I N G N O T E S 1 S T L E V E L D B L T O P P L T F O U N D A T I O N P E R P L A N FLOOR FRAMINGPER PLAN U P P E R L E V E L D B L T O P P L T U P P E R L E V E L B O T T O M P L T NOTE 18_ N O T E : I F N O T E 1 8 I S S P E C I F I E D O N T H E 1 S T L E V E L P L A N , N O T E S D O N O T C O N T I N U E U P T O U P P E R L E V E L W A L L S A B O V E . I F R E Q U I R E D , N O T E 1 8 W I L L B E S P E C I F I E D O N U P P E R L E V E L P L A N E D G E N A I L S H E A T H I N G P E R W A L L S H E A T H I N G N O T E S N O T E 1 8 _ NOTE: IF NOTE 18 IS SPECIFIED O N T H E UPPER LEVEL PLAN, NOTES D O N O T CONTINUE DOWN TO 1ST LEVE L W A L L S BELOW. IF REQUIRED, NOTE 18 W I L L B E SPECIFIED ON 1ST LEVEL PLANA9A10 B10B9 C9C10 C 1 1 T H I S I T E M H A S B E E N D I G I T A L L Y S I G N E D A N D S E A L E D B Y A D A M K . R U S S E L L , P E O N U S I N G A D I G I T A L S I G N A T U R E . P R I N T E D C O P I E S O F T H I S D O C U M E N T A R E N O T C O N S I D E R E D S I G N E D A N D S E A L E D . 0 1 - 1 2 - 2 0 2 1 EACH GABLE KNEEWALLSTUD TO WALL DBL TOPPLT W/ (4) 10d TOE-NAILS &(1) SDWC15450 MAX 16"OVERHANG 2x4 No. 2 SYP OUTLOOKER @MAX 24" OC OVER GABLEWALL TO 2ND TRUSS BACK,FASTEN TO GABLE DBL TOPPLT W/ H2.5TFASCIAPER ARCH 2x4 No. 2 SYP BLOCKINGBETWEEN OUTLOOKERS,FASTEN W/ (3) 10d TOE-NAILSEACH ENDOUTLOOKER TORAFTER W/ (3) 10dTOE-NAILSFRAME WALL BETWEENTRUSSES FROM DBL TOPPLT TO OUTLOOKERS PERFRAMING NOTESOVERFRAMINGPER PLANOVERFRAMED GABLE END TRUSS TO DBL TOP PLTPER TYPICAL WALLSECTIONS, SHEET SD.1PRE-ENGINEERED WOODTRUSS PER PLAN12/12 PITCH 2x10RAFTER12/12 PITCH ( 2 ) 2 x 1 0 KING RAFTE R T O SUPPORT D O R M E R KNEE-WALL 3 / 1 2 P I T C H 2 x 8 D O R M E R R A F T E R TOP PLT TO EACH STU D W/ SDWC15600 OR H2.5 T BOTTOM PLT TO DBLRAFTER BELOW W/SDWC15450 OR H2.5T @ 24" OC EACH STUD TO BOTTO M PLT W/ SDWC15450 ORH2.5TROOF DECK R O O F D E C K 2x4 No. 2 SYP OUTLOOK E R @ M A X 2 4 " OC OVER DROPPED GA B L E T O 2 N D TRUSS BACK, FASTEN T O K N E E W A L L DBL TOP PLT W/ H2.5TFASCIAPER ARCH 2x4 No. 2 SYP BLOCKIN G BETWEEN OUTLOOKER S , FASTEN W/ (3) 10d TOE- N A I L S EACH END O U T L O O K E R T O R A F T E R W / ( 3 ) 1 0 d T O E - N A I L S GARAGE DORMER KNEEWAL L S E C T I O N EXTERIOR FLOOR SYSTEM- CANTILEVERED TRUSSES WALL SHEATHING TO 2ND LEVELBOTTOM PLT PER FRAMING NOTES 2ND LEVEL BOTTOM PLT TORIBBON BOARD PER FRAMINGNOTES2x_ No. 2 SYP RIBBON BOARD PERTRUSS ENGINEERINGWALL SHEATHING TO 1ST LEVELDBL TOP PLT PER FRAMING NOTES 2ND LEVEL FLOOR SHEATHINGEACH TRUSS TO TOPPLT W/ SDWC15450UPPER LEVEL WALL ABOVE B E A M / G I R D E R 2 N D L E V E L F L O O R S H E A T H I N G FLOOR BEAM OR GIRDER PER PLAN 2ND LEVEL WALL FRAMING PERPLAN2ND LEVEL STUD TO BOTTOMPLATE W/ SDWC15450 @ MAX32" O.C. 2 N D L E V E L B O T T O M P L A T E T O B E A M / G I R D E R W / S D W C 1 5 6 0 0 @ M A X 2 4 " O . C . NOTE: ROOF/FLOOR FRAMINGON THIS SIDE OF THEBEAM/GIRDER NOT SHOWNFOR CLARITY F L O O R S Y S T E M P E R P L A N (2) 2x_ BLOCKING IN LINEW/ DBL TOP PLT OFLOWER BRG HEIGHTWALL, FASTEN TO STUDSW/ (3) 10d TOE-NAILSEACH ENDCHANGE IN PLATE HEIGHT WALL DBL TOP PLT TOBLOCKING W/ (2) MSTA24 OR(2) CS18 HORIZONTALSTRAPS CENTERED ABOUTCHANGE IN PLT HEIGHT WALL END STUD TO DBL TOPPLT W/ SDWC15600 D E S C R I P T I O N D A T E S H E E T N U M B E R R E V I S I O N S 13241 BARTRAM PARK BLVD #601 JACKSONVILLE, FL 32258 P 904-503-3283 RUSSROW.COM C.A. No. 32756 P R O J E C T N U M B E R D E S I G N E D R E V I E W E D S H E E T N A M E A D A M K . R U S S E L L , P E F L L I C E N S E N O . 7 7 6 9 3 0 1 - 1 2 - 2 0 2 1 A K R B D P 2 0 - 1 0 5 2 DUVAL COUNTYATLANTIC BEACH, FL 32233723 SHERRY DRIVE BRIGHTON RESIDENCE K I D ' S L O F T O C T A G O N R O O F S E C T I O N ( T H R O U G H H I P S ) 2 x _ N o . 2 S Y P D B L T O P P L T E A C H H I P R A F T E R T O D B L T O P P L T W / ( 1 ) H G A 1 0 C L I P E X T E R I O R W A L L S T U D S P A C I N G P E R F R A M I N G N O T E S A L I G N C E I L I N G H I P B E L O W R O O F H I P A N D F A S T E N T O G E T H E R W / ( 1 ) 1 2 " x 8 " 7 1 6 " O S B G U S S E T A S E A C H F A C E W / ( 6 ) 8 d I N T O E A C H M E M B E R 2 x 8 C E I L I N G H I P J O I S T P E R P L A N 8 x 8 N o . 2 S Y P O C T A G O N K I N G P O S T H I P J O I S T S T O K I N G P O S T P E R P L A N H I P J O I S T S T O K I N G P O S T P E R P L A N R O O F D E C K 2 x 8 H I P R O O F J O I S T P E R P L A N S E E S 2 . 0 F O R T O P P L A T E F A S T E N I N G @ O C T A G O N R O O F C O R N E R S    13241 Bartram Park Blvd #813 Jacksonville, FL 32258 904-503-3283 russrow.com CA No.32756     MEMORANDUM January 12, 2021 TO: Riverside Homes - Custom 12276 San Jose Blvd., Suite 120 Jacksonville, FL 32223 RE: Brighton Residence - Truss Approval Letter 723 Sherry Drive Atlantic Beach, FL 32233 Duval County RR Job #20-1052 Russell Rowland, Inc. has reviewed the roof and floor trusses provided by Manning Building Supplies, Inc. and approve the truss design files provided as referenced below:  Manning Building Supplies, Inc. – Truss Shop Drawings o Job # J200506-R – Brighton Residence - Dated 12/14/2020  Manning Building Supplies, Inc. – Truss Layout Drawings o Job # J200506 – Brighton Residence - Dated 12/14/2020 Review of shop drawings is for conformance with the design of the project and does not release the delegated engineer from responsibility for any deviation from the requirements of the contract documents nor from the responsibility for error or omissions in the shop drawings. Should you have any questions or need additional information, please call the office at 904-503-3283 or email me directly at arussell@russrow.com. Adam K. Russell, PE FL PE No. 77693 1/12/2021 Builder:Job Info: Riverside Homes 12276 San Jose Blvd Suite 120 Jacksonville Florida 32223 (904) 503-7055 Job: J200506-R File # Sales: Scot Burney Design: Donald Behm Page: 1 of 5 Job:Report Date: Manning Building Supplies Rep. Date: 12/14/2020Brighton Residence 723 Sherry Dr Atlantic Beach FL 32233 11155 Phillips Parkway Dr. E Jacksonville, FL 32256 (904) 268-8225 * (904) 260-2981 Cover Sheet Floor Trusses QTY CANTILEVER STUB PLY LABEL DIAGRAM DEPTH SPAN LEFT RIGHT LEFT RIGHT 2 F01 20"12-09-00 ---- 14 F02 20"12-09-08 ---- 2 F03 20"15-03-08 ---- 5 F04 20"15-03-08 ---- 2 F05 20"14-11-13 ---- 1 F12 20"18-01-08 ---- 9 F13 20"18-05-08 ---- 2 F14 20"18-02-03 ---- 2 F15 20"15-03-00 ---- 1 F16 20"15-08-00 ---- 1 F17 20"8-08-02 ---- 1 F19 20"9-02-10 ---- 1 F19A 20"8-08-02 ---- 1 F20 20"10-00-00 ---- 1 F21 20"6-01-00 ---- 1 F22 20"10-01-00 ---- 1 F23 20"14-01-00 ---- 1 F24 20"15-00-00 ---- 1 F24A 20"8-03-02 ---- 2 F25 20"23-03-02 ---- 12/14/2020 9:21:29 AM Donald Behm - DB3628 1 of 5 Floor Trusses QTY CANTILEVER STUB PLY LABEL DIAGRAM DEPTH SPAN LEFT RIGHT LEFT RIGHT 1 F26 20"21-09-08 ---- 1 F27 20"19-09-08 ---- 4 F28 20"17-06-00 ---- 1 F29 20"21-00-00 ---- 1 F30 20"21-00-00 ---- 1 F31 20"17-00-04 ---- 1 F32 20"11-07-00 ---- 1 F33 20"6-03-12 ---- 1 F34 20"21-07-08 ---- 2 F35 20"21-08-08 ---- 1 F36 20"23-05-00 ---- 3 F37 20"23-05-00 ---- 4 F38 20"23-10-08 ---- 1 F39 20"4-07-08 ---- 13 F50 20"27-08-08 ---- 2 F51 20"5-05-00 ---- 2 F52 20"5-05-00 ---- 12 F53 20"3-08-08 ---- 1 F54 20"3-08-00 ---- 6 F55 20"4-05-08 ---- 1 @ 3-ply FG01 20"24-04-03 ---- 113 27-08-08 Roof Trusses QTY (Shipping)Base Span OVERHANG CANTILEVER STUB PLY LABEL DIAGRAM PITCH HEIGHT SPAN LUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT 1 A01 8 /12 5 /12 (6-00-00) 5-00-04 15-00-00 2 x 4 1-06-00 1-06-00 ---- 3 A02 8 /12 5 /12 (6-04-03) 5-04-07 15-00-00 2 x 4 1-06-00 1-06-00 ---- 7 A03 8 /12 5 /12 5-04-07 15-00-00 14-10-00 2 x 4 ---2-00 1 A04 0 /12 4-07-06 14-10-00 2 x 4 ---- Job # J200506-R Customer: Riverside Homes Job: Brighton Residence 12/14/2020 9:21:29 AM Donald Behm - DB3628 2 of 5 Roof Trusses QTY (Shipping)Base Span OVERHANG CANTILEVER STUB PLY LABEL DIAGRAM PITCH HEIGHT SPAN LUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT 1 A05 0 /12 5-04-06 14-08-08 2 x 4 ---- 1 A06 0 /12 6-01-06 14-08-08 2 x 4 ---- 1 2-ply A07 0 /12 6-10-02 10-08-08 2 x 4 2 x 6 ---- 1 A08 12 /12 (7-11-00) 6-05-04 12-10-00 2 x 4 1-06-00 ---- 7 A09 12 /12 6-10-03 12-10-00 2 x 4 ---- 1 A10 0 /12 5-04-00 12-08-08 2 x 4 ---- 1 A11 0 /12 6-01-03 12-08-08 2 x 4 ---- 1 2-ply A12 0 /12 6-10-02 12-10-08 2 x 4 2 x 6 ---- 1 A13 12 /12 (6-06-00) 5-00-04 10-00-00 2 x 4 1-06-00 1-06-00 ---- 1 A14 12 /12 5-05-03 10-00-00 2 x 4 ---- 1 A15 12 /12 5-05-03 10-00-00 2 x 4 ---- 7 A16 12 /12 5-05-03 10-00-00 9-01-00 2 x 4 --5-08 5-08 1 A17 0 /12 6-00-04 9-01-00 2 x 4 ---- 1 A18 0 /12 6-08-08 9-01-00 2 x 4 ---- 4 B01 4.5 /12 (8-10-02) 6-10-02 22-08-06 2 x 4 2 x 6 ---- 5 B02 4.5 /12 (8-10-12) 6-10-12 41-02-10 23-00-00 2 x 4 ---18-02-10 1 B02A 4.5 /12 (8-10-12) 6-10-12 41-02-10 23-00-00 2 x 6 ---18-02-10 2 2-ply B03 4.5 /12 (8-10-12) 6-10-12 41-02-10 23-00-00 2 x 6 ---18-02-10 6 B04 4.5 /12 (7-10-12) 6-10-12 38-06-10 20-05-08 2 x 4 2 x 6 ---18-01-02 2 3-ply B05 4.5 /12 (7-10-12) 6-10-12 38-06-10 20-05-08 2 x 4 2 x 6 ---18-01-02 1 B06 4.5 /12 (7-10-03) 6-10-03 20-00-08 2 x 4 ---- 1 B07 4.5 /12 6-10-03 18-03-02 15-01-04 2 x 4 --3-01-14 - 1 B08 4.5 /12 6-10-03 18-03-02 13-01-04 2 x 4 --5-01-14 - 2 B09 4.5 /12 6-10-03 18-03-02 11-06-00 2 x 4 --6-09-02 - 1 B10 4.5 /12 6-07-00 22-10-08 2 x 4 2 x 6 ---- 1 B11 4.5 /12 6-07-00 17-00-00 2 x 4 2 x 6 ---- 2 C01 3 /12 (6-06-10) 6-02-05 24-08-06 2 x 4 1-06-00 ---- Job # J200506-R Customer: Riverside Homes Job: Brighton Residence 12/14/2020 9:21:29 AM Donald Behm - DB3628 3 of 5 Roof Trusses QTY (Shipping)Base Span OVERHANG CANTILEVER STUB PLY LABEL DIAGRAM PITCH HEIGHT SPAN LUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT 2 C02 3 /12 (6-10-03) 6-05-15 24-08-06 2 x 4 1-06-00 ---- 2 C03 3 /12 (6-11-02) 6-06-14 25-00-00 2 x 4 2 x 6 1-06-00 ---- 2 C04 3 /12 (6-11-02) 6-06-14 25-00-00 2 x 4 2 x 6 1-06-00 ---- 4 C05 3 /12 (1-03-10) 11-06 2-06-00 2 x 4 1-06-00 ---- 9 C06 3 /12 (1-03-10) 11-06 2-06-00 2 x 4 1-06-00 ---- 1 D01 3 /12 (3-05-10) 3-01-06 12-04-08 2 x 4 1-06-00 ---- 8 D02 3 /12 (3-09-04) 3-05-00 12-04-08 2 x 4 1-06-00 ---- 7 D03 3 /12 (3-03-04) 2-11-00 10-04-08 2 x 4 1-06-00 ---- 4 2-ply D04 3 /12 (3-03-07) 2-11-03 12-04-08 2 x 4 1-06-00 ---- 4 D05 3 /12 (3-03-07) 2-11-03 12-04-08 2 x 4 1-06-00 ---- 2 D06 3 /12 (2-03-00) 1-10-12 7-06-00 2 x 4 1-06-00 ---- 7 D07 3 /12 (2-06-10) 2-02-06 7-06-00 2 x 4 1-06-00 ---- 2 D08 3 /12 (3-00-00) 2-07-12 10-06-00 2 x 4 1-06-00 ---- 2 D09 3 /12 (2-09-00) 2-04-12 9-06-00 2 x 4 1-06-00 ---- 10 D10 3 /12 (3-00-04) 2-08-00 9-04-08 2 x 4 1-06-00 ---- 1 D11 3 /12 (1-04-02) 11-14 3-10-08 2 x 4 1-06-00 ---- 4 D12 3 /12 (1-07-12) 1-03-08 5-01-15 3-10-08 2 x 4 1-06-00 --1-03-07 - 1 D13 5 /12 (1-09-05) 1-04-09 5-00-00 2 x 4 2 x 6 1-00-00 1-00-00 ---- 4 D14 5 /12 (1-09-05) 1-04-09 5-00-00 2 x 4 1-00-00 1-00-00 ---- 4 D15 5 /12 (1-11-03) 1-03-15 2-04-08 2 x 4 1-06-00 ---- 2 D16 5 /12 (1-08-08) 1-01-04 2-06-00 2 x 4 1-06-00 ---- 5 D17 5 /12 (1-08-11) 1-01-07 1-10-08 2 x 4 1-06-00 ---- 2 D18 5 /12 (1-09-05) 1-02-01 2-00-00 2 x 4 1-06-00 ---- 168 8-10-12 25-00-00 Ancillary Items QTY TYPE SIZE LENGTH LABEL 6 Hanger HGUS26-2 HGUS26-2 1 Hanger HGUS28-3 HGUS28-3 4 Hanger HGUS412 HGUS412 Job # J200506-R Customer: Riverside Homes Job: Brighton Residence 12/14/2020 9:21:29 AM Donald Behm - DB3628 4 of 5 Ancillary Items QTY TYPE SIZE LENGTH LABEL 42 Hanger HHUS46 HHUS46 83 Hanger HTU26 HTU26 13 Hanger THA426 THA426 6 Hanger THAC422 THAC422 1@2-ply Rectangular EWP onCENTER® LVL 2.0E 1 3/4" x 20"(2) 6-00-00 BM1 1@2-ply Rectangular EWP onCENTER® LVL 2.0E 1 3/4" x 20"(2) 16-00-00 BM2 1@3-ply Rectangular EWP onCENTER® LVL 2.0E 1 3/4" x 20"(3) 24-00-00 BM3 1@2-ply Rectangular EWP onCENTER® LVL 2.0E 1 3/4" x 20"(2) 28-00-00 BM4 1@2-ply Rectangular EWP onCENTER® LVL 2.0E 1 3/4" x 20"(2) 28-00-00 BM5 2@2-ply Rectangular EWP onCENTER® LVL 2.0E 1 3/4" x 20"(2) 6-00-00 BM6 4@2-ply Rectangular EWP onCENTER® LVL 2.0E 1 3/4" x 20"(2) 6-00-00 BM7 SCABS QUANTITY LENGTH MATERIAL NAME False1014-00-00 2x8 SP DSS 10 Tot. Scabs Job # J200506-R Customer: Riverside Homes Job: Brighton Residence 12/14/2020 9:21:29 AM Donald Behm - DB3628 5 of 5 11-8-5/8" plt 10' plt LEDGERS 10 ' p l t L E D G E R 10' plt LEDGERS BM 1 BM2 BM 3 BM5 BM4 BM 7 BM 7 BM 7 BM 7 BM6 BM6 F02 F02 F02 F02 F03 F04 F04 F05 F05 F04 F04 F03 F02 F02 F02 F02 F02 F02F25 F25 F26 F27 F28 F28 F28 F28 F29 F21 F22 F23 FG01F30 F31 F3 5 F3 5 F3 6 F3 7 F3 7 F3 7 F3 8 F3 8 F3 8 F3 8 F33 F32 F13 F13 F13 F13 F13 F13 F13 F13 F14 F14 F15 F15 F16 F20 F17 F3 9 F12 F01 F3 4 F04 F24AF24 F19 F19A F01 F02 F02 F02F13 F02 F50 F5 3 F5 3 F5 3 F5 3 F5 3 F5 3 F5 3 F5 3 F5 3 F5 3 F5 3 F5 3 F5 4 F52F51 F52 F51 F50 F50 F50 F50 F50 F50 F50 F50 F50 F50 F50 F55 F55 F55 F55 F55 F50 F55 D0 4 D0 5 D0 5 D0 4 D0 1 D0 2 D0 2 D0 2 D0 2 D0 2 D0 2 D0 2 D0 2 D0 6 D0 7 D0 7 D0 7 D0 7 D0 7 D0 7 D0 7 D0 6 D1 8 D1 7 D1 7 D1 7 D1 7 D1 7 D1 8 D1 6 D1 5 D1 5 D1 5 D1 5 D1 6 D1 3 D1 4 D1 4 D1 4 D1 4 D09 D10 D10 D10 D10 D10 D10 D10 D10 D10 D10 D09 D0 8 D0 3 D0 3 D0 3 D0 3 D0 3 D0 3 D0 3 D1 2 D1 2 D1 2 D1 2 D1 1 D0 8 D0 4 D0 4 D0 5 D0 5 HHUS46 THAC422 HHUS46 HHUS46 HHUS46 HHUS46 HHUS46 HHUS46 THAC422 HHUS46 HT U 2 6 HT U 2 6 HT U 2 6 HT U 2 6 HT U 2 6 HT U 2 6 HT U 2 6 HTU26 HTU26 HTU26 HTU26 HTU26 HTU26 HTU26 HTU26 HTU26 HTU26 HHUS46 HHUS46 HHUS46 HHUS46 HGUS28-3 HT U 2 6 HG U S 2 6 - 2 HT U 2 6 HG U S 2 6 - 2 HT U 2 6 HT U 2 6 HT U 2 6 HT U 2 6 HT U 2 6 HT U 2 6 HT U 2 6 HT U 2 6 HT U 2 6 HT U 2 6 HT U 2 6 HT U 2 6 HT U 2 6 HT U 2 6 HT U 2 6 HT U 2 6 HT U 2 6 HT U 2 6 HU S C 2 6 HT U 2 6 HG U S 2 6 - 2 HT U 2 6 HT U 2 6 HG U S 2 6 - 2 HH U S 4 6 HH U S 4 6 HH U S 4 6 HH U S 4 6 HH U S 4 6 HH U S 4 6 HH U S 4 6 HH U S 4 6 HH U S 4 6 HH U S 4 6 HH U S 4 6 HH U S 4 6 HH U S 4 6 HH U S 4 6 HH U S 4 6 HH U S 4 6 HH U S 4 6 HH U S 4 6 HH U S 4 6 HH U S 4 6 HH U S 4 6 HH U S 4 6 HH U S 4 6 HH U S 4 6 HHUS46 HHUS46 HHUS46 HHUS46 HHUS46 HHUS46 TH A 4 2 6 TH A 4 2 6 TH A 4 2 6 TH A 4 2 6 TH A 4 2 6 TH A 4 2 6 TH A 4 2 6 TH A 4 2 6 TH A 4 2 6 TH A 4 2 6 TH A 4 2 6 TH A 4 2 6 THA426 3- 0 0 - 0 0 21 - 0 0 - 0 0 3- 0 0 - 0 0 10 - 0 6 - 0 0 18 - 0 0 - 0 0 61 - 0 6 - 0 0 4- 0 0 - 0 0 2-00-00 43 - 0 0 - 0 0 12 - 0 6 - 0 0 61 - 0 6 - 0 0 9-06-00 32-00-00 12-00-00 4-05-00 6-02-00 4-05-00 8-06-00 8-00-00 8-06-00 11-00-00 1- 0 0 - 0 0 105-06-00 9-06-00 8-06-00 15-00-00 8-06-00 12-00-00 4-05-00 1- 0 7 - 0 0 15-00-00 31-00-00 105-06-00 7- 0 6 - 0 0 22 - 0 0 - 0 0 8- 0 0 - 0 0 9- 0 0 - 0 0 1- 0 7 - 0 0 6-0 2 - 1 5 6- 0 2 - 0 0 6 - 0 2 - 1 5 6 -0 2 -1 5 1-07-00 10-00-00 2-06-00 2-00-00 6 - 0 6 - 0 0 4 - 0 0 - 0 0 2-06-00 5- 0 0 - 0 0 9-03-00 2- 0 0 - 0 0 1- 0 6 - 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 1- 0 8 - 1 4 9- 0 2 2- 0 0 - 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 1- 0 0 - 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 1- 0 8 - 1 4 1-10-04 14 - 0 4 - 0 0 14 - 0 4 - 0 0 14 - 0 4 - 0 0 1-10-04 1-04-00 1-00-00 1-08-00 1-04-00 1-08-08 2-00-00 1-08-08 10-04 7-00-00 6-00-00 6-00-00 6-00-00 7-00-00 1-06-00 3- 0 0 - 0 0 3- 0 0 - 0 0 4- 0 3 - 0 8 1- 0 2 - 0 4 1- 0 4 - 0 0 1- 0 4 - 0 0 1- 0 4 - 0 0 1- 0 4 - 0 0 1- 0 4 - 0 0 1- 0 4 - 0 0 1- 0 4 - 0 0 1- 0 4 - 0 0 1- 0 4 - 0 0 Type Roof Floor Top Chord Live Load 20 40 Top Chord Dead Load 7 10 Bottom Chord Live Load 0 0 Bottom Chord Dead Load 10 5 Total Load 37 55 Duration Factor 1.25 1.00 Building Code FBC 2017 RES Wind Standard ASCE 7-10 Wind Speed 130 MPH Wind Usage RES. CAT II Building Exposure C Building Type Closed 11155 Philips Parkway Dr E Jacksonville,FL 32256 Phone: (904)268-8225 Fax: (904)260-2981 WWW.MBS-CORP.COM JAXTRUSS@MBS-CORP.COM , This is a Truss Placement Plan Only 18" 12 VARY 0 3-1/2" 5-1/2" BRG. Unless noted otherwise. Approved truss anchor by builder. 2x4 minimum top and bottom chords. Square cut overhangs. 3 1/2" 12 VA RY 3-1/2" 5-1/2" BRG. FLOOR TRUSS 3 1/2"Ribbon Notch Approved truss anchor by builder. 20" B05'stoinsideof walls NON-LOAD BEARING WALLS A12 A07 A01 A02 A02 A02 A03 A03 A03 A03 A03 A03 A03 A04 A05 A06 C0 3 C0 4 C0 4 C0 3 C0 1 C0 2 C0 2 C0 1 B0 3 B0 3 A08 A09 A09 A09 A09 A09 A09 A09 A10 A11 B0 2 A B1 1 B0 6 B0 4 B0 4 B0 4 B0 5 B0 5 A13 A14 A15 A16 A16 A16 A16 A16 A16 A16 A17 A18 B0 9 B0 9 B0 8 B0 7 B0 4 B0 4 B0 4 B0 2 B0 2 B0 2 B0 1 B1 0 B0 1 C05 C06 C06 C06 C06 C06 C06 C05 C05 C06 C06 C06 C05 B0 1 B0 1 B0 2 B0 2 HT U 2 6 HT U 2 6 HT U 2 6 HT U 2 6 HGUS26-2 HTU26 HTU26 HTU26 HTU26 HT U 2 6 HT U 2 6 HT U 2 6 HT U 2 6 HT U 2 6 HGUS26-2 HTU26 HTU26 HTU26 HTU26 HTU26 HTU26 HTU26 HTU26 HTU26 HTU26 HTU26 HTU26 HTU26 HTU26 HTU26 HTU26 HTU26 HTU26 HT U 2 6 HT U 2 6 HT U 2 6 HT U 2 6 2- 0 6 - 0 0 15-00-00 6-00-00 6-00-00 9-07-08 5-10-08 3-06-00 2-00-00 14 - 0 4 - 0 0 14 - 0 4 - 0 0 14 - 0 4 - 0 0 2-00-00 19-06-007-06-00 22 - 0 0 - 0 0 8- 0 0 - 0 0 9- 0 0 - 0 0 1- 0 7 - 0 0 1-07-00 6 -0 2 -1 5 6-02-00 6 - 0 2 - 1 5 6 - 0 2 - 0 0 6 - 0 2 - 1 5 10-00-00 1- 0 6 - 0 0 11 - 0 0 - 0 8 20 - 0 0 - 0 8 1- 0 4 - 0 0 1- 0 4 - 0 0 10 - 0 0 1- 1 0 - 0 8 2- 0 0 - 0 0 2- 0 0 - 0 0 1- 0 4 - 0 0 1- 0 4 - 0 0 1- 0 4 - 0 0 1- 0 4 - 0 0 1- 0 4 - 0 0 1- 0 4 - 0 0 1- 0 4 - 0 0 1- 1 0 - 0 8 2- 0 0 - 0 0 2- 0 0 - 0 0 1- 0 2 - 0 0 1- 0 4 - 0 0 2- 0 2 - 0 0 Type Roof Floor Top Chord Live Load 20 40 Top Chord Dead Load 7 10 Bottom Chord Live Load 0 0 Bottom Chord Dead Load 10 5 Total Load 37 55 Duration Factor 1.25 1.00 Building Code FBC 2017 RES Wind Standard ASCE 7-10 Wind Speed 130 MPH Wind Usage RES. CAT II Building Exposure C Building Type Closed 11155 Philips Parkway Dr E Jacksonville,FL 32256 Phone: (904)268-8225 Fax: (904)260-2981 WWW.MBS-CORP.COM JAXTRUSS@MBS-CORP.COM , This is a Truss Placement Plan Only 18" 12 VARY 0 3-1/2" 5-1/2" BRG. Unless noted otherwise. Approved truss anchor by builder. 2x4 minimum top and bottom chords. Square cut overhangs. 3 1/2" 12 VA RY 3-1/2" 5-1/2" BRG. FLOOR TRUSS 3 1/2"Ribbon Notch Approved truss anchor by builder. 20" 6904 Parke East Blvd. Tampa, FL 33610-4115 MiTek USA, Inc. RE: J200506-R - Brighton Residence Design Code: FBC2020/TPI2014 Wind Code: N/A Wind Speed: 130 mph Roof Load: 37.0 psf Design Program: MiTek 20/20 8.4 1 of 2 This package includes 95 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Floor Load: N/A psf Site Information: Lot/Block: . Customer Info: Riverside Homes Project Name: . Model: . Subdivision: . Address: 723 Sherry Dr, . State: FLCity: Atlantic Beach Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: Jacqueline E. Rowland License #: 80499 Address: 13241 Bartram Park Blvd #813, . City: Jacksonville State: FL December 14,2020 Lee, Julius The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Manning Building Supplies. Truss Design Engineer's Name: Lee, Julius My license renewal date for the state of Florida is February 28, 2021. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 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. No. Seal# Truss Name 1 T22156342 A01 Date 12/14/202 T22156343 A02 12/14/203 T22156344 A03 12/14/204 T22156345 A04 12/14/205 T22156346 A05 12/14/206 T22156347 A06 12/14/207 T22156348 A07 12/14/208 T22156349 A08 12/14/209 T22156350 A09 12/14/2010 T22156351 A10 12/14/2011 T22156352 A11 12/14/2012 T22156353 A12 12/14/2013 T22156354 A13 12/14/2014 T22156355 A14 12/14/2015 T22156356 A15 12/14/2016 T22156357 A16 12/14/2017 T22156358 A17 12/14/2018 T22156359 A18 12/14/2019 T22156360 B01 12/14/2020 T22156361 B02 12/14/2021 T22156362 B02A 12/14/2022 T22156363 B03 12/14/20 No. Seal# Truss Name 23 T22156364 B04 Date 12/14/2024 T22156365 B05 12/14/2025 T22156366 B06 12/14/2026 T22156367 B07 12/14/2027 T22156368 B08 12/14/2028 T22156369 B09 12/14/2029 T22156370 B10 12/14/2030 T22156371 B11 12/14/2031 T22156372 C01 12/14/2032 T22156373 C02 12/14/2033 T22156374 C03 12/14/2034 T22156375 C04 12/14/2035 T22156376 C05 12/14/2036 T22156377 C06 12/14/2037 T22156378 D01 12/14/2038 T22156379 D02 12/14/2039 T22156380 D03 12/14/2040 T22156381 D04 12/14/2041 T22156382 D05 12/14/2042 T22156383 D06 12/14/2043 T22156384 D07 12/14/2044 T22156385 D08 12/14/20 6904 Parke East Blvd. Tampa, FL 33610-4115 MiTek USA, Inc. RE: J200506-R - Brighton Residence 2 of 2 Site Information: Lot/Block: . Customer Info: Riverside Homes Project Name: . Model: . Subdivision: . Address: 723 Sherry Dr, . State: FLCity: Atlantic Beach No. Seal# Truss Name 45 T22156386 D09 Date 12/14/2046 T22156387 D10 12/14/2047 T22156388 D11 12/14/2048 T22156389 D12 12/14/2049 T22156390 D13 12/14/2050 T22156391 D14 12/14/2051 T22156392 D15 12/14/2052 T22156393 D16 12/14/2053 T22156394 D17 12/14/2054 T22156395 D18 12/14/2055 T22156396 F01 12/14/2056 T22156397 F02 12/14/2057 T22156398 F03 12/14/2058 T22156399 F04 12/14/2059 T22156400 F05 12/14/2060 T22156401 F12 12/14/2061 T22156402 F13 12/14/2062 T22156403 F14 12/14/2063 T22156404 F15 12/14/2064 T22156405 F16 12/14/2065 T22156406 F17 12/14/2066 T22156407 F19 12/14/2067 T22156408 F19A 12/14/2068 T22156409 F20 12/14/2069 T22156410 F21 12/14/2070 T22156411 F22 12/14/2071 T22156412 F23 12/14/2072 T22156413 F24 12/14/2073 T22156414 F24A 12/14/2074 T22156415 F25 12/14/2075 T22156416 F26 12/14/2076 T22156417 F27 12/14/2077 T22156418 F28 12/14/2078 T22156419 F29 12/14/2079 T22156420 F30 12/14/2080 T22156421 F31 12/14/2081 T22156422 F32 12/14/2082 T22156423 F33 12/14/2083 T22156424 F34 12/14/2084 T22156425 F35 12/14/2085 T22156426 F36 12/14/2086 T22156427 F37 12/14/2087 T22156428 F38 12/14/2088 T22156429 F39 12/14/2089 T22156430 F50 12/14/2090 T22156431 F51 12/14/2091 T22156432 F52 12/14/2092 T22156433 F53 12/14/2093 T22156434 F54 12/14/2094 T22156435 F55 12/14/2095 T22156436 FG01 12/14/20 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 812 5 12 =5x8 =3x4 =1.5x4 =1.5x4 =4x4 =5x5 =1.5x4 =1.5x4 =3x4 =5x8 91 2 8 19 20 731210 11 4 6 5 1-6-0 -1-6-0 1-6-0 16-6-0 1-8-0 15-0-0 1-8-0 1-8-0 5-10-0 7-6-0 5-10-0 13-4-0 0-5-8 0-5-8 0-5-8 15-0-0 7-0-8 14-6-8 7-0-8 7-6-0 6- 0 - 0 0- 4 - 7 2- 1 1 - 3 0- 3 - 9 0- 3 - 9 1- 2 - 3 1- 5 - 1 2 3- 6 - 8 5- 0 - 4 Scale = 1:40.6 Plate Offsets (X, Y):[2:0-1-5,Edge], [8:0-1-5,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.03 12-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.05 12-15 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.04 Horz(CT) -0.01 8 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 67 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size) 2=15-0-0, 8=15-0-0, 10=15-0-0, 11=15-0-0, 12=15-0-0, 13=15-0-0, 16=15-0-0 Max Horiz 2=-118 (LC 10), 13=-118 (LC 10) Max Uplift 2=-145 (LC 12), 8=-154 (LC 12), 10=-139 (LC 12), 11=-89 (LC 11), 12=-149 (LC 12), 13=-145 (LC 12), 16=-154 (LC 12) Max Grav 2=261 (LC 21), 8=269 (LC 22), 10=399 (LC 18), 11=213 (LC 12), 12=416 (LC 17), 13=261 (LC 21), 16=269 (LC 22) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/47, 2-19=-91/18, 2-19=-85/27, 2-3=-67/54, 3-4=-50/147, 4-5=-76/156, 5-6=-72/151, 6-7=-15/115, 7-8=-69/54, 8-20=-105/46, 8-20=-111/36, 8-9=0/52 BOT CHORD 2-12=-75/168, 11-12=-109/188, 10-11=-106/186, 8-10=-80/173 WEBS 5-11=-152/75, 4-12=-257/235, 6-10=-251/230 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3E) -1-7-0 to 1-5-0, Exterior(2N) 1-5-0 to 7-6-0, Corner(3R) 7-6-0 to 10-6-0, Exterior(2N) 10-6-0 to 16-7-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 145 lb uplift at joint 2, 89 lb uplift at joint 11, 154 lb uplift at joint 8, 149 lb uplift at joint 12, 139 lb uplift at joint 10, 145 lb uplift at joint 2 and 154 lb uplift at joint 8. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156342A01Scissor11J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:00 Page: 1 ID:lF3Qw6ERXzb6_JorRBhdPMyD1x3-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 812 5 12 =3x4 =4x4 =5x5 =3x4 51 42 6 1413 3 1-6-0 -1-6-0 1-6-0 16-6-0 7-6-0 7-6-0 7-6-0 15-0-0 0-5-8 15-0-0 0-5-8 0-5-8 7-0-8 14-6-8 7-0-8 7-6-0 6- 4 - 3 0- 4 - 7 5- 4 - 7 2- 1 1 - 3 Scale = 1:42.4 Plate Offsets (X, Y):[2:0-1-8,0-0-11], [4:0-1-8,0-0-11] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.09 6-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.20 6-12 >887 180 BCLL 0.0*Rep Stress Incr YES WB 0.23 Horz(CT) 0.09 4 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 60 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-4-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-5-8, 4=0-5-8 Max Horiz 2=-125 (LC 10) Max Uplift 2=-186 (LC 12), 4=-186 (LC 12) Max Grav 2=640 (LC 1), 4=640 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/47, 2-13=-1353/186, 3-13=-1231/202, 3-14=-1231/193, 4-14=-1353/177, 4-5=0/47 BOT CHORD 2-6=-41/1149, 4-6=-43/1149 WEBS 3-6=-16/1011 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) -1-7-0 to 1-5-0, Interior (1) 1-5-0 to 7-6-0, Exterior(2R) 7-6-0 to 10-6-0, Interior (1) 10-6-0 to 16-7-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2, 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 186 lb uplift at joint 2 and 186 lb uplift at joint 4. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156343A02Scissor31J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:01 Page: 1 ID:_FdFN?ZkPysQ5Jnryf9jTryD1wf-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 812 5 12 =3x4 =5x5 =4x4 =3x4 1 3 4 1211 2 7-6-0 7-6-0 7-4-0 14-10-0 0-3-8 14-10-0 0-5-8 0-5-8 7-0-8 7-6-0 7-0-8 14-6-8 0- 4 - 7 0- 5 - 1 3 5- 4 - 7 2- 1 1 - 3 Scale = 1:41.9 Plate Offsets (X, Y):[1:0-1-4,0-0-11], [3:0-1-8,0-0-14] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.11 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.23 4-7 >773 180 BCLL 0.0*Rep Stress Incr YES WB 0.23 Horz(CT) 0.09 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 54 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 1=0-5-8, 3=0-3-8 Max Horiz 1=-102 (LC 10) Max Uplift 1=-124 (LC 12), 3=-124 (LC 12) Max Grav 1=549 (LC 1), 3=549 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-11=-1366/278, 2-11=-1244/294, 2-12=-1247/303, 3-12=-1369/286 BOT CHORD 1-4=-180/1165, 3-4=-178/1162 WEBS 2-4=-123/1024 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior (1) 3-0-0 to 7-6-0, Exterior(2R) 7-6-0 to 10-6-0, Interior (1) 10-6-0 to 14-10-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 1, 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 124 lb uplift at joint 1 and 124 lb uplift at joint 3. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156344A03Scissor71J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:02 Page: 1 ID:3Ug2MCmTshTE5gQ3pfyAWxyD1v5-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =3x6 =3x8 =3x8 =1.5x4 =3x8 =3x6 7 6 5 1 2 8 3 9 4 1-6-0 -1-6-0 7-5-0 7-5-0 7-5-0 14-10-0 7-5-0 7-5-0 7-5-0 14-10-0 4- 7 - 6 Scale = 1:35.7 Plate Offsets (X, Y):[2:0-3-8,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.06 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.13 5-6 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.64 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 88 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 5=0-3-8, 7=0-5-8 Max Horiz 7=-113 (LC 10) Max Uplift 5=-189 (LC 9), 7=-265 (LC 8) Max Grav 5=533 (LC 1), 7=632 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-7=-568/562, 1-2=0/0, 2-8=-536/469, 3-8=-536/469, 3-9=-536/469, 4-9=-536/469, 4-5=-469/469 BOT CHORD 6-7=-97/86, 5-6=-23/28 WEBS 2-6=-505/593, 3-6=-441/550, 4-6=-519/591 NOTES 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 265 lb uplift at joint 7 and 189 lb uplift at joint 5. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156345A04Flat11J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:02 Page: 1 ID:vdq0sB6XP_nrlKg9dhvRreyD1s4-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =2x5 =3x5 =3x8 =1.5x4 =3x5 =2x5 6 5 4 1 2 378 7-4-4 7-4-4 7-4-4 14-8-8 7-4-4 7-4-4 7-4-4 14-8-8 5- 4 - 6 Scale = 1:42.9 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.06 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.12 5-6 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.59 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 90 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 4=0-3-8, 6= Mechanical Max Uplift 4=-177 (LC 9), 6=-177 (LC 8) Max Grav 4=533 (LC 1), 6=533 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-471/450, 1-7=-461/377, 2-7=-461/377, 2-8=-461/377, 3-8=-461/377, 3-4=-471/450 BOT CHORD 5-6=-17/21, 4-5=-17/21 WEBS 1-5=-439/538, 2-5=-455/563, 3-5=-439/538 NOTES 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner (3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 177 lb uplift at joint 6 and 177 lb uplift at joint 4. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156346A05Flat11J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:02 Page: 1 ID:5H21JaelopSSfFdpleD_97yD1rN-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =2x5 =3x5 =3x8 =1.5x4 =3x5 =2x5 6 9 5 10 4 1 7 2 8 3 7-4-4 7-4-4 7-4-4 14-8-8 7-4-4 7-4-4 7-4-4 14-8-8 6- 1 - 6 Scale = 1:46.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.08 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.14 4-5 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.60 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 95 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 4=0-3-8, 6= Mechanical Max Uplift 4=-177 (LC 9), 6=-177 (LC 8) Max Grav 4=611 (LC 17), 6=611 (LC 17) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-476/450, 1-7=-443/329, 2-7=-443/329, 2-8=-443/329, 3-8=-443/329, 3-4=-476/450 BOT CHORD 6-9=-14/20, 5-9=-14/20, 5-10=-14/20, 4-10=-14/20 WEBS 1-5=-404/544, 2-5=-457/566, 3-5=-404/544 NOTES 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner (3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 177 lb uplift at joint 6 and 177 lb uplift at joint 4. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156347A06Flat11J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:02 Page: 1 ID:vRQIZdjWOfCcNA4z6vKOPOyD1rH-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =2x4 =3x4 =3x8 =1.5x4 =3x4 =2x4 HTU26 HTU26 HTU26 HTU26 HTU26 6 7 8 9 5 10 11 4 1 2 3 5-4-4 5-4-4 5-4-4 10-8-8 5-4-4 5-4-4 5-4-4 10-8-8 6- 1 0 - 2 6- 1 0 - 2 Scale = 1:52.2 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.03 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.05 5-6 >999 180 BCLL 0.0*Rep Stress Incr NO WB 0.14 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 183 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 4= Mechanical, 6=0-6-0 Max Uplift 4=-477 (LC 4), 6=-629 (LC 4) Max Grav 4=1341 (LC 1), 6=1916 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-1055/392, 1-2=-772/269, 2-3=-772/269, 3-4=-1063/393 BOT CHORD 6-7=-7/20, 7-8=-7/20, 8-9=-7/20, 5-9=-7/20, 5-10=-6/13, 10-11=-6/13, 4-11=-6/13 WEBS 1-5=-417/1200, 2-5=-322/195, 3-5=-420/1211 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 0-9-0 oc. Web 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 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 629 lb uplift at joint 6 and 477 lb uplift at joint 4. 10) Use Simpson Strong-Tie HTU26 (20-10d Girder, 11-10dx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 0-9-4 from the left end to 2-9-4 to connect truss(es) to back face of bottom chord. 11) Use Simpson Strong-Tie HTU26 (20-10d Girder, 11-10dx1 1/2 Truss, Single Ply Girder) or equivalent at 4-9-4 from the left end to connect truss(es) to back face of bottom chord, skewed 0.0 deg.to the left, sloping 0.0 deg. down. 12) Use Simpson Strong-Tie HTU26 (20-10d Girder, 11-10dx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 6-9-4 from the left end to 8-9-4 to connect truss(es) to back face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. 14) WARNING: The following hangers are manually applied but fail due to geometric considerations: HTU26 on back face at 6-9-4 from the left end, HTU26 on back face at 8-9-4 from the left end. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-3=-54, 4-6=-20 Concentrated Loads (lb) Vert: 7=-714 (B), 8=-528 (B), 9=-454 (B), 10=-395 (B), 11=-395 (B) Job Truss Truss Type Qty Ply Brighton Residence T22156348A07Flat Girder 1 2J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:03 Page: 1 ID:_BT4h5FQ9sm0isLSUjqBdyyD1Ue-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 1212 =4x7 =1.5x4 =3x8 =1.5x4 =1.5x4 =1.5x4 =4x4 =1.5x4 =1.5x4 =1.5x4 =1.5x4 = 4x7 1 15 14 13 12 11 102 943 8 22 75 6 1-6-0 -1-6-0 1-5-0 12-10-0 1-5-0 1-5-0 5-0-0 11-5-0 5-0-0 6-5-0 12-10-0 7- 1 1 - 0 0- 5 - 3 0- 3 - 8 0- 3 - 8 1- 6 - 1 1 1- 1 0 - 3 4- 7 - 1 6- 5 - 4 Scale = 1:48.9 Plate Offsets (X, Y):[2:0-2-12,0-1-13], [3:0-6-0,0-1-4], [10:0-2-12,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) n/a - n/a 999 BCLL 0.0*Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 10 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 79 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS All bearings 12-10-0. (lb) - Max Horiz 2=164 (LC 11), 16=164 (LC 11) Max Uplift All uplift 100 (lb) or less at joint(s) 2, 11, 12, 15, 16 except 14=-125 (LC 12) Max Grav All reactions 250 (lb) or less at joint (s) 2, 10, 11, 12, 13, 14, 15, 16, 19 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3E) -1-7-4 to 1-7-12, Exterior(2N) 1-7-12 to 6-5-0, Corner(3R) 6-5-0 to 9-5-0, Exterior(2N) 9-5-0 to 12-10-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 15, 12, 11, 2 except (jt=lb) 14=125. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156349A08Common Supported Gable 1 1J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.42 S Nov 10 2020 Print: 8.420 S Nov 10 2020 MiTek Industries, Inc. Mon Dec 14 09:44:51 Page: 1 ID:h2?1WceBV?nqUruZZshDUQyD1q5-KStycQeL?fKgsI8EktYu4i7RAneibQwiekWOgUy95qR December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 1212 =3x5 =1.5x4 =4x4 =3x5 4 1413 31 1211 2 6-5-0 6-5-0 6-5-0 12-10-0 6-5-0 12-10-0 6-5-0 6-5-0 0- 5 - 3 6- 1 0 - 3 Scale = 1:47.5 Plate Offsets (X, Y):[1:0-5-0,0-0-10], [3:0-5-0,0-0-10] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.08 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.12 4-7 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.09 Horz(CT) 0.01 1 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 56 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 1=0-5-8, 3=0-3-8 Max Horiz 1=149 (LC 11) Max Uplift 1=-108 (LC 12), 3=-108 (LC 12) Max Grav 1=555 (LC 18), 3=555 (LC 17) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-11=-583/190, 2-11=-505/208, 2-12=-505/208, 3-12=-583/190 BOT CHORD 1-13=-144/392, 4-13=-10/392, 4-14=-10/392, 3-14=-10/392 WEBS 2-4=-53/400 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior (1) 3-0-0 to 6-5-0, Exterior(2R) 6-5-0 to 9-5-0, Interior (1) 9-5-0 to 12-10-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 lb uplift at joint 1 and 108 lb uplift at joint 3. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156350A09Common71J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:03 Page: 1 ID:TDfccEzBboeDhlIi?zf0xcyD1oN-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =2x5 =3x4 =3x8 =1.5x4 =3x4 =2x5 6 5 4 1 2 3 6-4-4 6-4-4 6-4-4 12-8-8 6-4-4 12-8-8 6-4-4 6-4-4 5- 4 - 0 5- 4 - 0 Scale = 1:42.8 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.03 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.07 5-6 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.40 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 82 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 4=0-3-8, 6= Mechanical Max Uplift 4=-152 (LC 8), 6=-152 (LC 8) Max Grav 4=459 (LC 1), 6=459 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-406/413, 1-2=-344/300, 2-3=-344/300, 3-4=-406/413 BOT CHORD 5-6=-13/15, 4-5=-13/15 WEBS 1-5=-369/423, 2-5=-393/516, 3-5=-369/423 NOTES 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner (3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 152 lb uplift at joint 6 and 152 lb uplift at joint 4. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156351A10Flat11J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:03 Page: 1 ID:eKpmw_65?B0fVSeq8mMbuxyD1oC-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =2x5 =3x4 =3x8 =1.5x4 =3x4 =2x5 6 5 4 1 2 3 6-4-4 6-4-4 6-4-4 12-8-8 6-4-4 12-8-8 6-4-4 6-4-4 6- 1 - 3 6- 1 - 3 Scale = 1:46.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.03 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.07 5-6 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.42 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 86 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 4=0-3-8, 6= Mechanical Max Uplift 4=-152 (LC 8), 6=-152 (LC 8) Max Grav 4=459 (LC 1), 6=459 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-406/413, 1-2=-299/261, 2-3=-299/261, 3-4=-406/413 BOT CHORD 5-6=-11/12, 4-5=-11/12 WEBS 1-5=-342/393, 2-5=-395/519, 3-5=-342/393 NOTES 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner (3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 152 lb uplift at joint 6 and 152 lb uplift at joint 4. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156352A11Flat11J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:03 Page: 1 ID:?Idfzi9DpjfycDWnxKymb_yD1o7-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =3x4 =3x5 =7x10 =1.5x4 =3x5 =3x4 HTU26 HTU26 HTU26 HTU26 HTU26 HTU26 HTU26 HTU26 6 7 8 9 10 11 5 12 13 14 15 4 1 2 3 6-5-4 6-5-4 6-5-4 12-10-8 6-5-4 12-10-8 6-5-4 6-5-4 6- 1 0 - 2 Scale = 1:54.6 Plate Offsets (X, Y):[5:0-5-0,0-4-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.07 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.14 4-5 >999 180 BCLL 0.0*Rep Stress Incr NO WB 0.32 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 204 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP DSS WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 4= Mechanical, 6=0-6-0 Max Uplift 4=-919 (LC 4), 6=-961 (LC 4) Max Grav 4=3270 (LC 1), 6=3264 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-2207/674, 1-2=-2034/588, 2-3=-2034/588, 3-4=-2203/674 BOT CHORD 6-7=-12/33, 7-8=-12/33, 8-9=-12/33, 9-10=-12/33, 10-11=-12/33, 5-11=-12/33, 5-12=-12/38, 12-13=-12/38, 13-14=-12/38, 14-15=-12/38, 4-15=-12/38 WEBS 1-5=-827/2870, 2-5=-380/239, 3-5=-827/2864 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 0-9-0 oc. Web 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 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 961 lb uplift at joint 6 and 919 lb uplift at joint 4. 10) Use Simpson Strong-Tie HTU26 (20-10d Girder, 11-10dx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 0-10-12 from the left end to 11-7-4 to connect truss(es) to back face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-3=-54, 4-6=-20 Concentrated Loads (lb) Vert: 7=-543 (B), 8=-543 (B), 10=-816 (B), 11=-886 (B), 12=-886 (B), 13=-816 (B), 14=-556 (B), 15=-556 (B) Job Truss Truss Type Qty Ply Brighton Residence T22156353A12Flat Girder 1 2J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:04 Page: 1 ID:w4YcsAURpDSp_Mi9GFMPiHyD0_p-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 1212 =4x7 =3x4 =1.5x4 =1.5x4 =1.5x4 =4x4 =1.5x4 =1.5x4 = 3x4 =4x7 91121110 82 201973 64 5 1-6-0 -1-6-0 1-6-0 11-6-0 1-5-0 10-0-0 1-5-0 1-5-0 3-7-0 5-0-0 3-7-0 8-7-0 10-0-0 6- 6 - 0 0- 5 - 3 0- 3 - 8 0- 3 - 8 1- 6 - 1 1 1- 1 0 - 3 3- 2 - 1 5- 0 - 4 Scale = 1:39.6 Plate Offsets (X, Y):[2:0-3-12,0-2-5], [8:0-3-12,0-2-5] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a - n/a 999 BCLL 0.0*Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 16 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 62 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size) 2=10-0-0, 8=10-0-0, 10=10-0-0, 11=10-0-0, 12=10-0-0, 13=10-0-0, 16=10-0-0 Max Horiz 2=-144 (LC 10), 13=-144 (LC 10) Max Uplift 2=-104 (LC 12), 8=-104 (LC 12), 10=-75 (LC 12), 12=-75 (LC 12), 13=-104 (LC 12), 16=-104 (LC 12) Max Grav 2=212 (LC 1), 8=212 (LC 1), 10=214 (LC 18), 11=117 (LC 17), 12=211 (LC 17), 13=212 (LC 1), 16=212 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/61, 2-19=-197/78, 3-19=-56/78, 3-4=-52/94, 4-5=-64/145, 5-6=-55/142, 6-7=-43/90, 7-20=-46/72, 8-20=-51/71, 8-9=0/61 BOT CHORD 2-12=-101/270, 11-12=-101/245, 10-11=-101/245, 8-10=-101/245 WEBS 5-11=-109/0, 4-12=-187/217, 6-10=-186/216 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3E) -1-7-4 to 1-4-12, Exterior(2N) 1-4-12 to 5-0-0, Corner(3R) 5-0-0 to 8-0-0, Exterior(2N) 8-0-0 to 11-7-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 2, 104 lb uplift at joint 8, 75 lb uplift at joint 12, 75 lb uplift at joint 10, 104 lb uplift at joint 2 and 104 lb uplift at joint 8. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156354A13Common Supported Gable 1 1J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:04 Page: 1 ID:xYWPRa9foIZU1X0z4rLNHtyD1hh-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 1212 =3x4 =1.5x4 =4x4 =3x4 4 31 1211 2 5-0-0 5-0-0 5-0-0 10-0-0 5-0-0 5-0-0 5-0-0 10-0-0 0- 5 - 3 5- 5 - 3 Scale = 1:38.1 Plate Offsets (X, Y):[1:0-2-6,0-1-8], [3:0-2-6,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.03 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.04 4-10 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 1 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 44 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 1=0-5-8, 3=0-5-8 Max Horiz 1=116 (LC 11) Max Uplift 1=-84 (LC 12), 3=-84 (LC 12) Max Grav 1=370 (LC 1), 3=370 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-11=-391/189, 2-11=-304/206, 2-12=-304/206, 3-12=-391/188 BOT CHORD 1-4=-123/231, 3-4=-21/231 WEBS 2-4=-61/236 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior (1) 3-0-0 to 5-0-0, Exterior(2R) 5-0-0 to 8-0-0, Interior (1) 8-0-0 to 10-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84 lb uplift at joint 1 and 84 lb uplift at joint 3. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156355A14Common11J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:04 Page: 1 ID:eU7BX?GxRNp3E3nufyWjh_yD1hX-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 1212 =3x4 =3x4 =1.5x4 =4x4 =3x4 =3x4 6 51 42 1615 3 5-0-0 5-0-0 5-0-0 10-0-0 0-0-12 10-0-0 0-0-12 0-0-12 4-11-4 5-0-0 4-11-4 9-11-4 0- 5 - 3 5- 5 - 3 Scale = 1:39.8 Plate Offsets (X, Y):[1:0-2-0,0-0-3], [5:0-2-0,0-0-3] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.02 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.03 6-9 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.05 Horz(CT) -0.01 1 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 48 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 SLIDER Left 2x4 SP No.2 -- 1-6-0, Right 2x4 SP No.2 -- 1-6-0 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 1=0-4-12, 5=0-4-12 Max Horiz 1=110 (LC 11) Max Uplift 1=-79 (LC 12), 5=-79 (LC 12) Max Grav 1=351 (LC 1), 5=351 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-246/14, 2-15=-301/184, 3-15=-270/202, 3-16=-270/202, 4-16=-301/184, 4-5=-186/0 BOT CHORD 1-6=-23/207, 5-6=-23/207 WEBS 3-6=-70/211 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-3-2 to 3-3-2, Interior (1) 3-3-2 to 5-0-0, Exterior(2R) 5-0-0 to 8-0-0, Interior (1) 8-0-0 to 9-8-14 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 79 lb uplift at joint 1 and 79 lb uplift at joint 5. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156356A15Common11J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:04 Page: 1 ID:eled6pTbRbzfmha990KjtZyD1hG-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 1212 =1.5x4 =4x4 =4x10 =4x4 = 4x4 =1.5x4 6 5 4 31 87 2 4-6-8 4-6-8 4-6-8 9-1-0 4-6-8 4-6-8 4-6-8 9-1-0 0- 1 0 - 1 1 5- 5 - 3 Scale = 1:36.8 Plate Offsets (X, Y):[1:0-0-12,0-1-8], [3:0-0-12,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(CT) -0.02 4-5 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 54 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 4= Mechanical, 6= Mechanical Max Horiz 6=102 (LC 11) Max Uplift 4=-74 (LC 12), 6=-74 (LC 12) Max Grav 4=325 (LC 1), 6=325 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-309/153, 2-7=-230/171, 2-8=-230/171, 3-8=-309/153, 3-4=-286/178, 1-6=-286/178 BOT CHORD 5-6=-164/190, 4-5=-132/116 WEBS 2-5=-8/180, 3-5=-60/155, 1-5=-55/154 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-7-4 to 3-7-4, Interior (1) 3-7-4 to 5-0-0, Exterior(2R) 5-0-0 to 8-0-0, Interior (1) 8-0-0 to 9-4-12 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 lb uplift at joint 6 and 74 lb uplift at joint 4. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156357A16Common71J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:04 Page: 1 ID:ERVv2beN8vjgSqfrzya?SWyD1h2-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =1.5x4 =3x6 =3x4 =3x6 =1.5x4 5 4 6 7 1 2 3 4-6-8 4-6-8 4-6-8 9-1-0 9-1-0 6- 0 - 4 6- 0 - 4 Scale = 1:41.5 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.26 4-5 >400 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.44 4-5 >239 180 BCLL 0.0*Rep Stress Incr YES WB 0.16 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 64 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP 2250F 1.9E WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 4= Mechanical, 5= Mechanical Max Uplift 4=-108 (LC 8), 5=-108 (LC 8) Max Grav 4=370 (LC 17), 5=370 (LC 17) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5=-99/141, 1-2=-27/2, 2-3=-27/2, 3-4=-99/141 BOT CHORD 5-6=-164/121, 6-7=-164/121, 4-7=-164/121 WEBS 2-5=-175/266, 2-4=-175/266 NOTES 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner (3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 lb uplift at joint 5 and 108 lb uplift at joint 4. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156358A17Flat11J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:05 Page: 1 ID:fIiTERuwQ2FqrvAh89xhGkyD1gk-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =1.5x4 =3x6 =3x4 =3x6 =1.5x4 5 6 7 4 1 2 3 4-6-8 4-6-8 4-6-8 9-1-0 9-1-0 6- 8 - 8 6- 8 - 8 Scale = 1:44.6 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.29 4-5 >367 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.47 4-5 >225 180 BCLL 0.0*Rep Stress Incr YES WB 0.18 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 67 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP 2250F 1.9E WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 4= Mechanical, 5= Mechanical Max Uplift 4=-108 (LC 8), 5=-108 (LC 8) Max Grav 4=375 (LC 17), 5=375 (LC 17) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5=-98/140, 1-2=-24/2, 2-3=-24/2, 3-4=-98/140 BOT CHORD 5-6=-147/107, 6-7=-147/107, 4-7=-147/107 WEBS 2-5=-169/256, 2-4=-169/256 NOTES 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner (3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 lb uplift at joint 5 and 108 lb uplift at joint 4. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156359A18Flat11J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:05 Page: 1 ID:qgO360EUqfmsCCJ4n2RFOeyD1gI-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 4.5 12 =4x10 =2x4 =10x10 =3x4 =3x4 =4x4 =1.5x4 1 13 8 7 6 2 12 3 4 14 5 5-4-13 10-11-13 5-7-0 5-7-0 6-2-0 -6-2-0 5-6-9 16-6-6 5-5-4 5-5-4 5-6-9 10-11-13 5-6-9 16-6-6 6-2-0 -6-2-0 8- 1 0 - 2 0- 4 - 0 Scale = 1:46.2 Loading (psf)Spacing 1-4-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.23 11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.44 11 >604 180 BCLL 0.0*Rep Stress Incr NO WB 0.58 Horz(CT) 0.18 6 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 170 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 *Except* 1-3:2x8 SP DSS BOT CHORD 2x6 SP DSS WEBS 2x4 SP No.2 LBR SCAB 1-3 SP DSS one side BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 1=0-5-8, 6= Mechanical Max Horiz 1=177 (LC 12) Max Uplift 1=-86 (LC 12), 6=-157 (LC 12) Max Grav 1=568 (LC 1), 6=556 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-13=-189/0, 2-13=-145/1, 2-12=-1790/584, 3-12=-1392/431, 3-4=-616/155, 4-14=-45/3, 5-14=-23/23, 5-6=-81/61 BOT CHORD 2-8=-699/1748, 7-8=-571/1419, 6-7=-222/545 WEBS 4-6=-694/282, 3-8=-42/237, 4-7=-115/431, 3-7=-953/383 NOTES 1) Attached 12-8-0 scab 1 to 3, front face(s) 2x8 SP DSS with 2 row(s) of 10d (0.131"x3") nails spaced 9" o.c.except : starting at 4-9-13 from end at joint 1, nail 2 row(s) at 7" o.c. for 3-3-11; starting at 9-10-0 from end at joint 1, nail 2 row(s) at 7" o.c. for 2-0-0. 2) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-2-12 to 3-2-12, Interior (1) 3-2-12 to 22-6-10 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 1 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 157 lb uplift at joint 6 and 86 lb uplift at joint 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156360B01Monopitch41J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:05 Page: 1 ID:YWd1QyGTiJIaOq?szcrx3PyD0L1-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 4.5 12 =4x10 =1.5x4 =10x10 =3x4 =3x4 =3x4 =1.5x4 1 13 8 7 6 2 12 3 4 14 5 5-6-7 10-11-13 5-5-6 5-5-6 5-8-3 16-8-0 6-2-0 -6-2-0 0-2-0 16-10-0 5-3-10 5-3-10 5-8-3 10-11-13 5-10-3 16-10-0 6-2-0 -6-2-0 8- 1 0 - 1 2 0- 5 - 0 Scale = 1:49.3 Loading (psf)Spacing 1-4-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.26 8-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(CT) -0.49 8-11 >560 180 BCLL 0.0*Rep Stress Incr YES WB 0.64 Horz(CT) 0.20 6 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 157 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 *Except* 1-3:2x8 SP DSS BOT CHORD 2x4 SP 2250F 1.9E WEBS 2x4 SP No.2 LBR SCAB 1-3 SP DSS one side BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 1=0-3-8, 6=0-3-8 Max Horiz 1=180 (LC 12) Max Uplift 1=-89 (LC 12), 6=-160 (LC 12) Max Grav 1=573 (LC 1), 6=564 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-13=-191/0, 2-13=-146/2, 2-12=-1840/600, 3-12=-1352/411, 3-4=-646/162, 4-14=-48/3, 5-14=-24/24, 5-6=-86/64 BOT CHORD 2-8=-587/1454, 7-8=-570/1415, 6-7=-232/572 WEBS 4-6=-718/291, 3-8=0/166, 3-7=-918/370, 4-7=-116/438 NOTES 1) Attached 12-6-5 scab 1 to 3, front face(s) 2x8 SP DSS with 2 row(s) of 10d (0.131"x3") nails spaced 9" o.c.except : starting at 4-9-13 from end at joint 1, nail 2 row(s) at 7" o.c. for 2-9-15; starting at 9-8-5 from end at joint 1, nail 2 row(s) at 7" o.c. for 2-0-0. 2) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 3-1-12, Interior (1) 3-1-12 to 22-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 160 lb uplift at joint 6 and 89 lb uplift at joint 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156361B02Roof Special 5 1J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:05 Page: 1 ID:YWd1QyGTiJIaOq?szcrx3PyD0L1-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 4.5 12 =4x10 =2x4 =8x8 =3x4 =3x6 =3x8 =4x10 =3x8 1 14 9 8 16 7 2 13 3 4 15 5 6 1-10-0 16-8-0 3-10-3 14-10-0 5-6-7 10-11-13 5-5-6 5-5-6 6-2-0 -6-2-0 0-2-0 16-10-0 5-3-10 5-3-10 5-8-3 10-11-13 5-10-3 16-10-0 6-2-0 -6-2-0 8- 1 0 - 1 2 0- 4 - 0 Scale = 1:49.4 Plate Offsets (X, Y):[3:0-4-0,0-4-8] Loading (psf)Spacing 1-4-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.31 9-12 >870 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.57 9-12 >473 180 BCLL 0.0*Rep Stress Incr YES WB 0.99 Horz(CT) 0.21 7 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 184 lb FT = 20% LUMBER TOP CHORD 2x6 SP DSS *Except* 1-3:2x8 SP DSS BOT CHORD 2x6 SP DSS WEBS 2x4 SP No.2 *Except* 7-6:2x6 SP No.2 LBR SCAB 1-3 SP DSS one side BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 1=0-5-8, 7=0-5-8 Max Horiz 1=177 (LC 12) Max Uplift 1=-87 (LC 12), 7=-158 (LC 12) Max Grav 1=573 (LC 1), 7=636 (LC 17) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-14=-213/0, 2-14=-144/0, 2-13=-2041/629, 3-13=-1809/531, 3-4=-467/77, 4-15=-217/37, 5-15=-182/44, 5-6=-225/65, 6-7=-158/496 BOT CHORD 2-9=-740/1988, 8-9=-672/1834, 8-16=-125/339, 7-16=-125/339 WEBS 5-7=-995/376, 3-9=-74/376, 3-8=-1611/591, 4-8=-116/550 NOTES 1) Attached 12-6-5 scab 1 to 3, front face(s) 2x8 SP DSS with 2 row(s) of 10d (0.131"x3") nails spaced 9" o.c.except : starting at 4-9-13 from end at joint 1, nail 2 row(s) at 7" o.c. for 3-3-11. 2) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-2-12 to 3-2-12, Interior (1) 3-2-12 to 22-9-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 158 lb uplift at joint 7 and 87 lb uplift at joint 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156362B02ARoof Special 1 1J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:06 Page: 1 ID:YWd1QyGTiJIaOq?szcrx3PyD0L1-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 4.512 =4x10 =2x4 =8x8 =3x4 =3x6 =3x8 =4x4 =2x4 1 13 9 8 15 7 2 3 4 14 5 6 1-10-0 16-8-0 3-10-3 14-10-0 5-6-7 10-11-13 5-5-6 5-5-6 6-2-0 -6-2-0 0-2-0 16-10-0 5-3-10 5-3-10 5-8-3 10-11-13 5-10-3 16-10-0 6-2-0 -6-2-0 8- 1 0 - 1 2 0 - 7 - 1 2 0- 4 - 0 6- 1 0 - 1 2 Scale = 1:54.1 Plate Offsets (X, Y):[3:0-4-0,0-4-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.37 9-12 >736 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.68 9-12 >397 180 BCLL 0.0*Rep Stress Incr YES WB 0.35 Horz(CT) 0.26 7 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 281 lb FT = 20% LUMBER TOP CHORD 2x6 SP DSS *Except* 1-3:2x8 SP DSS BOT CHORD 2x6 SP DSS WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 1=0-5-8, 7=0-5-8 Max Horiz 1=267 (LC 12) Max Uplift 1=-131 (LC 12), 7=-238 (LC 12) Max Grav 1=863 (LC 1), 7=957 (LC 17) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-13=-320/0, 2-13=-216/0, 2-3=-3691/1139, 3-4=-710/119, 4-14=-311/51, 5-14=-258/61, 5-6=-303/85, 6-7=-227/725 BOT CHORD 2-9=-1404/3801, 8-9=-1051/2871, 8-15=-188/506, 7-15=-188/506 WEBS 5-7=-1519/569, 3-9=-163/703, 3-8=-2547/934, 4-8=-196/893 NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 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. Web 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 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-2-12 to 3-2-12, Interior (1) 3-2-12 to 22-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Bearing at joint(s) 1 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 238 lb uplift at joint 7 and 131 lb uplift at joint 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156363B03Roof Special 2 2J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:06 Page: 1 ID:YWd1QyGTiJIaOq?szcrx3PyD0L1-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 4.512 =4x10 =2x4 =10x10 =3x4 =3x4 =3x5 =4x4 1 8 7 6 2 3 4 12 5 3-6-0 -3-6-0 4-4-12 16-8-0 4-7-8 12-3-4 0-3-8 16-11-8 7-7-12 7-7-12 3-6-0 -3-6-0 4-8-4 16-11-8 4-9-4 12-3-4 7-6-0 7-6-0 7- 1 0 - 1 2 0- 7 - 1 2 0- 4 - 0 6- 1 0 - 1 2 Scale = 1:49.9 Plate Offsets (X, Y):[5:0-2-6,0-0-5] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.23 8-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.44 8-11 >550 180 BCLL 0.0*Rep Stress Incr YES WB 0.59 Horz(CT) 0.15 6 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 128 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 *Except* 3-1:2x8 SP DSS BOT CHORD 2x6 SP DSS WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 5-9-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 1=0-5-8, 6=0-5-8 Max Horiz 1=240 (LC 12) Max Uplift 1=-115 (LC 12), 6=-213 (LC 12) Max Grav 1=768 (LC 1), 6=748 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-261/0, 2-3=-2248/688, 3-4=-638/139, 4-12=-55/3, 5-12=-30/32, 5-6=-107/79 BOT CHORD 2-8=-864/2167, 7-8=-542/1356, 6-7=-225/549 WEBS 4-7=-148/545, 4-6=-795/323, 3-7=-974/387, 3-8=-65/397 NOTES 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-2-12 to 3-6-0, Interior (1) 3-6-0 to 20-3-12 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 213 lb uplift at joint 6 and 115 lb uplift at joint 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156364B04Roof Special Girder 6 1J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:06 Page: 1 ID:KOp_iwvkYslMrKIkogQJOSyD1cq-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 4.512 =4x10 =2x4 =10x10 =7x10 =3x4 =3x5 =4x4NAILEDNAILEDNAILED NAILED NAILED NAILED NAILED NAILED NAILED 1 12 13 14 15 16 8 17 18 7 19 20 6 2 3 4 5 3-6-0 -3-6-0 4-4-12 16-8-0 4-7-8 12-3-4 0-3-8 16-11-8 7-7-12 7-7-12 3-6-0 -3-6-0 4-8-4 16-11-8 4-9-4 12-3-4 7-6-0 7-6-0 7- 1 0 - 1 2 0- 7 - 1 2 0- 4 - 0 6- 1 0 - 1 2 Scale = 1:53.3 Plate Offsets (X, Y):[5:0-2-6,0-0-4], [7:0-3-8,0-4-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.25 8-11 >964 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.45 8-11 >532 180 BCLL 0.0*Rep Stress Incr NO WB 0.17 Horz(CT) 0.15 6 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 384 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 *Except* 3-1:2x8 SP DSS BOT CHORD 2x6 SP DSS WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 1=0-5-8, 6=0-5-8 Max Horiz 1=240 (LC 8) Max Uplift 1=-472 (LC 8), 6=-695 (LC 8) Max Grav 1=2201 (LC 1), 6=2370 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-12=-764/2, 2-12=-591/0, 2-3=-5656/1315, 3-4=-1867/430, 4-5=-58/28, 5-6=-118/55 BOT CHORD 2-13=-1526/5719, 2-13=-1526/5719, 2-14=-1135/4224, 14-15=-1135/4224, 15-16=-1135/4224, 8-16=-1135/4224, 8-17=-1117/4144, 17-18=-1117/4144, 7-18=-1117/4144, 7-19=-471/1685, 19-20=-471/1685, 6-20=-471/1685 WEBS 4-7=-562/2236, 4-6=-2448/683, 3-7=-2968/780, 3-8=-378/1709 NOTES 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x8 - 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. Web 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 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 1 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 695 lb uplift at joint 6 and 472 lb uplift at joint 1. 9) "NAILED" indicates Girder: 3-10d (0.148" x 3") toe-nails per NDS guidelines. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 297 lb down and 68 lb up at 1-10-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-10=-75, 5-10=-54, 6-9=-20 Concentrated Loads (lb) Vert: 7=-305 (F), 12=-297, 13=-311 (F), 14=-305 (F), 15=-305 (F), 16=-305 (F), 17=-305 (F), 18=-305 (F), 19=-305 (F), 20=-309 (F) Job Truss Truss Type Qty Ply Brighton Residence T22156365B05Roof Special Girder 2 3J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:06 Page: 1 ID:KOp_iwvkYslMrKIkogQJOSyD1cq-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 4.512 4.5 12 =3x6 =5x5 =3x4 =3x4 =3x4 =1.5x4 1 7 6 2 3 4 11 5 3-1-8 -3-1-8 5-5-12 11-1-0 5-7-4 5-7-4 5-10-0 16-11-0 3-1-8 -3-1-8 8-3-12 8-3-12 8-7-4 16-11-0 7- 1 0 - 3 0- 6 - 1 6- 1 0 - 3 0- 4 - 0 Scale = 1:54 Plate Offsets (X, Y):[2:0-0-15,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.34 7-10 >689 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.67 7-10 >351 180 BCLL 0.0*Rep Stress Incr YES WB 0.79 Horz(CT) 0.21 6 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 97 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 *Except* 1-3:2x6 SP DSS BOT CHORD 2x4 SP 2250F 1.9E WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-8-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-7-10 oc bracing. REACTIONS (size) 1=0-5-8, 6= Mechanical Max Horiz 1=233 (LC 12) Max Uplift 1=-116 (LC 12), 6=-208 (LC 12) Max Grav 1=744 (LC 1), 6=731 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-254/0, 2-3=-2955/1002, 3-4=-1257/324, 4-11=-72/4, 5-11=-39/36, 5-6=-134/98 BOT CHORD 2-7=-1003/2451, 6-7=-308/707 WEBS 3-7=-645/329, 4-7=-211/772, 4-6=-876/384 NOTES 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-2-12 to 3-1-8, Interior (1) 3-1-8 to 19-10-12 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 208 lb uplift at joint 6 and 116 lb uplift at joint 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156366B06Monopitch11J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:06 Page: 1 ID:_BT4h5FQ9sm0isLSUjqBdyyD1Ue-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 4.512 =3x4 =3x6 =4x4 =3x4 =3x4 =2x4 6 5 4 1 7 2 8 3 7-6-10 7-6-10 7-6-10 15-1-4 0-0-6 0-0-6 7-6-4 7-6-10 7-6-10 15-1-4 6- 1 0 - 3 1- 2 - 3 6- 1 0 - 3 Scale = 1:50.5 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.07 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.15 4-5 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.28 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 84 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 5-6-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS T-Brace:2x4 SP No.2 - 2-4 Fasten (2X) T and I braces to narrow edge of web with 10d (0.131"x3") nails, 6in o.c.,with 3in minimum end distance. Brace must cover 90% of web length. REACTIONS (size) 4= Mechanical, 6=0-4-3 Max Horiz 6=173 (LC 12) Max Uplift 4=-168 (LC 12), 6=-81 (LC 12) Max Grav 4=548 (LC 1), 6=548 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-766/97, 2-7=-640/110, 2-8=-100/0, 3-8=-46/41, 3-4=-161/128, 1-6=-482/139 BOT CHORD 5-6=-256/207, 4-5=-248/661 WEBS 2-5=0/296, 2-4=-721/268, 1-5=-13/491 NOTES 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) 3-3-10 to 6-3-10, Interior (1) 6-3-10 to 18-1-6 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 168 lb uplift at joint 4 and 81 lb uplift at joint 6. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156367B07Monopitch11J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:07 Page: 1 ID:2FD2SahqkdmtTh6grtfTlsyD1iH-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 4.512 =1.5x4 =3x5 =3x4 =3x4 =3x4 =1.5x4 6 5 4 1 7 2 8 3 6-6-10 6-6-10 6-6-10 13-1-4 0-0-6 0-0-6 6-6-4 6-6-10 6-6-10 13-1-4 6- 1 0 - 3 1- 1 1 - 3 6- 1 0 - 3 Scale = 1:50.5 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.04 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.08 4-5 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.52 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 78 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 4= Mechanical, 6=0-4-3 Max Horiz 6=150 (LC 12) Max Uplift 4=-155 (LC 12), 6=-60 (LC 12) Max Grav 4=474 (LC 1), 6=474 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-533/70, 2-7=-423/81, 2-8=-84/0, 3-8=-44/38, 3-4=-139/122, 1-6=-417/124 BOT CHORD 5-6=-210/130, 4-5=-212/450 WEBS 2-5=0/223, 2-4=-521/244, 1-5=-10/398 NOTES 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) 5-3-10 to 8-3-10, Interior (1) 8-3-10 to 18-1-6 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 155 lb uplift at joint 4 and 60 lb uplift at joint 6. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156368B08Monopitch11J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:07 Page: 1 ID:52W0LS2aDL5PcYZUFEC25gyD1j6-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 4.512 =1.5x4 =3x6 =3x4 =3x4 =3x4 =1.5x4 7 6 5 12 8 3 9 4 0-4-14 0-4-14 5-4-3 5-9-1 5-8-15 11-6-0 5-8-15 11-6-0 5-9-1 5-9-1 6- 1 0 - 3 2- 6 - 7 6- 1 0 - 3 Scale = 1:50.5 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.02 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.05 5-6 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.34 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 72 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 5= Mechanical, 7=0-5-8 Max Horiz 7=131 (LC 12) Max Uplift 5=-145 (LC 12), 7=-43 (LC 12) Max Grav 5=415 (LC 1), 7=415 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-177/65, 2-8=-386/51, 3-8=-292/61, 3-9=-71/0, 4-9=-43/35, 4-5=-122/116, 1-7=-364/109 BOT CHORD 6-7=-197/115, 5-6=-184/320 WEBS 3-6=0/176, 3-5=-396/227, 2-6=0/291 NOTES 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) 6-10-14 to 9-10-14, Interior (1) 9-10-14 to 18-1-6 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 145 lb uplift at joint 5 and 43 lb uplift at joint 7. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156369B09Monopitch21J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:07 Page: 1 ID:GG_BgXkqf9UjfyIjwZGjjvyD1ko-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 4.512 =5x5 =3x4 =3x4 =2x4 =1.5x4 =7x10 =1.5x4 =2x4 =8x8 =2x4 =3x6 =1.5x4 =2x4 =1.5x4 =2x4 =3x6 =1.5x4 =6x8 =6x12 =4x10 =3x8 =1.5x4 =2x4 =3x10 =2x4 =3x8 =MT20HS 7x10 =3x10 Special HTU26 HTU26NAILED NAILED NAILED NAILED NAILED NAILED NAILED Special 24 23 22 3221 20 19 18 17 16 15 14 1 2 25 3 2826 4 5 6 27 13 7 1112 8 10 9 1-10-8 1-10-8 3-11-8 21-0-0 1-10-8 22-10-8 7-0-0 8-10-8 8-2-0 17-0-8 0-10-4 8-10-4 6-5-4 15-3-8 7-7-0 22-10-8 8-0-0 8-0-0 6- 7 - 0 0- 6 - 1 4- 8 - 8 4- 2 - 7 0- 5 - 8 0- 5 - 8 0- 9 - 0 1- 2 - 8 3- 2 - 4 4- 4 - 1 2 1- 0 - 3 5- 4 - 1 5 1- 2 - 1 6- 7 - 0 Scale = 1:56.9 Plate Offsets (X, Y):[1:Edge,0-2-3], [1:Edge,0-2-0], [14:Edge,0-4-4], [18:0-4-0,0-1-12], [23:0-5-0,0-4-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.08 16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.14 16 >999 180 MT20HS 187/143 BCLL 0.0*Rep Stress Incr NO WB 0.78 Horz(CT) 0.01 14 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 186 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP DSS WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-8-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 25, 26, 27, 28 REACTIONS (size) 1=8-8-8, 14=0-5-8, 21=0-3-8, 22=8-8-8, 23=8-8-8, 24=8-8-8, 29=8-8-8 Max Horiz 1=128 (LC 8), 29=128 (LC 8) Max Uplift 1=-14 (LC 23), 14=-953 (LC 8), 21=-518 (LC 8), 22=-80 (LC 9), 23=-46 (LC 8), 24=-112 (LC 23), 29=-14 (LC 23) Max Grav 1=126 (LC 1), 14=3277 (LC 1), 21=1862 (LC 1), 22=366 (LC 18), 23=123 (LC 1), 24=382 (LC 1), 29=126 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-100/83, 2-3=-91/127, 3-4=-56/101, 4-5=-37/114, 5-6=-2335/644, 6-7=-2342/671, 7-8=-2323/692, 8-9=-2316/713, 9-10=-56/66, 10-11=-80/50, 11-12=-38/22, 12-13=-135/51, 13-14=-215/76 BOT CHORD 1-24=-85/2, 23-24=-85/0, 22-23=-85/0, 22-32=-84/182, 21-32=-84/182, 20-21=-68/128, 19-20=-68/128, 18-19=-68/128, 17-18=-669/2330, 16-17=-695/2421, 15-16=-695/2421, 14-15=-695/2421 WEBS 5-22=-887/238, 5-26=-618/2282, 25-26=-604/2230, 18-25=-640/2362, 9-18=-708/199, 9-27=-3279/938, 27-28=-3464/992, 14-28=-3545/1017, 9-17=-999/3456, 8-18=-84/82, 7-25=-67/56, 19-25=-355/121, 6-26=-135/62, 20-26=-16/89, 5-21=-1151/341, 4-23=-62/37, 3-24=-184/90, 10-27=-23/102, 16-27=-69/314, 12-28=-20/104, 15-28=-51/206 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 5) All plates are MT20 plates 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 lb uplift at joint 1, 80 lb uplift at joint 22, 953 lb uplift at joint 14, 46 lb uplift at joint 23, 112 lb uplift at joint 24, 518 lb uplift at joint 21 and 14 lb uplift at joint 1. 10) Use Simpson Strong-Tie HTU26 (20-10d Girder, 11-10dx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-8 oc max. starting at 19-1-4 from the left end to 21-1-12 to connect truss(es) to front face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) "NAILED" indicates Girder: 3-10d (0.148" x 3") toe-nails per NDS guidelines. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection device(s) is the responsibility of others. 14) Special hanger(s) or other connection device(s) shall be provided at 22-9-12 from the left end sufficient to connect trusses to back face of bottom chord, skewed 0.0 deg. to the left, sloping 0.0 deg down.. The design/ selection of such special connection device(s) is the responsibility of others. 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 + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Job Truss Truss Type Qty Ply Brighton Residence T22156370B10Common Girder 1 1J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:07 Page: 1 ID:sTgMHsVhLriXEgsYOgOtniyD0_n-Mock Me Continued on page 2 December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 Uniform Loads (lb/ft) Vert: 1-9=-54, 9-13=-54, 14-29=-20 Concentrated Loads (lb) Vert: 18=-40 (B), 14=-24 (B), 17=-3290 (F=-3250, B=-40), 19=-40 (B), 20=-40 (B), 16=-479 (F=-439, B=-40), 15=-479 (F=-439, B=-40), 32=-24 (B) Job Truss Truss Type Qty Ply Brighton Residence T22156370B10Common Girder 1 1J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:07 Page: 2 ID:sTgMHsVhLriXEgsYOgOtniyD0_n-Mock Me Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 4.512 =3x10 =4x4 =1.5x4 =3x10 =3x6 =1.5x4 =2x4 =2x4 =7x10 =3x8 =1.5x4 =2x4 =3x4 =1.5x4 =3x10 =2x4 =6x8 =3x10 =1.5x4 =2x4 =3x8 =3x10 =2x4 =3x8 =4x7 =3x10 Special HTU26 HTU26 NAILED NAILED NAILED 22 21 20 19 18 17 16 15 14 13 26 23 2824 1 25 2 3 4 5 27 12 6 1011 7 9 8 1-10-8 1-10-8 3-10-4 5-8-12 3-11-8 15-1-8 1-10-8 17-0-0 5-5-4 11-2-0 0-9-12 9-3-12 7-8-4 17-0-0 8-6-0 8-6-0 6- 7 - 0 2- 8 - 8 4- 8 - 8 2- 0 - 0 2- 4 - 1 2 2- 4 - 1 2 1- 0 - 3 3- 4 - 1 5 0- 1 1 - 1 3 4- 4 - 1 2 1- 0 - 3 5- 4 - 1 5 1- 2 - 1 6- 7 - 0 Scale = 1:51.7 Plate Offsets (X, Y):[5:0-3-4,0-2-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.07 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.13 14-15 >704 180 BCLL 0.0*Rep Stress Incr NO WB 0.45 Horz(CT) 0.01 13 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 166 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 8-18 JOINTS 1 Brace at Jt(s): 24, 27, 28 REACTIONS (size) 13=0-5-8, 17=0-3-8, 18=9-5-8, 19=9-5-8, 20=9-5-8, 21=9-5-8, 22=9-5-8 Max Horiz 22=62 (LC 23) Max Uplift 13=-535 (LC 8), 17=-122 (LC 8), 18=-314 (LC 8), 19=-61 (LC 8), 20=-36 (LC 8), 21=-58 (LC 8), 22=-38 (LC 8) Max Grav 13=1611 (LC 1), 17=431 (LC 17), 18=884 (LC 1), 19=242 (LC 1), 20=152 (LC 1), 21=225 (LC 1), 22=213 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-26/14, 2-3=-12/17, 3-4=-5/20, 4-5=-27/49, 5-6=-264/90, 6-7=-261/116, 7-8=-249/136, 8-9=-55/67, 9-10=-70/49, 10-11=-56/28, 11-12=-158/60, 1-22=-57/33, 12-13=-274/97 BOT CHORD 21-22=-77/153, 20-21=-77/153, 19-20=-75/148, 18-19=-75/148, 17-18=-270/810, 16-17=-270/810, 15-16=-282/845, 14-15=-282/845, 13-14=-282/845 WEBS 5-24=-19/130, 18-24=-27/180, 18-23=-1550/507, 8-23=-1504/492, 22-26=-200/29, 25-26=-183/24, 5-25=-203/28, 8-27=-1076/358, 27-28=-1146/382, 13-28=-1202/401, 8-16=-679/1991, 7-23=-81/62, 17-23=-35/80, 6-24=-107/63, 19-24=-161/59, 5-20=-125/49, 4-25=-130/72, 21-25=-166/76, 2-26=-35/12, 9-27=-51/84, 15-27=-24/135, 11-28=-49/199, 14-28=-71/266 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 314 lb uplift at joint 18, 38 lb uplift at joint 22, 535 lb uplift at joint 13, 61 lb uplift at joint 19, 36 lb uplift at joint 20, 58 lb uplift at joint 21 and 122 lb uplift at joint 17. 10) Use Simpson Strong-Tie HTU26 (20-10d Girder, 11-10dx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 13-2-4 from the left end to 15-2-4 to connect truss(es) to front face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) "NAILED" indicates Girder: 3-10d (0.148" x 3") toe-nails per NDS guidelines. 13) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Job Truss Truss Type Qty Ply Brighton Residence T22156371B11Common Girder 1 1J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:08 Page: 1 ID:URxsPdM?sW0hQBwfUUQD?xyD1Qe-Mock Me Continued on page 2 December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 Vert: 1-8=-54, 8-12=-54, 13-22=-20 Concentrated Loads (lb) Vert: 16=-1361 (F=-1321, B=-40), 15=-553 (F=-513, B=-40), 14=-553 (F=-513, B=-40) Job Truss Truss Type Qty Ply Brighton Residence T22156371B11Common Girder 1 1J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:08 Page: 2 ID:URxsPdM?sW0hQBwfUUQD?xyD1Qe-Mock Me Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 312 =3x8 =4x10 =3x4 =3x10 =1.5x4 =5x5 =3x8 =1.5x4 =1.5x4 =1.5x4 =3x5 =3x4 =3x4 =5x5 =3x5 =1.5x4 1 15 14 13 12 11 10 2 21 3 17 16 4 5 6 7 8 22 9 0-0-14 18-6-15 1-6-0 -1-6-0 2-10-15 2-10-15 4-0-1 6-11-0 5-7-3 18-6-1 5-11-14 12-10-14 6-1-8 24-8-6 2-2-0 2-2-0 3-8-12 16-7-9 8-0-13 24-8-6 10-8-14 12-10-14 6- 6 - 1 0 0- 3 - 1 4 6- 2 - 5 Scale = 1:50.4 Plate Offsets (X, Y):[2:1-1-4,0-1-6], [2:1-2-8,0-1-8], [8:0-2-8,0-3-0], [13:0-2-8,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.16 12-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.29 12-13 >910 180 BCLL 0.0*Rep Stress Incr YES WB 0.34 Horz(CT) 0.05 10 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 131 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 *Except* 1-3:2x4 SP 2250F 1.9E BOT CHORD 2x4 SP 2250F 1.9E WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-9-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-7-1 oc bracing. WEBS T-Brace:2x4 SP No.2 - 8-10 Fasten (2X) T and I braces to narrow edge of web with 10d (0.131"x3") nails, 6in o.c.,with 3in minimum end distance. Brace must cover 90% of web length. JOINTS 1 Brace at Jt(s): 17 REACTIONS (size) 2=0-5-8, 10= Mechanical, 15=0-3-8 Max Horiz 2=210 (LC 8) Max Uplift 2=-133 (LC 8), 10=-230 (LC 8), 15=-152 (LC 8) Max Grav 2=354 (LC 1), 10=836 (LC 1), 15=705 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 9-10=-138/91, 1-2=0/23, 2-21=-1006/210, 2-21=-988/212, 2-3=-2224/522, 3-4=-2263/551, 4-5=-1741/404, 5-6=-1728/421, 6-7=-1710/429, 7-8=-1192/273, 8-22=-61/0, 9-22=-23/18 BOT CHORD 2-15=-708/2196, 14-15=-708/2196, 13-14=-705/2197, 12-13=-705/2197, 11-12=-542/1667, 10-11=-301/878 WEBS 4-16=-531/167, 16-17=-545/170, 12-17=-552/174, 7-12=-56/273, 7-11=-694/253, 8-11=-113/614, 8-10=-1064/367, 4-14=0/91, 5-16=-72/55, 13-16=0/80, 6-17=-25/16 NOTES 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=25ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) -1-6-7 to 1-5-9, Interior (1) 1-5-9 to 24-6-10 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable studs spaced at 2-0-0 oc. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 230 lb uplift at joint 10, 133 lb uplift at joint 2 and 152 lb uplift at joint 15. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156372C01Jack-Closed 2 1J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:08 Page: 1 ID:hjJQGu7DEhXqZnfvbsYiTxyD1OL-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 312 =3x5 =5x5 =5x8 =3x4 =3x4 =3x4 =3x5 =1.5x4 1 9 8 7 2 13 3 4 5 14 6 1-6-0 -1-6-0 5-10-0 12-8-15 5-10-0 18-6-15 6-11-0 6-11-0 6-1-8 24-8-6 7-9-5 16-7-9 8-0-13 24-8-6 8-10-5 8-10-5 6- 1 0 - 3 0- 3 - 1 4 6- 5 - 1 5 Scale = 1:48.3 Plate Offsets (X, Y):[3:0-2-8,0-3-0], [9:0-4-0,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.17 9-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.38 9-12 >778 180 BCLL 0.0*Rep Stress Incr YES WB 0.38 Horz(CT) 0.07 7 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 122 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 2-8-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS T-Brace:2x4 SP No.2 - 5-7 Fasten (2X) T and I braces to narrow edge of web with 10d (0.131"x3") nails, 6in o.c.,with 3in minimum end distance. Brace must cover 90% of web length. REACTIONS (size) 2=0-5-8, 7= Mechanical Max Horiz 2=219 (LC 8) Max Uplift 2=-262 (LC 8), 7=-248 (LC 8) Max Grav 2=994 (LC 1), 7=906 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-13=-2730/695, 3-13=-2728/707, 3-4=-2417/596, 4-5=-1249/296, 5-14=-60/0, 6-14=-25/19, 6-7=-135/99 BOT CHORD 2-9=-876/2626, 8-9=-589/1751, 7-8=-320/911 WEBS 3-9=-426/216, 4-9=-161/720, 4-8=-744/282, 5-8=-138/692, 5-7=-1137/400 NOTES 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=25ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) -1-6-7 to 1-5-9, Interior (1) 1-5-9 to 24-6-10 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 248 lb uplift at joint 7 and 262 lb uplift at joint 2. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156373C02Monopitch21J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:09 Page: 1 ID:dXG1tOXzCjjY3KldjWYHY_yD1HN-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 312 =3x4 =3x8 =2x4 =1.5x4 =6x6 =7x10 =5x8 =1.5x4 =3x6 =1.5x4 =2x4 =2x4 =8x8 =3x4 =3x5 =1.5x4 =MT20HS 7x10 =3x10 =3x4 1 2 23 241716 15 14 13 12 11 10 3 19 4 5 6 7 18 208 9 1-6-0 -1-6-0 0-5-8 25-0-0 5-6-8 24-6-8 5-10-14 12-10-12 6-1-4 19-0-0 6-11-14 6-11-14 2-3-12 2-3-12 6-7-12 8-11-8 7-10-8 16-10-0 8-2-0 25-0-0 6- 1 1 - 2 0- 3 - 1 4 6- 6 - 1 4 Scale = 1:48.8 Plate Offsets (X, Y):[2:1-0-8,0-2-4], [2:0-1-4,Edge], [14:0-4-0,0-1-12], [15:0-5-0,0-4-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.33 11-12 >821 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.56 11-12 >485 180 MT20HS 187/143 BCLL 0.0*Rep Stress Incr YES WB 0.86 Horz(CT) 0.02 10 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 166 lb FT = 20% LUMBER TOP CHORD 2x4 SP 2250F 1.9E BOT CHORD 2x6 SP DSS WEBS 2x4 SP No.2 *Except* 9-10:2x6 SP DSS, 8-20:2x4 SP 2250F 1.9E OTHERS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 5-8-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 9-10 JOINTS 1 Brace at Jt(s): 18, 19 REACTIONS (size) 2=2-5-8, 10=0-5-8, 17=0-3-8 Max Horiz 2=221 (LC 8) Max Uplift 2=-58 (LC 16), 10=-224 (LC 8), 17=-283 (LC 8) Max Grav 2=27 (LC 9), 10=925 (LC 17), 17=1226 (LC 17) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 10-20=-96/55, 9-20=-396/160, 1-2=0/20, 2-3=-1464/251, 3-4=-1455/273, 4-5=-1821/379, 5-6=-1842/404, 6-7=-1806/403, 7-8=-1008/167, 8-9=-341/1051 BOT CHORD 2-17=-426/1386, 16-17=-426/1386, 15-16=-426/1386, 14-15=-423/1378, 13-14=-500/1654, 12-13=-500/1654, 11-12=-502/1663, 11-23=-219/710, 23-24=-219/710, 10-24=-219/710 WEBS 4-14=-129/515, 14-19=-28/160, 7-19=-25/158, 7-11=-905/335, 8-11=-34/527, 10-18=-566/184, 7-12=-65/308, 6-19=-16/59, 13-19=-11/56, 5-14=-190/87, 4-15=-368/120, 3-16=-132/77, 8-18=-1700/520, 18-20=-1485/450 NOTES 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=25ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) -1-6-7 to 1-9-0, Interior (1) 1-9-0 to 24-9-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) All plates are MT20 plates unless otherwise indicated. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 224 lb uplift at joint 10, 58 lb uplift at joint 2 and 283 lb uplift at joint 17. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156374C03Monopitch21J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:09 Page: 1 ID:vEr1UBeHGQFDj_rEnRWXVKyD?u8-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 312 =3x8 =5x5 =7x10 =3x4 =3x4 =3x5 =1.5x4 =MT20HS 7x10 =3x10 =3x4 1 2 15 161098 7 3 4 11 125 6 1-6-0 -1-6-0 0-5-8 25-0-0 5-6-8 24-6-8 5-10-14 12-10-12 6-1-4 19-0-0 6-11-14 6-11-14 2-3-12 2-3-12 6-7-12 8-11-8 7-10-8 16-10-0 8-2-0 25-0-0 6- 1 1 - 2 0- 3 - 1 4 6- 6 - 1 4 Scale = 1:48.8 Plate Offsets (X, Y):[3:0-2-8,0-3-0], [9:0-5-0,0-4-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.39 8-9 >688 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.67 8-9 >402 180 MT20HS 187/143 BCLL 0.0*Rep Stress Incr YES WB 0.95 Horz(CT) 0.03 7 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 153 lb FT = 20% LUMBER TOP CHORD 2x4 SP 2250F 1.9E BOT CHORD 2x6 SP DSS WEBS 2x4 SP No.2 *Except* 6-7:2x6 SP DSS, 5-12:2x4 SP 2250F 1.9E BRACING TOP CHORD Structural wood sheathing directly applied or 4-10-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-7 JOINTS 1 Brace at Jt(s): 11 REACTIONS (size) 2=2-5-8, 7=0-5-8, 10=0-3-8 Max Horiz 2=221 (LC 8) Max Uplift 2=-86 (LC 8), 7=-232 (LC 8), 10=-196 (LC 8) Max Grav 2=226 (LC 1), 7=950 (LC 17), 10=962 (LC 17) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 7-12=-95/56, 6-12=-427/170, 1-2=0/20, 2-3=-2116/502, 3-4=-1965/422, 4-5=-1110/201, 5-6=-366/1140 BOT CHORD 2-10=-659/2010, 9-10=-659/2010, 8-9=-489/1557, 8-15=-234/762, 15-16=-234/762, 7-16=-234/762 WEBS 3-9=-226/157, 4-9=-65/433, 4-8=-692/288, 5-8=-70/630, 7-11=-622/200, 5-11=-1838/559, 11-12=-1602/483 NOTES 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=25ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) -1-6-7 to 1-9-0, Interior (1) 1-9-0 to 24-9-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) All plates are MT20 plates unless otherwise indicated. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 232 lb uplift at joint 7, 86 lb uplift at joint 2 and 196 lb uplift at joint 10. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156375C04Monopitch21J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:09 Page: 1 ID:vEr1UBeHGQFDj_rEnRWXVKyD?u8-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 3 12 =2x5 =2x5 =6x10 1 4 2 3 1-6-0 -1-6-0 2-6-0 2-6-0 2-6-0 1- 3 - 1 0 0- 3 - 1 4 0- 1 1 - 6 Scale = 1:20.6 Plate Offsets (X, Y):[2:0-0-12,Edge], [4:1-7-8,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(CT) 0.00 4-7 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MP Weight: 10 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-6-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=2-6-0, 3= Mechanical, 4=2-6-0, 5=2-6-0 Max Horiz 2=38 (LC 8), 5=38 (LC 8) Max Uplift 2=-101 (LC 8), 3=-10 (LC 8), 5=-101 (LC 8) Max Grav 2=197 (LC 1), 3=39 (LC 1), 4=35 (LC 3), 5=197 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-3=-91/14, 3-4=0/0 BOT CHORD 2-4=-13/77 NOTES 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3E) -1-6-7 to 1-5-9, Exterior(2N) 1-5-9 to 2-4-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable studs spaced at 2-0-0 oc. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10 lb uplift at joint 3, 101 lb uplift at joint 2 and 101 lb uplift at joint 2. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156376C05Jack-Open Supported Gable 4 1J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:09 Page: 1 ID:jIK8LN69ShUtyCUnWiL3lRyD1mv-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 3 12 =2x5 =6x6 1 8 4 2 9 3 1-6-0 -1-6-0 2-6-0 2-6-0 2-6-0 1- 3 - 1 0 0- 3 - 1 4 0- 1 1 - 6 0- 6 - 1 0 Scale = 1:18.7 Plate Offsets (X, Y):[3:1-11-2,0-1-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(CT) 0.00 4-7 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MP Weight: 10 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-6-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-5-8, 4= Mechanical Max Horiz 2=38 (LC 8) Max Uplift 2=-101 (LC 8), 4=-6 (LC 9) Max Grav 2=197 (LC 1), 4=60 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=0/12, 2-8=0/20, 2-9=-55/14, 3-9=-11/10, 3-4=-44/39 BOT CHORD 2-4=-13/53 NOTES 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) -1-6-7 to 1-5-9, Interior (1) 1-5-9 to 2-4-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6 lb uplift at joint 4 and 101 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156377C06Monopitch91J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:10 Page: 1 ID:8hbZgqm1kHHDRVc9g2JjxqyD1m3-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 312 =3x4 =4x10 =3x8 =3x4 =1.5x4 =1.5x4 =1.5x4 =1.5x4 =1.5x4 =1.5x4 =1.5x4 =1.5x4 1 11 10 9 8 2 3 4 5 6 7 1-6-0 -1-6-0 2-10-15 2-10-15 9-5-9 12-4-8 12-4-8 3- 5 - 1 0 0- 3 - 1 4 3- 1 - 6 0- 3 - 8 0- 3 - 8 0- 9 - 1 1- 0 - 9 Scale = 1:32.4 Plate Offsets (X, Y):[2:0-3-8,Edge], [2:0-6-12,Edge], [2:0-7-4,0-1-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(CT) n/a - n/a 999 BCLL 0.0*Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 53 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size) 2=12-4-8, 8=12-4-8, 9=12-4-8, 10=12-4-8, 11=12-4-8, 12=12-4-8 Max Horiz 2=109 (LC 8), 12=109 (LC 8) Max Uplift 2=-104 (LC 8), 8=-14 (LC 8), 9=-52 (LC 8), 10=-40 (LC 1), 11=-111 (LC 8), 12=-104 (LC 8) Max Grav 2=288 (LC 1), 8=43 (LC 1), 9=208 (LC 1), 11=488 (LC 1), 12=288 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 7-8=-35/43, 1-2=0/20, 2-3=-151/43, 3-4=-143/55, 4-5=-69/13, 5-6=-54/21, 6-7=-14/7 BOT CHORD 2-11=-7/25, 10-11=-1/0, 9-10=-1/0, 8-9=-1/0 WEBS 6-9=-141/149, 5-10=-6/46, 4-11=-303/283 NOTES 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3E) -1-6-7 to 1-5-9, Exterior(2N) 1-5-9 to 12-2-12 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 2, 14 lb uplift at joint 8, 52 lb uplift at joint 9, 40 lb uplift at joint 10, 111 lb uplift at joint 11 and 104 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156378D01Monopitch11J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:10 Page: 1 ID:hsRlRAZyMmqRqffqEOtMaLyD?sy-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 312 =3x4 =1.5x4 =3x4 =5x5 =1.5x4 1 12 6 13 5 2 10 3 11 4 1-6-0 -1-6-0 5-9-8 12-4-8 6-7-0 6-7-0 5-9-8 12-4-8 6-7-0 6-7-0 3- 9 - 4 0- 3 - 1 4 3- 5 - 0 Scale = 1:31.2 Plate Offsets (X, Y):[2:0-3-4,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.14 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.13 6-9 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.58 Horz(CT) -0.02 5 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 54 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 5-2-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-8-10 oc bracing. REACTIONS (size) 2=0-3-8, 5= Mechanical Max Horiz 2=118 (LC 8) Max Uplift 2=-290 (LC 8), 5=-247 (LC 8) Max Grav 2=541 (LC 1), 5=447 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-10=-1016/1175, 3-10=-1014/1186, 3-11=-67/0, 4-11=-24/10, 4-5=-122/106 BOT CHORD 2-12=-1253/964, 6-12=-1253/964, 6-13=-1253/964, 5-13=-1253/964 WEBS 3-6=-388/271, 3-5=-981/1270 NOTES 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) -1-6-7 to 1-5-9, Interior (1) 1-5-9 to 12-2-12 zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 290 lb uplift at joint 2 and 247 lb uplift at joint 5. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156379D02Monopitch81J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:10 Page: 1 ID:WpOJOfFixH0MAQWo4sPjONyD?s3-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 312 =3x4 =1.5x4 =3x4 =3x4 =1.5x4 1 6 5 2 10 3 11 4 1-6-0 -1-6-0 4-9-8 10-4-8 5-7-0 5-7-0 4-9-8 10-4-8 5-7-0 5-7-0 3- 3 - 4 0- 3 - 1 4 2- 1 1 - 0 Scale = 1:27.5 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.03 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.07 6-9 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.32 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 46 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-11-11 oc bracing. REACTIONS (size) 2=0-5-8, 5= Mechanical Max Horiz 2=102 (LC 8) Max Uplift 2=-149 (LC 8), 5=-100 (LC 8) Max Grav 2=468 (LC 1), 5=372 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-10=-816/326, 3-10=-815/335, 3-11=-56/0, 4-11=-21/5, 4-5=-102/103 BOT CHORD 2-6=-417/775, 5-6=-417/775 WEBS 3-6=0/223, 3-5=-789/422 NOTES 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) -1-6-7 to 1-5-9, Interior (1) 1-5-9 to 10-2-12 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 149 lb uplift at joint 2 and 100 lb uplift at joint 5. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156380D03Monopitch71J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:10 Page: 1 ID:_HT6ApT?ipHoKBuF7ejy7AyD?rn-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 312 =3x4 =3x4 =3x5 =2x4 =3x4 =6x12 =3x5 =1.5x4 1 9 8 7 2 5 63 4 1-6-0 -1-6-0 1-11-4 12-4-8 4-8-2 10-5-4 5-9-2 5-9-2 1-11-4 12-4-8 4-8-2 10-5-4 5-9-2 5-9-2 3- 3 - 7 0- 3 - 1 4 1- 8 - 0 0- 0 - 1 0 1- 3 - 3 1- 8 - 0 1- 8 - 0 1- 3 - 3 2- 1 1 - 3 Scale = 1:32 Plate Offsets (X, Y):[2:0-3-4,Edge], [5:0-6-8,0-2-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)40.0 Plate Grip DOL 1.00 TC 0.37 Vert(LL) -0.05 9-12 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.24 Vert(CT) -0.07 9-12 >999 360 BCLL 0.0*Rep Stress Incr NO WB 0.19 Horz(CT) 0.02 7 n/a n/a BCDL 5.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 127 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP 2250F 1.9E WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-3-8, 7= Mechanical Max Horiz 2=143 (LC 8) Max Uplift 2=-301 (LC 4), 7=-182 (LC 4) Max Grav 2=1050 (LC 1), 7=1919 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37, 2-3=-2465/553, 3-4=-458/55, 5-8=-97/56, 4-5=-1404/207, 5-6=-74/1, 6-7=-253/0 BOT CHORD 2-9=-604/2344, 8-9=-323/2079, 7-8=-306/2146 WEBS 3-9=-20/177, 3-5=-1959/525, 5-9=-395/311, 5-7=-2612/384 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: 2x4 - 1 row at 0-9-0 oc. Web 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) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 182 lb uplift at joint 7 and 301 lb uplift at joint 2. 11) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 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) 1260 lb down and 165 lb up at 10-5-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 1-4=-100, 5-6=-225, 7-10=-10 Concentrated Loads (lb) Vert: 4=-1260 Job Truss Truss Type Qty Ply Brighton Residence T22156381D04Half Hip Girder 4 2J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:10 Page: 1 ID:PYWWZT52QNkz?VMQJ52lw0yD?kX-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 312 =3x5 =3x4 =3x5 =3x4 =3x4 =6x12 =3x6 =1.5x4 1 9 8 7 2 5 63 4 1-6-0 -1-6-0 1-11-4 12-4-8 4-8-2 10-5-4 5-9-2 5-9-2 1-11-4 12-4-8 4-8-2 10-5-4 5-9-2 5-9-2 3- 3 - 7 0- 3 - 1 4 1- 8 - 0 0- 0 - 1 0 1- 3 - 3 1- 8 - 0 1- 8 - 0 1- 3 - 3 2- 1 1 - 3 Scale = 1:32 Plate Offsets (X, Y):[2:0-3-0,Edge], [4:0-0-12,0-1-8], [5:0-6-8,0-2-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)40.0 Plate Grip DOL 1.00 TC 0.79 Vert(LL) -0.09 9-12 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.49 Vert(CT) -0.13 9-12 >999 360 BCLL 0.0*Rep Stress Incr NO WB 0.71 Horz(CT) 0.03 7 n/a n/a BCDL 5.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 64 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP 2250F 1.9E WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-10-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-10-4 oc bracing. REACTIONS (size) 2=0-3-8, 7= Mechanical Max Horiz 2=143 (LC 8) Max Uplift 2=-318 (LC 4), 7=-390 (LC 4) Max Grav 2=1033 (LC 1), 7=1711 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37, 2-3=-2400/619, 3-4=-452/61, 5-8=-90/63, 4-5=-1404/207, 5-6=-61/14, 6-7=-143/39 BOT CHORD 2-9=-668/2281, 8-9=-440/1962, 7-8=-441/2011 WEBS 3-9=-36/160, 3-5=-1901/583, 5-9=-339/368, 5-7=-2458/538 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 390 lb uplift at joint 7 and 318 lb uplift at joint 2. 9) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 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) 1260 lb down and 165 lb up at 10-5-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 1-4=-100, 5-6=-100, 7-10=-10 Concentrated Loads (lb) Vert: 4=-1260 Job Truss Truss Type Qty Ply Brighton Residence T22156382D05Half Hip Girder 4 1J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:11 Page: 1 ID:PYWWZT52QNkz?VMQJ52lw0yD?kX-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 3 12 =2x5 =4x10 =3x6 =3x4 =1.5x4 =1.5x4 =1.5x4 =1.5x4 1 7 6 2 3 4 5 1-6-0 -1-6-0 2-10-15 2-10-15 4-7-1 7-6-0 7-6-0 2- 3 - 0 0- 3 - 1 4 1- 1 0 - 1 2 0- 3 - 8 0- 3 - 8 0- 9 - 1 1- 0 - 9 Scale = 1:24.9 Plate Offsets (X, Y):[2:0-3-8,Edge], [2:0-7-12,Edge], [2:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(CT) n/a - n/a 999 BCLL 0.0*Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MP Weight: 31 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=7-6-0, 6=7-6-0, 7=7-6-0, 8=7-6-0 Max Horiz 2=69 (LC 8), 8=69 (LC 8) Max Uplift 2=-107 (LC 8), 6=-27 (LC 1), 7=-89 (LC 8), 8=-107 (LC 8) Max Grav 2=266 (LC 1), 6=2 (LC 9), 7=389 (LC 1), 8=266 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 5-6=0/19, 1-2=0/20, 2-3=-92/26, 3-4=-87/38, 4-5=-25/0 BOT CHORD 2-7=-5/26, 6-7=0/0 WEBS 4-7=-244/310 NOTES 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3E) -1-6-7 to 1-5-9, Exterior(2N) 1-5-9 to 7-4-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 lb uplift at joint 2, 27 lb uplift at joint 6, 89 lb uplift at joint 7 and 107 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156383D06Monopitch21J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:11 Page: 1 ID:ePpT3CHO3NLWZbjyOKyNOGyD?JA-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 3 12 =3x4 =1.5x4 =1.5x4 1 4 2 3 1-6-0 -1-6-0 7-6-0 7-6-0 7-6-0 2- 6 - 1 0 0- 3 - 1 4 2- 2 - 6 Scale = 1:23.8 Plate Offsets (X, Y):[2:0-3-0,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.16 4-7 >562 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.27 4-7 >325 180 BCLL 0.0*Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MP Weight: 27 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 7-6-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-5-8, 4= Mechanical Max Horiz 2=79 (LC 8) Max Uplift 2=-127 (LC 8), 4=-68 (LC 8) Max Grav 2=364 (LC 1), 4=263 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-3=-165/33, 3-4=-172/179 BOT CHORD 2-4=-92/177 NOTES 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) -1-6-7 to 1-5-9, Interior (1) 1-5-9 to 7-4-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 68 lb uplift at joint 4 and 127 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156384D07Monopitch71J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:11 Page: 1 ID:tPOIW5bixMdqhaiyvoQTSlyD?Im-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 312 =3x4 =4x10 =3x8 =3x4 =1.5x4 =1.5x4 =1.5x4 =1.5x4 =1.5x4 =1.5x4 1 9 8 7 2 3 4 5 6 1-6-0 -1-6-0 2-10-15 2-10-15 7-7-1 10-6-0 10-6-0 3- 0 - 0 0- 3 - 1 4 2- 7 - 1 2 0- 3 - 8 0- 3 - 8 0- 9 - 1 1- 0 - 9 Scale = 1:29.5 Plate Offsets (X, Y):[2:0-3-8,Edge], [2:0-6-12,Edge], [2:0-7-4,0-1-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(CT) n/a - n/a 999 BCLL 0.0*Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 44 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=10-6-0, 7=10-6-0, 8=10-6-0, 9=10-6-0, 10=10-6-0 Max Horiz 2=93 (LC 8), 10=93 (LC 8) Max Uplift 2=-108 (LC 8), 7=-23 (LC 8), 8=-32 (LC 1), 9=-116 (LC 8), 10=-108 (LC 8) Max Grav 2=292 (LC 1), 7=90 (LC 1), 8=1 (LC 9), 9=500 (LC 1), 10=292 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 6-7=-59/69, 1-2=0/20, 2-3=-129/35, 3-4=-119/47, 4-5=-36/1, 5-6=-18/10 BOT CHORD 2-9=-9/29, 8-9=-2/2, 7-8=-2/2 WEBS 5-8=-10/53, 4-9=-311/325 NOTES 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3E) -1-6-7 to 1-5-9, Exterior(2N) 1-5-9 to 10-4-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 lb uplift at joint 2, 23 lb uplift at joint 7, 32 lb uplift at joint 8, 116 lb uplift at joint 9 and 108 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156385D08Monopitch Supported Gable 2 1J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:11 Page: 1 ID:C5kn3UziE4mEfSXaluxuFayD?EP-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 312 =2x5 =4x10 =3x6 =3x4 =1.5x4 =1.5x4 =1.5x4 =1.5x4 =1.5x4 =1.5x4 1 9 8 7 2 3 4 5 6 1-6-0 -1-6-0 2-10-15 2-10-15 6-7-1 9-6-0 9-6-0 2- 9 - 0 0- 3 - 1 4 2- 4 - 1 2 0- 3 - 8 0- 3 - 8 0- 9 - 1 1 - 0 - 9 Scale = 1:28 Plate Offsets (X, Y):[2:0-3-8,Edge], [2:0-7-12,Edge], [2:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(CT) n/a - n/a 999 BCLL 0.0*Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 40 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=9-6-0, 7=9-6-0, 8=9-6-0, 9=9-6-0, 10=9-6-0 Max Horiz 2=85 (LC 8), 10=85 (LC 8) Max Uplift 2=-104 (LC 8), 7=-20 (LC 8), 8=-20 (LC 8), 9=-88 (LC 8), 10=-104 (LC 8) Max Grav 2=266 (LC 1), 7=79 (LC 1), 8=36 (LC 1), 9=394 (LC 1), 10=266 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 6-7=-52/65, 1-2=0/20, 2-3=-116/30, 3-4=-112/42, 4-5=-44/6, 5-6=-16/9 BOT CHORD 2-9=-6/25, 8-9=-4/4, 7-8=-4/4 WEBS 5-8=-50/99, 4-9=-244/268 NOTES 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3E) -1-6-7 to 1-5-9, Exterior(2N) 1-5-9 to 9-4-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 2, 20 lb uplift at joint 7, 20 lb uplift at joint 8, 88 lb uplift at joint 9 and 104 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156386D09Monopitch Supported Gable 2 1J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:12 Page: 1 ID:pxpUYnnovAgyfW?PYOd4LDyD?C3-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 312 =3x5 =1.5x4 =3x8 =1.5x4 1 5 2 9 3 10 4 1-6-0 -1-6-0 4-3-8 9-4-8 5-1-0 5-1-0 9-4-8 3- 0 - 4 0- 3 - 1 4 2- 8 - 0 Scale = 1:27.9 Plate Offsets (X, Y):[2:0-1-12,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.15 5-8 >760 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.30 5-8 >369 180 BCLL 0.0*Rep Stress Incr YES WB 0.21 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 40 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-7-8 oc bracing. REACTIONS (size) 2=0-5-8, 5= Mechanical Max Horiz 2=94 (LC 8) Max Uplift 2=-141 (LC 8), 5=-89 (LC 8) Max Grav 2=431 (LC 1), 5=335 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-9=-662/369, 3-9=-660/376, 3-10=-78/0, 4-10=-62/0, 4-5=-87/109 BOT CHORD 2-5=-454/640 WEBS 3-5=-620/459 NOTES 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) -1-6-7 to 1-5-9, Interior (1) 1-5-9 to 9-2-12 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 141 lb uplift at joint 2 and 89 lb uplift at joint 5. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156387D10Monopitch101J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:12 Page: 1 ID:WtPGfCv3ZFwXs2mK7UoQkKyD?Bv-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 3 12 =3x10 =4x4 =3x4 =1.5x4 =1.5x4 1 9 10 5 2 11 12 3 4 1-6-0 -1-6-0 1-5-6 3-10-8 2-5-2 2-5-2 3-10-8 1- 4 - 2 0- 3 - 1 4 0- 1 1 - 1 4 0- 3 - 8 0- 3 - 8 0- 7 - 1 0 0- 1 1 - 2 Scale = 1:22.1 Plate Offsets (X, Y):[2:1-1-4,0-1-6], [2:1-3-4,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) 0.02 8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) 0.01 8 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MP Weight: 17 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-3-8, 5= Mechanical Max Horiz 2=40 (LC 8) Max Uplift 2=-151 (LC 8), 5=-55 (LC 8) Max Grav 2=245 (LC 1), 5=111 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 4-5=-62/105, 1-2=0/22, 2-11=-34/15, 11-12=-31/17, 2-12=-31/18, 2-3=-9/12, 3-4=-28/13 BOT CHORD 2-9=-27/37, 9-10=-27/37, 2-10=-27/37, 2-5=0/0 NOTES 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) -1-6-7 to 1-5-9, Interior (1) 1-5-9 to 3-8-12 zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable studs spaced at 2-0-0 oc. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 55 lb uplift at joint 5 and 151 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156388D11Monopitch Structural Gable 1 1J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:12 Page: 1 ID:fSotfuutU7824VTuN?lPXPyD?Ae-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 3 12 =2x5 =2x5 =1.5x4 =1.5x4 1 10 11 4 2 8 9 3 1-6-0 -1-6-0 3-10-8 3-10-8 3-10-8 1- 7 - 1 2 0- 3 - 1 4 1- 3 - 8 Scale = 1:20.8 Plate Offsets (X, Y):[2:0-0-8,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.02 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(CT) 0.02 4-7 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MP Weight: 15 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 5-1-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-3-8, 4= Mechanical Max Horiz 2=49 (LC 8) Max Uplift 2=-142 (LC 8), 4=-63 (LC 8) Max Grav 2=238 (LC 1), 4=121 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-8=-58/91, 2-8=-56/93, 2-9=-33/7, 3-9=-32/15, 3-4=-77/117 BOT CHORD 2-10=-107/66, 2-10=-107/66, 2-11=0/0, 4-11=0/0 NOTES 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) -0-3-0 to 2-9-0, Interior (1) 2-9-0 to 5-0-3 zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 63 lb uplift at joint 4 and 142 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156389D12Monopitch41J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:12 Page: 1 ID:Y1dgBiYNX13EAyAT52FJF?yD?9n-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 5 12 =3x4 =2x4 =4x4 =3x4 1 5 2 4 6 3 1-0-0 6-0-0 1-0-0 -1-0-0 2-6-0 5-0-0 2-6-0 2-6-0 2-6-0 5-0-0 2-6-0 2-6-0 1- 9 - 5 0- 4 - 1 1- 4 - 9 Scale = 1:22.5 Plate Offsets (X, Y):[2:0-2-9,Edge], [4:0-2-9,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.00 6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.01 6 >999 180 BCLL 0.0*Rep Stress Incr NO WB 0.06 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MP Weight: 24 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP DSS WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-3-8, 4=0-3-8 Max Horiz 2=20 (LC 7) Max Uplift 2=-185 (LC 8), 4=-185 (LC 8) Max Grav 2=425 (LC 1), 4=425 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/22, 2-3=-491/174, 3-4=-471/174, 4-5=0/22 BOT CHORD 2-6=-118/428, 4-6=-118/428 WEBS 3-6=-92/255 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 185 lb uplift at joint 2 and 185 lb uplift at joint 4. 7) Girder carries tie-in span(s): 6-3-0 from 0-0-0 to 5-0-0 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-3=-54, 3-5=-54, 2-4=-93 (F=-73) Job Truss Truss Type Qty Ply Brighton Residence T22156390D13Common Girder 1 1J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:12 Page: 1 ID:4wA?FcMPlcVkiFoLWdx0T8yD?8k-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 5 12 =2x4 =1.5x4 =4x4 =2x4 1 5 13 16 17 6 18 2 4 14 15 3 1-0-0 6-0-0 1-0-0 -1-0-0 2-6-0 5-0-0 2-6-0 2-6-0 2-6-0 5-0-0 2-6-0 2-6-0 1- 9 - 5 0- 4 - 1 1- 4 - 9 Scale = 1:23.2 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) 0.01 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(CT) 0.01 6-9 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MP Weight: 20 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-9-13 oc bracing. REACTIONS (size) 2=0-3-8, 4=0-3-8 Max Horiz 2=20 (LC 11) Max Uplift 2=-133 (LC 12), 4=-133 (LC 12) Max Grav 2=242 (LC 1), 4=242 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-13=0/12, 2-13=0/22, 2-14=-232/453, 3-14=-209/455, 3-15=-209/455, 4-15=-232/452, 4-16=0/22, 5-16=0/12 BOT CHORD 2-17=-343/199, 6-17=-343/199, 6-18=-343/199, 4-18=-343/199 WEBS 3-6=-218/102 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) -1-0-11 to 1-11-5, Interior (1) 1-11-5 to 2-6-0, Exterior(2R) 2-6-0 to 5-6-0, Interior (1) 5-6-0 to 6-0-11 zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 133 lb uplift at joint 2 and 133 lb uplift at joint 4. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156391D14Common41J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:13 Page: 1 ID:YOGp1mahW8mBt0AoaPGECwyD?8S-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 5 12 =2x4 =1.5x4 =1.5x4 1 8 10 4 2 9 3 1-6-0 -1-6-0 2-4-8 2-4-8 2-4-8 1- 1 1 - 3 0- 4 - 1 1- 3 - 1 5 0- 9 - 7 Scale = 1:20.7 Plate Offsets (X, Y):[2:0-0-10,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.00 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 4-7 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MP Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-4-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-3-8, 4= Mechanical Max Horiz 2=59 (LC 12) Max Uplift 2=-119 (LC 12), 4=-29 (LC 9) Max Grav 2=196 (LC 1), 4=53 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=0/16, 2-8=0/32, 2-9=-53/38, 3-9=-27/15, 3-4=-41/64 BOT CHORD 2-10=-41/44, 4-10=0/0 NOTES 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) -1-6-11 to 1-5-5, Interior (1) 1-5-5 to 2-2-12 zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 29 lb uplift at joint 4 and 119 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156392D15Monopitch41J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:13 Page: 1 ID:kJ0F2zKavBaOJXvjCQNnj?yD?7U-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 5 12 =4x4 =2x4 =3x4 =1.5x4 =1.5x4 1 9 5 2 3 4 0-7-14 2-6-0 1-6-0 -1-6-0 1-10-2 1-10-2 2-6-0 1- 8 - 8 0- 4 - 1 1- 0 - 1 2 0- 3 - 8 0- 3 - 8 0- 9 - 1 2 1- 1 - 4 Scale = 1:23.6 Plate Offsets (X, Y):[2:Edge,0-1-9], [2:Edge,0-1-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(CT) n/a - n/a 999 BCLL 0.0*Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-6-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=2-6-0, 5=2-6-0, 6=2-6-0 Max Horiz 2=51 (LC 12), 6=51 (LC 12) Max Uplift 2=-99 (LC 12), 5=-5 (LC 9), 6=-99 (LC 12) Max Grav 2=199 (LC 1), 5=59 (LC 1), 6=199 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=0/19, 2-9=0/32, 2-3=-67/19, 3-4=-25/16, 4-5=-43/62 BOT CHORD 2-5=-15/55 NOTES 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3E) -1-6-11 to 1-4-14, Exterior(2N) 1-4-14 to 2-4-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 99 lb uplift at joint 2, 5 lb uplift at joint 5 and 99 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156393D16Monopitch Supported Gable 2 1J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:13 Page: 1 ID:dMnBS8alzeEPKm0lxLFi3RyD?79-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 5 12 =2x4 =1.5x4 =1.5x4 1 4 2 3 1-6-0 -1-6-0 1-10-8 1-10-8 1-10-8 1- 8 - 1 1 0- 4 - 1 1- 1 - 7 Scale = 1:20 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 7 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MP Weight: 9 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-5-8, 4= Mechanical Max Horiz 2=52 (LC 12) Max Uplift 2=-100 (LC 12), 4=-2 (LC 9) Max Grav 2=186 (LC 1), 4=37 (LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/32, 2-3=-86/43, 3-4=-36/23 BOT CHORD 2-4=-46/75 NOTES 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2 lb uplift at joint 4 and 100 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156394D17Monopitch51J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:13 Page: 1 ID:_79MCIGunsHS2NIWD5GrKEyD?6H-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 5 12 =2x5 =1.5x4 =1.5x4 1 9 4 2 10 3 1-6-0 -1-6-0 2-0-0 2-0-0 2-0-0 1- 9 - 5 0- 4 - 1 1- 2 - 1 Scale = 1:20.4 Plate Offsets (X, Y):[2:0-5-6,0-0-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) n/a - n/a 999 BCLL 0.0*Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MP Weight: 10 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=2-0-0, 4=2-0-0, 5=2-0-0 Max Horiz 2=54 (LC 12), 5=54 (LC 12) Max Uplift 2=-99 (LC 12), 4=-3 (LC 9), 5=-99 (LC 12) Max Grav 2=188 (LC 1), 4=47 (LC 3), 5=188 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 3-4=-39/56, 1-9=0/9, 2-9=0/32, 2-10=-167/42, 3-10=-23/14 BOT CHORD 2-4=-45/152 NOTES 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=28ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3E) -1-6-11 to 1-5-5, Exterior(2N) 1-5-5 to 1-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 99 lb uplift at joint 2, 3 lb uplift at joint 4 and 99 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156395D18Monopitch Supported Gable 2 1J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:13 Page: 1 ID:ORJ3GW564YWRMDDqO90YmHyD?6V-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =3x6 =3x3 =3x3 =3x3 22 21 20 19 18 17 16 15 14 13 12 23 1 2 3 4 5 6 7 8 9 10 11 0-1-8 1-0-0 12-9-0 12-9-0 1- 8 - 0 1- 8 - 0 Scale = 1:27.3 Plate Offsets (X, Y):[1:Edge,0-0-12], [23:0-1-8,0-0-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horiz(TL) n/a - n/a n/a BCDL 5.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 67 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.2(flat) OTHERS 2x4 SP No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 12=12-9-0, 13=12-9-0, 14=12-9-0, 15=12-9-0, 16=12-9-0, 17=12-9-0, 18=12-9-0, 19=12-9-0, 20=12-9-0, 21=12-9-0, 22=12-9-0 Max Grav 12=17 (LC 1), 13=124 (LC 1), 14=152 (LC 1), 15=145 (LC 1), 16=147 (LC 1), 17=147 (LC 1), 18=147 (LC 1), 19=147 (LC 1), 20=146 (LC 1), 21=153 (LC 1), 22=45 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 22-23=-43/0, 1-23=-43/0, 11-12=-16/0, 1-2=-2/0, 2-3=0/0, 3-4=0/0, 4-5=0/0, 5-6=0/0, 6-7=0/0, 7-8=0/0, 8-9=0/0, 9-10=0/0, 10-11=0/0 BOT CHORD 21-22=0/0, 20-21=0/0, 19-20=0/0, 18-19=0/0, 17-18=0/0, 16-17=0/0, 15-16=0/0, 14-15=0/0, 13-14=0/0, 12-13=0/0 WEBS 2-21=-139/0, 3-20=-133/0, 4-19=-133/0, 5-18=-133/0, 6-17=-133/0, 7-16=-134/0, 8-15=-132/0, 9-14=-138/0, 10-13=-112/0, 2-22=0/3 NOTES 1) All plates are 1.5x4 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156396F01Floor Supported Gable 2 1J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:13 Page: 1 ID:2Xa?UhmTYx8wh_Zf7ZkictyD_mz-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =1.5x4 =1.5x4 =3x6 =1.5x4 =1.5x4 =1.5x4 14 13 12 11 10 9 15 1 2 3 4 5 6 7 8 0-1-8 2-2-0 1-3-0 12-9-8 12-9-8 1- 8 - 0 1- 8 - 0 Scale = 1:28.5 Plate Offsets (X, Y):[1:Edge,0-0-12], [15:0-1-8,0-0-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) -0.09 12-13 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.56 Vert(CT) -0.11 12-13 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.02 9 n/a n/a BCDL 5.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 71 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.2(flat) OTHERS 2x4 SP No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 9=0-3-8, 14=0-5-0 Max Grav 9=693 (LC 1), 14=687 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 14-15=-34/0, 1-15=-34/0, 8-9=-34/0, 1-2=-1/0, 2-3=-914/0, 3-4=-1390/0, 4-5=-1390/0, 5-6=-1390/0, 6-7=-896/0, 7-8=0/0 BOT CHORD 13-14=0/576, 12-13=0/1227, 11-12=0/1390, 10-11=0/1216, 9-10=0/554 WEBS 7-9=-855/0, 2-14=-863/0, 7-10=0/544, 2-13=0/536, 6-10=-508/0, 3-13=-497/0, 6-11=0/436, 3-12=0/424, 4-12=-248/0, 5-11=-254/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 MT20 unless otherwise indicated. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156397F02Floor141J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:14 Page: 1 ID:UnQ66IeqEz9YH1qnlnvMVAyD_co-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =1.5x4 =1.5x4 =3x6 =3x4 =3x8 =3x3 =3x4 =3x4 =3x5 =3x4 =1.5x4 =1.5x4 =3x3 =3x3 =3x3 =3x3 =3x6 =3x3 17 16 15 14 13 12 11 18 1 2 3 4 5 6 7 8 9 10 0-1-8 1-1-4 2-1-0 1-1-4 1-3-0 0-2-12 2-8-4 2-5-8 2-5-8 12-7-4 15-3-8 1- 8 - 0 1- 8 - 0 Scale = 1:35.1 Plate Offsets (X, Y):[1:Edge,0-0-12], [14:0-1-8,Edge], [18:0-1-8,0-0-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.64 Vert(LL) -0.08 12-13 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.44 Vert(CT) -0.13 12-13 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(CT) 0.01 11 n/a n/a BCDL 5.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 90 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP 2250F 1.9E(flat) BOT CHORD 2x4 SP 2250F 1.9E(flat) WEBS 2x4 SP No.2(flat) OTHERS 2x4 SP No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 11-12. REACTIONS (size) 11=0-3-8, 16=0-5-8 Max Grav 11=564 (LC 4), 16=2124 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 17-18=-440/0, 1-18=-440/0, 10-11=-43/0, 1-2=-18/0, 2-3=0/1163, 3-4=0/1163, 4-5=-70/707, 5-6=-866/217, 6-7=-866/217, 7-8=-866/217, 8-9=-706/0, 9-10=0/0 BOT CHORD 16-17=-337/0, 15-16=-911/0, 14-15=-489/506, 13-14=-217/866, 12-13=-40/899, 11-12=0/463 WEBS 3-16=-294/0, 2-17=0/569, 2-16=-1325/0, 4-16=-1009/0, 9-11=-695/0, 4-15=0/697, 9-12=-7/387, 5-15=-720/0, 8-12=-306/95, 5-14=0/766, 8-13=-297/117, 7-13=-94/137, 6-14=-413/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) 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 + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 11-17=-10, 1-3=-422 (F=-197), 3-10=-100 Concentrated Loads (lb) Vert: 1=-250 Job Truss Truss Type Qty Ply Brighton Residence T22156398F03Floor Girder 2 1J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:14 Page: 1 ID:GDb7mjBUK_9X0Y2Biyh88yyD_ap-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =1.5x4 =1.5x4 =3x6 =3x6 =3x4 =3x4 =1.5x4 =1.5x4 =3x6 17 16 15 14 13 12 11 18 1 2 3 4 5 6 7 8 9 10 0-1-8 1-1-4 2-1-0 1-1-4 1-3-0 0-2-12 2-8-4 2-5-8 2-5-8 12-7-4 15-3-8 1- 8 - 0 1- 8 - 0 Scale = 1:32.7 Plate Offsets (X, Y):[1:Edge,0-0-12], [14:0-1-8,Edge], [18:0-1-8,0-0-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.56 Vert(LL) -0.08 12-13 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.39 Vert(CT) -0.12 12-13 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.19 Horz(CT) 0.01 11 n/a n/a BCDL 5.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 90 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP 2250F 1.9E(flat) BOT CHORD 2x4 SP 2250F 1.9E(flat) WEBS 2x4 SP No.2(flat) OTHERS 2x4 SP No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size) 11=0-3-8, 16=0-5-8 Max Grav 11=600 (LC 4), 16=1514 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 17-18=-492/0, 1-18=-492/0, 10-11=-42/0, 1-2=-20/0, 2-3=0/884, 3-4=0/884, 4-5=-306/471, 5-6=-1012/70, 6-7=-1012/70, 7-8=-1012/70, 8-9=-764/0, 9-10=0/0 BOT CHORD 16-17=-377/0, 15-16=-648/0, 14-15=-288/707, 13-14=-70/1012, 12-13=0/991, 11-12=0/494 WEBS 3-16=-105/0, 2-17=0/637, 2-16=-813/0, 4-16=-985/0, 9-11=-742/0, 4-15=0/654, 9-12=0/429, 5-15=-664/0, 8-12=-360/41, 5-14=0/682, 8-13=-212/202, 7-13=-136/95, 6-14=-372/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 MT20 unless otherwise indicated. 3) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 197 lb down at 0-2-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) 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 + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 11-17=-10, 1-10=-100 Concentrated Loads (lb) Vert: 1=-447 (F=-197) Job Truss Truss Type Qty Ply Brighton Residence T22156399F04Floor Girder 5 1J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:14 Page: 1 ID:GDb7mjBUK_9X0Y2Biyh88yyD_ap-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =1.5x4 =1.5x4 =3x6 =3x6 =1.5x4 =1.5x4 =3x6 17 16 15 14 13 12 11 18 1 2 3 4 5 6 7 8 9 10 0-1-8 1-1-4 2-0-0 1-0-5 1-1-4 1-3-0 0-2-12 2-8-4 2-5-8 2-5-8 12-3-9 14-11-13 1- 8 - 0 1- 8 - 0 Scale = 1:32.7 Plate Offsets (X, Y):[1:Edge,0-0-12], [18:0-1-8,0-0-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.50 Vert(LL) -0.07 12-13 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.36 Vert(CT) -0.10 12-13 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(CT) 0.01 11 n/a n/a BCDL 5.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 89 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP 2250F 1.9E(flat) BOT CHORD 2x4 SP 2250F 1.9E(flat) WEBS 2x4 SP No.2(flat) OTHERS 2x4 SP No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size) 11= Mechanical, 16=0-5-8 Max Grav 11=581 (LC 4), 16=1499 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 17-18=-492/0, 1-18=-492/0, 10-11=-41/0, 1-2=-20/0, 2-3=0/884, 3-4=0/884, 4-5=-283/473, 5-6=-950/82, 6-7=-950/82, 7-8=-950/82, 8-9=-729/0, 9-10=0/0 BOT CHORD 16-17=-377/0, 15-16=-649/0, 14-15=-293/670, 13-14=-82/950, 12-13=0/941, 11-12=0/477 WEBS 3-16=-106/0, 4-16=-967/0, 9-11=-716/0, 4-15=0/639, 9-12=0/401, 5-15=-643/0, 8-12=-336/52, 5-14=0/644, 8-13=-233/190, 7-13=-137/110, 6-14=-351/0, 2-17=0/637, 2-16=-813/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 MT20 unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 11-17=-10, 1-10=-100 Concentrated Loads (lb) Vert: 1=-447 Job Truss Truss Type Qty Ply Brighton Residence T22156400F05Floor21J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:14 Page: 1 ID:bQ?SSlzpd9b74fTLXBpYKyyD_Vw-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =3x3 =3x6 =3x3 =3x3 =3x3 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1-0-4 18-1-8 18-1-8 1- 8 - 0 1- 8 - 0 Scale = 1:33.5 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horiz(TL) n/a - n/a n/a BCDL 5.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 92 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.2(flat) OTHERS 2x4 SP No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 16=18-1-8, 17=18-1-8, 18=18-1-8, 19=18-1-8, 20=18-1-8, 21=18-1-8, 22=18-1-8, 23=18-1-8, 24=18-1-8, 25=18-1-8, 26=18-1-8, 27=18-1-8, 28=18-1-8, 29=18-1-8, 30=18-1-8 Max Grav 16=18 (LC 1), 17=124 (LC 1), 18=152 (LC 1), 19=145 (LC 1), 20=147 (LC 1), 21=147 (LC 1), 22=147 (LC 1), 23=147 (LC 1), 24=147 (LC 1), 25=147 (LC 1), 26=147 (LC 1), 27=147 (LC 1), 28=145 (LC 1), 29=156 (LC 1), 30=52 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-30=-47/0, 15-16=-17/0, 1-2=0/0, 2-3=0/0, 3-4=0/0, 4-5=0/0, 5-6=0/0, 6-7=0/0, 7-8=0/0, 8-9=0/0, 9-10=0/0, 10-11=0/0, 11-12=0/0, 12-13=0/0, 13-14=0/0, 14-15=0/0 BOT CHORD 29-30=0/0, 28-29=0/0, 27-28=0/0, 26-27=0/0, 25-26=0/0, 24-25=0/0, 23-24=0/0, 22-23=0/0, 21-22=0/0, 20-21=0/0, 19-20=0/0, 18-19=0/0, 17-18=0/0, 16-17=0/0 WEBS 2-29=-142/0, 3-28=-132/0, 4-27=-134/0, 5-26=-133/0, 6-25=-133/0, 7-24=-133/0, 8-23=-133/0, 9-22=-133/0, 10-21=-133/0, 11-20=-134/0, 12-19=-132/0, 13-18=-138/0, 14-17=-113/0, 2-30=0/0 NOTES 1) All plates are 1.5x4 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156401F12Floor Supported Gable 1 1J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:15 Page: 1 ID:9JQuRoAAhM2KTJN1xqtO20yD_Et-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =3x3 =3x6 =4x4 =4x4 =3x3 =3x5 =1.5x4 =3x3 =3x6 =3x3 =3x3 =3x6 =3x3 =3x5 =1.5x4 =3x3 =4x4 =4x4 =3x6 =3x3 20 19 18 17 16 15 14 13 1 2 3 4 5 6 7 8 9 10 11 12 1-3-0 2-2-8 18-5-8 18-5-8 1- 8 - 0 1- 8 - 0 Scale = 1:34 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.42 Vert(LL) -0.17 17-18 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.44 Vert(CT) -0.22 17-18 >990 360 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.04 13 n/a n/a BCDL 5.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 110 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP 2250F 1.9E(flat) BOT CHORD 2x4 SP 2250F 1.9E(flat) WEBS 2x4 SP No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 13= Mechanical, 20=0-3-8 Max Grav 13=1001 (LC 1), 20=1001 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-20=-38/0, 12-13=-38/0, 1-2=0/0, 2-3=-1438/0, 3-4=-2412/0, 4-5=-2412/0, 5-6=-2926/0, 6-7=-2926/0, 7-8=-2926/0, 8-9=-2412/0, 9-10=-2412/0, 10-11=-1438/0, 11-12=0/0 BOT CHORD 19-20=0/849, 18-19=0/2003, 17-18=0/2713, 16-17=0/2926, 15-16=0/2713, 14-15=0/2003, 13-14=0/849 WEBS 11-13=-1276/0, 2-20=-1276/0, 11-14=0/934, 2-19=0/934, 10-14=-898/0, 3-19=-898/0, 10-15=0/632, 9-15=-102/0, 3-18=0/632, 4-18=-102/0, 8-15=-464/0, 5-18=-464/0, 8-16=-28/608, 5-17=-28/608, 6-17=-339/0, 7-16=-339/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 MT20 unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156402F13Floor91J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:15 Page: 1 ID:PiiGOyepReUpB?rDUwuiTxyD_03-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =3x6 =1.5x4 =1.5x4 =3x6 =1.5x4 =3x6 =3x6 21 20 19 18 17 16 15 14 13 12 1 2 3 4 5 6 7 8 9 10 11 0-11-151-3-0 2-3-0 0-11-15 0-11-15 1-6-15 3-4-4 18-2-3 6-4-8 14-9-15 8-5-7 8-5-7 1- 8 - 0 1- 8 - 0 Scale = 1:33.6 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.22 Vert(LL) -0.03 18-19 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.17 Vert(CT) -0.03 18-19 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 17 n/a n/a BCDL 5.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 107 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP 2250F 1.9E(flat) BOT CHORD 2x4 SP 2250F 1.9E(flat) WEBS 2x4 SP No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size) 12= Mechanical, 14=0-3-8, 17=0-5-8, 21= Mechanical Max Uplift 12=-400 (LC 3) Max Grav 12=-29 (LC 5), 14=1203 (LC 12), 17=657 (LC 13), 21=434 (LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-21=-60/0, 11-12=0/403, 1-2=0/0, 2-3=-543/0, 3-4=-543/0, 4-5=-414/0, 5-6=-158/230, 6-7=-158/230, 7-8=0/347, 8-9=0/998, 9-10=0/998, 10-11=0/305 BOT CHORD 20-21=0/330, 19-20=0/543, 18-19=0/543, 17-18=0/273, 16-17=-230/158, 15-16=-230/158, 14-15=-560/0, 13-14=-585/0, 12-13=0/0 WEBS 9-14=-65/0, 6-17=-211/0, 5-17=-589/0, 2-21=-496/0, 5-18=0/277, 2-20=0/328, 4-18=-240/0, 3-20=-184/0, 4-19=-65/0, 8-14=-670/0, 8-15=0/355, 7-15=-319/0, 7-16=-21/0, 10-14=-766/0, 10-13=0/518, 11-13=-519/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 MT20 unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 400 lb uplift at joint 12. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156403F14Floor21J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:15 Page: 1 ID:X2ZtQX1Rn3KGNlUSD1qlBayCzsX-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =3x6 =3x5 =1.5x4 =1.5x4 =1.5x4 =3x6 =1.5x4 =1.5x4 =3x5 =3x6 19 18 17 16 15 14 13 12 1 2 3 4 5 6 7 8 9 10 11 1-3-0 1-0-12 2-0-0 2-0-12 6-5-4 15-3-0 8-9-12 8-9-12 1- 8 - 0 1- 8 - 0 Scale = 1:29.4 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.59 Vert(LL) -0.09 17-18 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.37 Vert(CT) -0.11 17-18 >935 360 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.01 12 n/a n/a BCDL 5.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 91 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP 2250F 1.9E(flat) WEBS 2x4 SP No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 12=0-3-8, 15=0-3-8, 19=0-3-8 Max Grav 12=559 (LC 7), 15=471 (LC 1), 19=627 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-19=-55/0, 11-12=-56/0, 1-2=0/0, 2-3=-850/0, 3-4=-850/0, 4-5=-1122/0, 5-6=-1122/0, 6-7=-893/0, 7-8=-893/0, 8-9=-726/0, 9-10=-726/0, 10-11=0/0 BOT CHORD 18-19=0/503, 17-18=0/1055, 16-17=0/1122, 15-16=0/1122, 14-15=0/893, 13-14=0/893, 12-13=0/440 WEBS 7-15=-241/41, 2-19=-756/0, 2-18=0/535, 3-18=-115/0, 4-18=-317/0, 4-17=-39/253, 5-17=-156/0, 10-12=-661/0, 10-13=0/441, 9-13=-145/21, 8-13=-292/0, 8-14=-73/70, 6-16=-72/190, 6-15=-679/173 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 MT20 unless otherwise indicated. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156404F15Floor21J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:15 Page: 1 ID:bEaOpgYX73py7IQTd1wXvqyCzey-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =3x3 =3x6 =3x3 =3x3 =3x3 26 25 24 23 22 21 20 19 18 17 16 15 14 1 2 3 4 5 6 7 8 9 10 11 12 13 1-0-4 15-8-0 15-8-0 1- 8 - 0 1- 8 - 0 Scale = 1:29.8 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horiz(TL) n/a - n/a n/a BCDL 5.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 81 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.2(flat) OTHERS 2x4 SP No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 14=15-8-0, 15=15-8-0, 16=15-8-0, 17=15-8-0, 18=15-8-0, 19=15-8-0, 20=15-8-0, 21=15-8-0, 22=15-8-0, 23=15-8-0, 24=15-8-0, 25=15-8-0, 26=15-8-0 Max Grav 14=33 (LC 1), 15=134 (LC 1), 16=150 (LC 1), 17=146 (LC 1), 18=147 (LC 1), 19=147 (LC 1), 20=147 (LC 1), 21=147 (LC 1), 22=147 (LC 1), 23=147 (LC 1), 24=145 (LC 1), 25=156 (LC 1), 26=52 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-26=-47/0, 13-14=-30/0, 1-2=0/0, 2-3=0/0, 3-4=0/0, 4-5=0/0, 5-6=0/0, 6-7=0/0, 7-8=0/0, 8-9=0/0, 9-10=0/0, 10-11=0/0, 11-12=0/0, 12-13=0/0 BOT CHORD 25-26=0/0, 24-25=0/0, 23-24=0/0, 22-23=0/0, 21-22=0/0, 20-21=0/0, 19-20=0/0, 18-19=0/0, 17-18=0/0, 16-17=0/0, 15-16=0/0, 14-15=0/0 WEBS 2-25=-142/0, 3-24=-132/0, 4-23=-134/0, 5-22=-133/0, 6-21=-133/0, 7-20=-133/0, 8-19=-133/0, 9-18=-134/0, 10-17=-133/0, 11-16=-136/0, 12-15=-122/0, 2-26=0/0 NOTES 1) All plates are 1.5x4 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156405F16Floor Supported Gable 1 1J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:16 Page: 1 ID:jpz0pNXL2x1TLk62sYtWivyCzdh-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =3x3 =3x3 =3x3 =3x3 16 15 14 13 12 11 10 9 1 2 3 4 5 6 7 8 8-8-2 8-8-2 1- 8 - 0 1- 8 - 0 Scale = 1:19.1 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horiz(TL) 0.00 9 n/a n/a BCDL 5.0 Code FBC2020/TPI2014 Matrix-MR Weight: 47 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.2(flat) OTHERS 2x4 SP No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 9=8-8-2, 10=8-8-2, 11=8-8-2, 12=8-8-2, 13=8-8-2, 14=8-8-2, 15=8-8-2, 16=8-8-2 Max Grav 9=24 (LC 1), 10=105 (LC 1), 11=153 (LC 1), 12=145 (LC 1), 13=147 (LC 1), 14=147 (LC 1), 15=147 (LC 1), 16=59 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-16=-55/0, 8-9=-16/0, 1-2=-5/0, 2-3=-5/0, 3-4=-5/0, 4-5=-5/0, 5-6=-5/0, 6-7=-5/0, 7-8=-5/0 BOT CHORD 15-16=0/5, 14-15=0/5, 13-14=0/5, 12-13=0/5, 11-12=0/5, 10-11=0/5, 9-10=0/5 WEBS 2-15=-133/0, 3-14=-134/0, 4-13=-134/0, 5-12=-132/0, 6-11=-139/0, 7-10=-102/0 NOTES 1) All plates are 1.5x4 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156406F17Floor Supported Gable 1 1J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:16 Page: 1 ID:CH3qaXlepTIvWWUVwKClQiyCzdP-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =3x3 =3x6 =3x3 =3x3 =3x3 =1.5x4 =1.5x4 =3x3 =3x3 =3x3 =3x8 =3x5 =3x6 12 11 10 9 8 7 13 1 2 3 4 5 6 0-1-8 1-3-0 0-8-10 9-2-10 9-2-10 1- 8 - 0 1- 8 - 0 Scale = 1:25.8 Plate Offsets (X, Y):[6:0-2-0,Edge], [7:0-2-0,Edge], [13:0-1-8,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.30 Vert(LL) -0.02 8-9 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.33 Vert(CT) -0.02 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.01 7 n/a n/a BCDL 5.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 61 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.2(flat) OTHERS 2x4 SP No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 7=1-0-0, 12=0-2-10 Max Grav 7=480 (LC 1), 12=486 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-12=-35/0, 7-13=-39/0, 6-13=-39/0, 1-2=0/0, 2-3=-561/0, 3-4=-715/0, 4-5=-576/0, 5-6=-2/0 BOT CHORD 11-12=0/393, 10-11=0/715, 9-10=0/715, 8-9=0/715, 7-8=0/420 WEBS 5-7=-600/0, 2-12=-590/0, 5-8=0/248, 2-11=0/266, 4-8=-228/0, 3-11=-245/0, 3-10=-91/109, 4-9=-99/101 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 12. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156407F19Floor11J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:16 Page: 1 ID:bhBu8BC574Be7XUPRH8XKOyCkzT-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =3x3 =3x6 =3x3 =3x3 =1.5x4 =1.5x4 =3x3 =3x3 =3x3 =3x6 =3x3 11 10 9 8 7 1 2 3 4 5 6 1-3-0 1-8-2 8-8-2 8-8-2 1- 8 - 0 1- 8 - 0 Scale = 1:22.4 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.42 Vert(LL) -0.05 8-9 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.53 Vert(CT) -0.06 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.01 7 n/a n/a BCDL 5.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 52 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 7=0-5-8, 11=0-2-10 Max Grav 7=463 (LC 1), 11=463 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-11=-63/0, 6-7=-28/0, 1-2=0/0, 2-3=-610/0, 3-4=-610/0, 4-5=-520/0, 5-6=0/0 BOT CHORD 10-11=0/357, 9-10=0/610, 8-9=0/610, 7-8=0/381 WEBS 5-7=-572/0, 2-11=-537/0, 5-8=0/222, 2-10=0/410, 4-8=-187/0, 3-10=-217/0, 4-9=-105/16 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 11. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156408F19AFloor11J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:16 Page: 1 ID:cVm9rdq47lcPlMuCwUYUu9yCkyg-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =2x5 =5x5 =7x10 =6x8 =4x7 =3x4 =3x6 =3x6 =3x4 =4x7 =6x8 =7x10 =5x5 =2x5 12 11 10 9 8 7 1 62345 1-6-0 0-1-8 0-1-8 1-3-0 10-0-0 10-0-0 1- 8 - 0 1- 8 - 0 Scale = 1:29.1 Plate Offsets (X, Y):[1:Edge,0-3-0], [1:0-1-8,0-0-9], [4:0-3-0,Edge], [6:0-3-0,Edge], [6:0-1-8,0-0-9], [7:0-2-0,Edge], [9:0-1-8,Edge], [10:0-1-8,Edge], [12:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.69 Vert(LL) -0.04 10-11 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.40 Vert(CT) -0.07 9-10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.66 Horz(CT) 0.03 7 n/a n/a BCDL 5.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 75 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP 2250F 1.9E(flat) WEBS 2x4 SP No.2(flat) OTHERS 2x4 SP No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 7=0-3-8, 12=0-3-8 Max Grav 7=2172 (LC 1), 12=2172 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-12=-2163/0, 6-7=-2163/0, 1-2=-1637/0, 2-3=-3445/0, 3-4=-3445/0, 4-5=-3445/0, 5-6=-1637/0 BOT CHORD 11-12=0/0, 10-11=0/3012, 9-10=0/3445, 8-9=0/3012, 7-8=0/0 WEBS 6-8=0/2327, 1-11=0/2327, 5-8=-2136/0, 2-11=-2136/0, 5-9=0/783, 2-10=0/783, 3-10=-546/0, 4-9=-546/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 3) Girder carries tie-in span(s): 2-4-8 from 0-0-0 to 10-0-0 4) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) 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 + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 7-12=-12 (F=-2), 1-6=-439 Job Truss Truss Type Qty Ply Brighton Residence T22156409F20Floor Girder 1 1J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:16 Page: 1 ID:ASZYybfBIDXsIOqd_kV19JyCzZf-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =3x3 =3x3 12 11 10 9 8 7 13 14 1 2 3 4 5 6 0-1-8 0-1-8 6-1-0 6-1-0 1- 8 - 0 1- 8 - 0 Scale = 1:20.1 Plate Offsets (X, Y):[1:Edge,0-0-12], [13:0-1-8,0-0-12], [14:0-1-8,0-0-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horiz(TL) 0.00 7 n/a n/a BCDL 5.0 Code FBC2020/TPI2014 Matrix-MR Weight: 34 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.2(flat) OTHERS 2x4 SP No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 7=6-1-0, 8=6-1-0, 9=6-1-0, 10=6-1-0, 11=6-1-0, 12=6-1-0 Max Grav 7=23 (LC 1), 8=108 (LC 1), 9=153 (LC 1), 10=145 (LC 1), 11=147 (LC 1), 12=53 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 12-13=-49/0, 1-13=-49/0, 7-14=-15/0, 6-14=-15/0, 1-2=-5/0, 2-3=-5/0, 3-4=-5/0, 4-5=-5/0, 5-6=-5/0 BOT CHORD 11-12=0/5, 10-11=0/5, 9-10=0/5, 8-9=0/5, 7-8=0/5 WEBS 2-11=-132/0, 3-10=-133/0, 4-9=-139/0, 5-8=-104/0 NOTES 1) All plates are 1.5x4 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156410F21Floor Supported Gable 1 1J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:16 Page: 1 ID:MTPiE2Djg9vPuNmcb1qWQkyCzXd-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =1.5x4 =1.5x4 =3x6 =3x3 =3x3 =3x3 =1.5x4 =1.5x4 =3x3 =3x3 =3x3 =3x6 =1.5x4 =1.5x4 12 11 10 9 8 7 13 14 1 2 3 4 5 6 0-1-8 1-10-0 0-1-8 1-3-0 10-1-0 10-1-0 1- 8 - 0 1- 8 - 0 Scale = 1:29.2 Plate Offsets (X, Y):[1:Edge,0-0-12], [13:0-1-8,0-0-12], [14:0-1-8,0-0-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.32 Vert(LL) -0.05 10-11 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.47 Vert(CT) -0.05 10-11 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.01 7 n/a n/a BCDL 5.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 59 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.2(flat) OTHERS 2x4 SP No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 7=0-5-8, 12=0-5-8 Max Grav 7=535 (LC 1), 12=535 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 12-13=-31/0, 1-13=-31/0, 7-14=-31/0, 6-14=-31/0, 1-2=-1/0, 2-3=-653/0, 3-4=-856/0, 4-5=-653/0, 5-6=-1/0 BOT CHORD 11-12=0/440, 10-11=0/856, 9-10=0/856, 8-9=0/856, 7-8=0/440 WEBS 2-12=-660/0, 2-11=0/338, 3-11=-342/0, 3-10=-75/100, 5-7=-660/0, 5-8=0/338, 4-8=-342/0, 4-9=-75/100 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156411F22Floor11J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:17 Page: 1 ID:UED1XIaYcNh9V_3NMKNYe3yCzX9-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =1.5x4 =1.5x4 =3x6 =1.5x4 =1.5x4 =3x6 =1.5x4 =1.5x4 16 15 14 13 12 11 10 9 17 18 1 2 3 4 5 6 7 8 0-8-0 0-1-8 0-8-0 0-1-8 1-3-0 2-0-0 14-1-0 14-1-0 1- 8 - 0 1- 8 - 0 Scale = 1:29.2 Plate Offsets (X, Y):[1:Edge,0-0-12], [17:0-1-8,0-0-12], [18:0-1-8,0-0-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.37 Vert(LL) -0.07 13-14 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.37 Vert(CT) -0.09 13-14 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.02 9 n/a n/a BCDL 5.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 81 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP 2250F 1.9E(flat) WEBS 2x4 SP No.2(flat) OTHERS 2x4 SP No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 9=0-5-8, 16=0-5-8 Max Grav 9=755 (LC 1), 16=755 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 16-17=-35/0, 1-17=-35/0, 9-18=-35/0, 8-18=-35/0, 1-2=-1/0, 2-3=-1030/0, 3-4=-1585/0, 4-5=-1685/0, 5-6=-1585/0, 6-7=-1030/0, 7-8=-1/0 BOT CHORD 15-16=0/634, 14-15=0/1401, 13-14=0/1685, 12-13=0/1685, 11-12=0/1685, 10-11=0/1401, 9-10=0/634 WEBS 2-16=-951/0, 7-9=-951/0, 2-15=0/628, 7-10=0/628, 3-15=-590/0, 6-10=-590/0, 3-14=0/361, 6-11=0/361, 4-14=-425/24, 5-11=-425/24, 4-13=-172/199, 5-12=-172/199 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 MT20 unless otherwise indicated. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156412F23Floor11J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:17 Page: 1 ID:Jwe9xz3eBgkUI773ik5wGUyCzWX-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =1.5x4 =1.5x4 =3x6 =3x4 =3x4 =3x3 =3x3 =3x3 =1.5x4 =1.5x4 =3x3 =3x3 =3x3 =3x4 =3x4 =3x6 =1.5x4 =1.5x4 16 15 14 13 12 11 10 9 17 18 1 2 3 4 5 6 7 8 0-1-8 1-1-8 1-1-8 0-1-8 1-3-0 2-0-0 15-0-0 15-0-0 1- 8 - 0 1- 8 - 0 Scale = 1:30.9 Plate Offsets (X, Y):[1:Edge,0-0-12], [17:0-1-8,0-0-12], [18:0-1-8,0-0-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.42 Vert(LL) -0.10 11-12 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.41 Vert(CT) -0.12 11-12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(CT) 0.02 9 n/a n/a BCDL 5.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 84 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP 2250F 1.9E(flat) WEBS 2x4 SP No.2(flat) OTHERS 2x4 SP No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 9=0-5-8, 16=0-5-8 Max Grav 9=805 (LC 1), 16=805 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 16-17=-39/0, 1-17=-39/0, 9-18=-39/0, 8-18=-39/0, 1-2=-2/0, 2-3=-1117/0, 3-4=-1740/0, 4-5=-1924/0, 5-6=-1740/0, 6-7=-1117/0, 7-8=-2/0 BOT CHORD 15-16=0/677, 14-15=0/1534, 13-14=0/1924, 12-13=0/1924, 11-12=0/1924, 10-11=0/1534, 9-10=0/677 WEBS 2-16=-1015/0, 2-15=0/699, 3-15=-661/0, 3-14=0/376, 7-9=-1015/0, 7-10=0/699, 6-10=-661/0, 6-11=0/376, 5-12=-146/178, 4-13=-146/178, 4-14=-461/0, 5-11=-461/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156413F24Floor11J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:17 Page: 1 ID:EmVHn1M7tgKAhI3aeLzGFYyCl50-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =3x3 =3x3 =3x3 =3x3 14 13 12 11 10 9 8 1 2 3 4 5 6 7 8-3-2 8-3-2 1- 8 - 0 1- 8 - 0 Scale = 1:18.4 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.09 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horiz(TL) 0.00 8 n/a n/a BCDL 5.0 Code FBC2020/TPI2014 Matrix-MR Weight: 44 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.2(flat) OTHERS 2x4 SP No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 8=8-3-2, 9=8-3-2, 10=8-3-2, 11=8-3-2, 12=8-3-2, 13=8-3-2, 14=8-3-2 Max Grav 8=78 (LC 1), 9=160 (LC 1), 10=143 (LC 1), 11=147 (LC 1), 12=149 (LC 1), 13=137 (LC 1), 14=67 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-14=-59/0, 7-8=-71/0, 1-2=-10/0, 2-3=-10/0, 3-4=-10/0, 4-5=-10/0, 5-6=-10/0, 6-7=-10/0 BOT CHORD 13-14=0/10, 12-13=0/10, 11-12=0/10, 10-11=0/10, 9-10=0/10, 8-9=0/10 WEBS 2-13=-128/0, 3-12=-135/0, 4-11=-134/0, 5-10=-130/0, 6-9=-145/0 NOTES 1) All plates are 1.5x4 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156414F24AFloor Supported Gable 1 1J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:17 Page: 1 ID:gTHYG?q8aF4dC7k9HQYylfyCkxN-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 3x6 FP 3x6 FP =3x6 =1.5x4 =1.5x4 =3x6 =3x5 =3x5 =1.5x4 =1.5x4 =3x6 =1.5x4 =1.5x4 27 26 25 24 23 22 21 20 19 18 17 16 15 281234567891011 12 13 14 0-11-101-3-0 1-1-2 0-1-81-8-6 2-0-0 8-6-14 8-6-14 14-8-4 23-3-2 1- 8 - 0 1- 8 - 0 Scale = 1:41.5 Plate Offsets (X, Y):[28:0-1-8,0-0-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.50 Vert(LL) -0.10 17-18 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.49 Vert(CT) -0.13 17-18 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(CT) 0.02 15 n/a n/a BCDL 5.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 132 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP 2250F 1.9E(flat) WEBS 2x4 SP No.2(flat) OTHERS 2x4 SP No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size) 15=0-5-8, 22=0-3-8, 27=0-2-10 Max Grav 15=748 (LC 7), 22=1463 (LC 1), 27=399 (LC 10) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-27=-57/0, 15-28=-39/0, 14-28=-39/0, 1-2=0/0, 2-3=-462/32, 3-4=-462/32, 4-5=-278/179, 5-6=0/771, 6-7=0/771, 7-8=-739/17, 8-9=-1430/0, 9-10=-1654/0, 10-11=-1553/0, 11-12=-1021/0, 12-13=-1021/0, 13-14=-2/0 BOT CHORD 26-27=0/298, 25-26=-32/462, 24-25=-32/462, 23-24=-305/77, 22-23=-305/77, 21-22=-173/277, 20-21=0/1181, 19-20=0/1654, 18-19=0/1654, 17-18=0/1654, 16-17=0/1396, 15-16=0/625 WEBS 6-22=-98/0, 5-22=-721/0, 2-27=-448/0, 5-24=0/432, 2-26=-67/252, 4-24=-461/0, 3-26=-150/32, 4-25=-11/105, 13-15=-937/0, 13-16=0/629, 11-16=-595/0, 11-17=0/249, 7-22=-1100/0, 7-21=0/777, 8-21=-740/0, 8-20=0/446, 9-19=-26/249, 10-18=-203/54, 9-20=-550/0, 10-17=-243/64 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 MT20 unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 27. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156415F25Floor21J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:17 Page: 1 ID:_Fy1rimWuPEwPizvf1PTEOyCkut-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 3x6 FP 3x6 FP =3x6 =1.5x4 =1.5x4 =3x6 =1.5x4 =3x6 =3x5 =1.5x4 =3x6 =1.5x4 =1.5x4 26 25 24 23 22 21 20 19 18 17 16 15 271234 5 6 7 8 9 10 11 12 13 14 1-3-0 2-4-4 0-1-81-8-4 8-6-12 8-6-12 13-2-12 21-9-8 1- 8 - 0 1- 8 - 0 Scale = 1:39.3 Plate Offsets (X, Y):[27:0-1-8,0-0-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.38 Vert(LL) -0.12 17-18 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.49 Vert(CT) -0.16 17-18 >984 360 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(CT) 0.02 15 n/a n/a BCDL 5.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 126 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP 2250F 1.9E(flat) BOT CHORD 2x4 SP 2250F 1.9E(flat) WEBS 2x4 SP No.2(flat) OTHERS 2x4 SP No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 15=0-6-0, 21=0-4-15, 26=0-5-8 Max Grav 15=749 (LC 7), 21=1122 (LC 1), 26=541 (LC 10) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-26=-36/0, 15-27=-33/0, 14-27=-33/0, 1-2=0/0, 2-3=-654/0, 3-4=-851/0, 4-5=-851/0, 5-6=-439/60, 6-7=-439/60, 7-8=-1201/0, 8-9=-1616/0, 9-10=-1601/0, 10-11=-1601/0, 11-12=-1601/0, 12-13=-1017/0, 13-14=-1/0 BOT CHORD 25-26=0/441, 24-25=0/851, 23-24=0/851, 22-23=0/703, 21-22=0/703, 20-21=0/845, 19-20=0/1616, 18-19=0/1616, 17-18=0/1616, 16-17=0/1387, 15-16=0/629 WEBS 6-21=-153/0, 7-21=-825/0, 7-20=0/607, 8-20=-719/0, 8-19=0/193, 13-15=-944/0, 13-16=0/616, 12-16=-587/0, 12-17=0/330, 11-17=-176/5, 9-17=-211/82, 9-18=-144/8, 2-26=-662/0, 2-25=0/338, 3-25=-305/0, 3-24=-83/25, 5-21=-533/0, 5-23=0/426, 4-23=-236/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 MT20 unless otherwise indicated. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156416F26Floor11J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:18 Page: 1 ID:jbIe3RklVVmoSlwEilriLmyCksK-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =3x6 =3x5 =1.5x4 =1.5x4 =1.5x4 =4x4 =4x4 =3x6 =1.5x4 =1.5x4 =3x6 =1.5x4 =1.5x4 23 22 21 20 19 18 17 16 15 241234 5 6 7 8 25 9 10 11 12 13 2614 1-8-51-3-0 0-1-8 1-8-11 7-3-13 19-9-8 12-5-11 12-5-11 1- 8 - 0 1- 8 - 0 Scale = 1:36.1 Plate Offsets (X, Y):[19:0-1-8,Edge], [24:0-1-8,0-0-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.55 Vert(LL) -0.14 20-21 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.48 Vert(CT) -0.18 20-21 >803 360 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(CT) 0.02 15 n/a n/a BCDL 5.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 115 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP 2250F 1.9E(flat) BOT CHORD 2x4 SP 2250F 1.9E(flat) WEBS 2x4 SP No.2(flat) OTHERS 2x4 SP No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 15=0-6-0, 18=0-7-11, 23=0-5-8 Max Grav 15=429 (LC 7), 18=1033 (LC 1), 23=709 (LC 10) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-23=-38/0, 15-24=-59/0, 14-24=-59/0, 1-2=0/0, 2-3=-937/0, 3-4=-1439/0, 4-5=-1439/0, 5-6=-1278/0, 6-7=-1278/0, 7-8=-1278/0, 8-25=-245/34, 9-25=-245/34, 9-10=-245/34, 10-11=-542/0, 11-12=-542/0, 12-13=-542/0, 13-26=-2/0, 14-26=-2/0 BOT CHORD 22-23=0/586, 21-22=0/1276, 20-21=0/1486, 19-20=0/1278, 18-19=0/755, 17-18=0/432, 16-17=0/542, 15-16=0/327 WEBS 9-18=-194/0, 10-18=-422/0, 13-15=-487/0, 10-17=0/273, 13-16=0/332, 11-17=-179/6, 12-16=-211/0, 8-18=-794/0, 8-19=0/865, 7-19=-485/0, 2-23=-881/0, 2-22=0/557, 3-22=-538/0, 3-21=0/252, 4-21=-55/0, 5-21=-75/0, 5-20=-390/0, 6-20=-17/157 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 MT20 unless otherwise indicated. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156417F27Floor11J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:18 Page: 1 ID:zVZTU1UiM21DL2W6iixijLyCkq3-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =1.5x4 =3x3 =4x4 =4x4 =3x3 =3x5 =1.5x4 =3x3 =3x3 =1.5x4 =1.5x4 =3x3 =3x3 =3x5 =1.5x4 =3x3 =4x4 =4x4 =3x6 =1.5x4 =1.5x4 20 19 18 17 16 15 14 13 21 1 2 3 4 5 6 7 8 9 10 11 12 0-1-81-3-0 2-0-0 1-0-121-0-12 17-6-0 17-6-0 1- 8 - 0 1- 8 - 0 Scale = 1:32.6 Plate Offsets (X, Y):[1:Edge,0-0-12], [21:0-1-8,0-0-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) -0.15 15-16 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.42 Vert(CT) -0.20 15-16 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(CT) 0.04 13 n/a n/a BCDL 5.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 100 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP 2250F 1.9E(flat) WEBS 2x4 SP No.2(flat) OTHERS 2x4 SP No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 13=0-5-8, 20=0-5-8 Max Grav 13=946 (LC 1), 20=952 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-20=-33/0, 13-21=-33/0, 12-21=-33/0, 1-2=0/0, 2-3=-1327/0, 3-4=-2230/0, 4-5=-2230/0, 5-6=-2648/0, 6-7=-2648/0, 7-8=-2648/0, 8-9=-2246/0, 9-10=-2246/0, 10-11=-1354/0, 11-12=-1/0 BOT CHORD 19-20=0/773, 18-19=0/1858, 17-18=0/2497, 16-17=0/2648, 15-16=0/2507, 14-15=0/1880, 13-14=0/805 WEBS 2-20=-1192/0, 11-13=-1207/0, 2-19=0/880, 11-14=0/872, 3-19=-843/0, 10-14=-835/0, 3-18=0/574, 4-18=-100/0, 10-15=0/565, 9-15=-99/0, 5-18=-412/0, 8-15=-405/0, 5-17=-55/521, 8-16=-66/510, 6-17=-299/0, 7-16=-294/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156418F28Floor41J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:18 Page: 1 ID:dLLs8l2ZXAqht61xONmUa2yCkpL-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 3x6 FP 3x6 FP=3x3 =3x6 =3x5 =3x8 =1.5x4 =3x6 =3x3 =3x3 =3x6 =3x6 =4x10 =1.5x4 =4x7 =3x6 =3x4 =3x6 =1.5x4 =1.5x4 19 18 17 16 15 14 13 12 20123456789 10 11 0-1-8 1-1-82-6-0 1-1-8 2-3-0 0-2-12 18-6-0 2-6-0 21-0-0 18-3-4 18-3-4 1- 8 - 0 1- 8 - 0 Scale = 1:40.5 Plate Offsets (X, Y):[9:0-3-0,Edge], [20:0-1-8,0-0-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.73 Vert(LL) -0.25 16-18 >872 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.74 Vert(CT) -0.33 16-18 >655 360 BCLL 0.0 Rep Stress Incr NO WB 0.54 Horz(CT) 0.03 13 n/a n/a BCDL 5.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 118 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP 2250F 1.9E(flat) BOT CHORD 2x4 SP 2250F 1.9E(flat) WEBS 2x4 SP No.2(flat) OTHERS 2x4 SP No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size) 13=0-5-8, 19=0-3-8 Max Grav 13=2122 (LC 1), 19=919 (LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-19=-109/0, 12-20=-557/0, 11-20=-557/0, 1-2=0/0, 2-3=-2191/0, 3-4=-2191/0, 4-5=-2443/0, 5-6=-2443/0, 6-7=-672/572, 7-8=-672/572, 8-9=-672/572, 9-10=0/1136, 10-11=-23/0 BOT CHORD 18-19=0/1347, 17-18=0/2443, 16-17=0/2443, 15-16=0/2443, 14-15=-166/1738, 13-14=-1136/0, 12-13=-433/0 WEBS 9-13=-1249/0, 10-13=-1123/0, 10-12=0/724, 9-14=0/1900, 8-14=-270/0, 6-14=-1271/0, 6-15=0/1069, 5-15=-359/0, 2-19=-1563/0, 2-18=0/985, 3-18=-350/0, 4-18=-541/195, 4-16=-163/56 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x6 MT20 unless otherwise indicated. 3) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 12-19=-10, 1-9=-100, 9-11=-225 Concentrated Loads (lb) Vert: 11=-447 Job Truss Truss Type Qty Ply Brighton Residence T22156419F29Floor11J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:19 Page: 1 ID:14JPOnFHGI?hSBvbagUK0jyCkid-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 3x6 FP 3x6 FP =3x6 =1.5x4 =1.5x4 =3x6 =1.5x4 =1.5x4 =3x6 =3x6 =3x6 =3x4 =3x6 =1.5x4 =1.5x4 27 26 25 24 23 22 21 20 19 18 17 16 15 2812345678 9 10 11 12 13 14 0-1-8 1-0-14 1-1-81-3-0 1-0-141-4-12 1-1-8 1-5-82-0-0 2-6-0 21-0-0 4-5-8 18-6-0 4-6-4 14-0-8 9-6-4 9-6-4 1- 8 - 0 1- 8 - 0 Scale = 1:39 Plate Offsets (X, Y):[28:0-1-8,0-0-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.55 Vert(LL) -0.03 25-26 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.45 Vert(CT) -0.04 25-26 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(CT) 0.01 18 n/a n/a BCDL 5.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 128 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.2(flat) OTHERS 2x4 SP No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size) 16=4-5-8, 17=4-5-8, 18=4-5-8, 21=0-3-8, 27=0-3-8 Max Uplift 17=-276 (LC 5), 18=-46 (LC 5) Max Grav 16=1305 (LC 4), 17=-22 (LC 11), 18=367 (LC 12), 21=817 (LC 13), 27=483 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-27=-32/0, 15-28=-500/0, 14-28=-500/0, 1-2=0/0, 2-3=-554/0, 3-4=-689/0, 4-5=-464/0, 5-6=-10/367, 6-7=-10/367, 7-8=-164/186, 8-9=0/338, 9-10=0/338, 10-11=0/338, 11-12=0/498, 12-13=0/902, 13-14=-20/0 BOT CHORD 26-27=0/393, 25-26=0/689, 24-25=0/689, 23-24=0/689, 22-23=0/689, 21-22=0/244, 20-21=-186/164, 19-20=-186/164, 18-19=-186/164, 17-18=-333/0, 16-17=-902/0, 15-16=-392/0 WEBS 6-21=-84/0, 9-18=-101/0, 12-16=-676/0, 5-21=-671/0, 2-27=-591/0, 5-22=0/357, 2-26=0/255, 4-22=-360/0, 3-26=-208/0, 3-25=-79/38, 4-24=-17/101, 13-16=-819/0, 13-15=0/655, 12-17=0/634, 11-17=-438/0, 11-18=-73/200, 7-21=-285/0, 8-18=-277/0, 7-20=0/22, 8-19=0/19 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 MT20 unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 276 lb uplift at joint 17 and 46 lb uplift at joint 18. 4) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 197 lb down at 20-9-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 8) 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 + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 15-27=-10, 1-14=-100 Concentrated Loads (lb) Vert: 14=-447 (F=-197) Job Truss Truss Type Qty Ply Brighton Residence T22156420F30Floor11J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:19 Page: 1 ID:wRekdJMUwxjTif3QsHZwvhyCk1t-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =4x7 =3x10 =4x4 =4x7 =1.5x4 =1.5x4 =3x8 =6x6 =5x5 =4x4 =1.5x4 21 20 19 18 17 16 15 14 13 221234 5 6 7 8 9 10 11 12 0-1-81-2-41-3-0 1-2-4 0-11-8 1-5-4 2-0-0 0-2-12 10-6-12 4-9-0 10-4-0 5-7-0 5-7-0 6-5-8 17-0-4 1- 8 - 0 1- 8 - 0 Scale = 1:31.8 Plate Offsets (X, Y):[10:0-3-0,Edge], [14:0-1-8,Edge], [15:0-1-8,Edge], [21:Edge,0-1-8], [22:0-1-8,0-0-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.48 Vert(LL) 0.01 17 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.33 Vert(CT) 0.03 17 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.48 Horz(CT) -0.02 16 n/a n/a BCDL 5.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 125 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP 2250F 1.9E(flat) BOT CHORD 2x4 SP 2250F 1.9E(flat) WEBS 2x4 SP No.2(flat) OTHERS 2x4 SP No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size) 16=0-5-8, 19=0-3-8, 21= Mechanical Max Uplift 21=-631 (LC 4) Max Grav 16=1673 (LC 4), 19=1045 (LC 11), 21=-179 (LC 12) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-21=-36/0, 13-22=-439/0, 12-22=-439/0, 1-2=0/0, 2-3=0/1187, 3-4=0/2610, 4-5=0/2610, 5-6=0/2969, 6-7=0/3451, 7-8=0/3451, 8-9=0/1328, 9-10=0/1328, 10-11=0/1328, 11-12=-19/0 BOT CHORD 20-21=-599/0, 19-20=-1797/0, 18-19=-2969/0, 17-18=-2969/0, 16-17=-2969/0, 15-16=-2466/0, 14-15=-1328/0, 13-14=-417/0 WEBS 4-19=-365/0, 7-16=-14/57, 2-21=0/879, 2-20=-924/0, 3-20=0/957, 3-19=-1314/0, 5-19=0/605, 6-16=-912/0, 5-18=-71/0, 6-17=0/113, 8-16=-1448/0, 11-13=0/640, 8-15=0/1716, 11-14=-1372/0, 9-15=-1138/0, 10-14=0/930 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x6 MT20 unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 631 lb uplift at joint 21. 5) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 13-21=-10, 1-12=-100 Concentrated Loads (lb) Vert: 12=-447 Job Truss Truss Type Qty Ply Brighton Residence T22156421F31Floor11J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:19 Page: 1 ID:q5aERNrezjC1yZz3ZdGmOdyCk?y-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =3x3 =3x6 =3x3 =1.5x4 =1.5x4 =3x3 =3x3 =3x5 =1.5x4 =3x3 =3x3 =3x6 =3x3 =3x6 =1.5x4 =1.5x4 15 14 13 12 11 10 161234 5 6 7 8 9 0-1-8 1-1-41-3-0 1-1-4 2-0-0 2-5-8 11-7-0 9-1-8 9-1-8 1- 8 - 0 1- 8 - 0 Scale = 1:32.5 Plate Offsets (X, Y):[16:0-1-8,0-0-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.37 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.07 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horiz(TL) 0.00 11 n/a n/a BCDL 5.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 72 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.2(flat) OTHERS 2x4 SP No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size) 11=9-1-8, 12=9-1-8, 13=9-1-8, 14=9-1-8, 15=9-1-8 Max Uplift 12=-239 (LC 4), 13=-21 (LC 4), 15=-2 (LC 4) Max Grav 11=1261 (LC 1), 12=47 (LC 3), 13=173 (LC 3), 14=227 (LC 1), 15=53 (LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-15=-48/0, 10-16=-494/0, 9-16=-493/0, 1-2=0/0, 2-3=0/16, 3-4=0/16, 4-5=0/188, 5-6=0/188, 6-7=0/885, 7-8=0/885, 8-9=-20/0 BOT CHORD 14-15=-16/0, 13-14=-16/0, 12-13=-86/0, 11-12=-515/0, 10-11=-380/0 WEBS 7-11=-140/0, 8-11=-812/0, 8-10=0/641, 2-15=0/23, 2-14=-208/0, 6-11=-618/0, 6-12=0/521, 5-12=-134/0, 4-12=-217/0, 4-13=0/109, 3-13=-185/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2 lb uplift at joint 15, 239 lb uplift at joint 12 and 21 lb uplift at joint 13. 3) Non Standard bearing condition. Review required. 4) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 10-15=-10, 1-9=-100 Concentrated Loads (lb) Vert: 9=-447 Job Truss Truss Type Qty Ply Brighton Residence T22156422F32Floor11J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:19 Page: 1 ID:o4fEWtNAR8tkMHj_6E?0g?yCjxP-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =3x6 =3x6 =3x6 =1.5x4 =1.5x4 =4x7 =3x6 =4x7 =3x6 =3x6 =3x6 =1.5x4 THA426 THA426 11 10 9 8 7 12113234 5 6 0-1-81-3-0 1-3-0 0-6-14 1-1-4 0-2-12 3-9-14 2-5-8 6-3-6 3-7-2 3-7-2 1- 8 - 0 1- 8 - 0 Scale = 1:34.7 Plate Offsets (X, Y):[3:0-3-0,Edge], [12:0-1-8,0-0-8] Loading (psf)Spacing 1-4-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.59 Vert(LL) -0.01 10-11 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.32 Vert(CT) -0.02 10-11 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.27 Horz(CT) 0.00 8 n/a n/a BCDL 5.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 53 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.2(flat) OTHERS 2x4 SP No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 7-8. REACTIONS (size) 8=0-5-8, 11= Mechanical Max Grav 8=2177 (LC 1), 11=535 (LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-11=-292/0, 7-12=-532/0, 6-12=-532/0, 1-13=0/0, 2-13=0/0, 2-3=-237/0, 3-4=0/1093, 4-5=0/1093, 5-6=-22/0 BOT CHORD 10-11=0/237, 9-10=0/237, 8-9=0/237, 7-8=-425/0 WEBS 4-8=-83/0, 3-8=-1835/0, 2-11=-339/0, 2-10=-125/0, 3-9=0/131, 5-8=-1047/0, 5-7=0/699 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) Use Simpson Strong-Tie THA426 (8-16d Girder, 6-16d Truss) or equivalent spaced at 1-4-0 oc max. starting at 1-2-4 from the left end to 2-6-4 to connect truss(es) to front face of top chord. 7) Fill all nail holes where hanger is in contact with lumber. 8) 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 + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 7-11=-7, 1-4=-67, 4-6=-192 Concentrated Loads (lb) Vert: 6=-447, 3=-742 (F), 13=-742 (F) Job Truss Truss Type Qty Ply Brighton Residence T22156423F33Floor Girder 1 1J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:20 Page: 1 ID:hxK1fklepOuwgdtRTHsmrOyDJfI-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 3x6 FP 3x6 FP =3x3 =3x3 =3x3 =3x6 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 371234 5 6 7 8 9 10 11 12 13 14 15 16 17 18 1-3-12 0-1-8 21-7-8 21-7-8 1- 8 - 0 1- 8 - 0 Scale = 1:39 Plate Offsets (X, Y):[37:0-1-8,0-0-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horiz(TL) 0.00 19 n/a n/a BCDL 5.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 107 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.2(flat) OTHERS 2x4 SP No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 19=21-7-8, 20=21-7-8, 21=21-7-8, 22=21-7-8, 23=21-7-8, 24=21-7-8, 25=21-7-8, 26=21-7-8, 27=21-7-8, 28=21-7-8, 29=21-7-8, 30=21-7-8, 32=21-7-8, 33=21-7-8, 34=21-7-8, 35=21-7-8, 36=21-7-8 Max Grav 19=61 (LC 1), 20=177 (LC 1), 21=139 (LC 1), 22=149 (LC 1), 23=146 (LC 1), 24=147 (LC 1), 25=147 (LC 1), 26=147 (LC 1), 27=147 (LC 1), 28=147 (LC 1), 29=147 (LC 1), 30=147 (LC 1), 32=147 (LC 1), 33=147 (LC 1), 34=145 (LC 1), 35=156 (LC 1), 36=52 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-36=-47/0, 19-37=-58/0, 18-37=-58/0, 1-2=0/0, 2-3=0/0, 3-4=0/0, 4-5=0/0, 5-6=0/0, 6-7=0/0, 7-8=0/0, 8-9=0/0, 9-10=0/0, 10-11=0/0, 11-12=0/0, 12-13=0/0, 13-14=0/0, 14-15=0/0, 15-16=0/0, 16-17=0/0, 17-18=-2/0 BOT CHORD 35-36=0/0, 34-35=0/0, 33-34=0/0, 32-33=0/0, 31-32=0/0, 30-31=0/0, 29-30=0/0, 28-29=0/0, 27-28=0/0, 26-27=0/0, 25-26=0/0, 24-25=0/0, 23-24=0/0, 22-23=0/0, 21-22=0/0, 20-21=0/0, 19-20=0/0 WEBS 2-35=-142/0, 3-34=-132/0, 4-33=-134/0, 5-32=-133/0, 6-30=-133/0, 7-29=-133/0, 8-28=-133/0, 9-27=-133/0, 10-26=-133/0, 11-25=-133/0, 12-24=-133/0, 14-23=-133/0, 15-22=-135/0, 16-21=-126/0, 17-20=-161/0, 17-19=0/3 NOTES 1) All plates are 1.5x4 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156424F34Floor Supported Gable 1 1J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:20 Page: 1 ID:HAvcivqRA?_imju28R89YIyCjvX-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 MT20HS 3x8 FP 3x6 FP=3x3 =3x6 =3x5 =3x8 =1.5x4 =3x3 =3x3 =1.5x4 =1.5x4 =3x3 =3x3 =3x8 =1.5x4 =3x5 =3x6 =3x3 18 17 16 15 14 13 12 1 2 3 4 5 6 7 8 9 10 11 2-6-0 0-8-8 21-8-8 21-8-8 1- 8 - 0 1- 8 - 0 Scale = 1:39.1 Loading (psf)Spacing 1-4-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.17 14-15 >999 480 MT20HS 187/143 TCDL 10.0 Lumber DOL 1.00 BC 0.30 Vert(CT) -0.24 15-17 >999 360 MT20 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(CT) 0.05 12 n/a n/a BCDL 5.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 116 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP 2250F 1.9E(flat) BOT CHORD 2x4 SP 2250F 1.9E(flat) WEBS 2x4 SP No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 12= Mechanical, 18= Mechanical Max Grav 12=787 (LC 1), 18=787 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-18=-70/0, 11-12=-70/0, 1-2=0/0, 2-3=-2036/0, 3-4=-2036/0, 4-5=-2749/0, 5-6=-2749/0, 6-7=-2749/0, 7-8=-2036/0, 8-9=-2036/0, 9-10=-2036/0, 10-11=0/0 BOT CHORD 17-18=0/1196, 16-17=0/2542, 15-16=0/2542, 14-15=0/2749, 13-14=0/2542, 12-13=0/1196 WEBS 10-12=-1387/0, 2-18=-1387/0, 10-13=0/980, 2-17=0/980, 9-13=-161/0, 3-17=-161/0, 7-13=-591/0, 4-17=-591/0, 7-14=-64/425, 4-15=-64/425, 5-15=-138/0, 6-14=-138/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156425F35Floor21J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:20 Page: 1 ID:Yr?rCzZgSBA30V1TDFjiJLyDJoZ-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 MT20HS 3x8 FP 3x6 FP 3x6 FP=4x7 =4x4 =3x5 =3x3 =3x3 =1.5x4 =3x3 =5x8 =1.5x4 =3x3 =3x5 =3x8 =3x8 =4x7 THA426 29 28 27 26 25 24 23 22 21 20 19 18 17 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1-3-0 1-0-8 23-5-0 23-5-0 1- 8 - 0 1- 8 - 0 Scale = 1:41.8 Plate Offsets (X, Y):[17:Edge,0-1-8] Loading (psf)Spacing 1-4-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.13 Vert(LL) -0.21 22-23 >999 480 MT20HS 187/143 TCDL 10.0 Lumber DOL 1.00 BC 0.45 Vert(CT) -0.27 22-23 >999 360 MT20 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(CT) 0.07 17 n/a n/a BCDL 5.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 167 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP 2250F 1.9E(flat) BOT CHORD 2x4 SP 2250F 1.9E(flat) WEBS 2x4 SP No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 17=0-2-0, 29= Mechanical Max Grav 17=1311 (LC 1), 29=879 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-29=-29/0, 16-17=-39/0, 1-2=0/0, 2-3=-1366/0, 3-4=-2408/0, 4-5=-2408/0, 5-6=-3079/0, 6-7=-3079/0, 7-8=-3515/0, 8-9=-3515/0, 9-10=-3503/0, 10-11=-3237/0, 11-12=-3237/0, 12-13=-2659/0, 13-14=-2659/0, 14-15=-1714/0, 15-16=0/0 BOT CHORD 28-29=0/782, 27-28=0/1935, 26-27=0/2815, 25-26=0/2815, 24-25=0/3332, 23-24=0/3515, 22-23=0/3515, 21-22=0/3459, 20-21=0/3459, 19-20=0/3009, 18-19=0/2238, 17-18=0/1175 WEBS 15-17=-1725/0, 2-29=-1149/0, 15-18=0/835, 2-28=0/905, 14-18=-811/0, 3-28=-880/0, 14-19=0/635, 13-19=-67/0, 3-27=0/713, 4-27=-58/0, 12-19=-526/0, 5-27=-614/0, 12-20=0/355, 5-25=0/408, 10-20=-334/0, 10-21=-12/3, 7-25=-392/0, 10-22=-129/221, 7-24=-48/502, 9-22=-213/200, 8-24=-308/34, 9-23=-68/24 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 3x6 MT20 unless otherwise indicated. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 17. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) Use Simpson Strong-Tie THA426 (8-16d Girder, 6-16d Truss) or equivalent at 21-10-4 from the left end to connect truss(es) to front face of top chord. 8) Fill all nail holes where hanger is in contact with lumber. 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 + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 17-29=-7, 1-16=-67 Concentrated Loads (lb) Vert: 15=-490 (F) Job Truss Truss Type Qty Ply Brighton Residence T22156426F36Floor Girder 1 1J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:20 Page: 1 ID:Tq7d8INgaqfKfeqiHOSisoyCjuq-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 MT20HS 3x8 FP 3x6 FP =3x3 =3x6 =3x6 =3x8 =1.5x4 =3x3 =3x3 =1.5x4 =1.5x4 =3x3 =3x5 =1.5x4 =3x3 =3x8 =1.5x4 =3x6 =3x6 =3x3 20 19 18 17 16 15 14 13 1 2 3 4 5 6 7 8 9 10 11 12 1-8-02-6-0 0-7-8 23-5-0 23-5-0 1- 8 - 0 1- 8 - 0 Scale = 1:41.8 Loading (psf)Spacing 1-4-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.23 15-16 >999 480 MT20HS 187/143 TCDL 10.0 Lumber DOL 1.00 BC 0.36 Vert(CT) -0.32 15-16 >866 360 MT20 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(CT) 0.06 13 n/a n/a BCDL 5.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 126 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP 2250F 1.9E(flat) BOT CHORD 2x4 SP 2250F 1.9E(flat) WEBS 2x4 SP No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 13=0-2-0, 20= Mechanical Max Grav 13=849 (LC 1), 20=849 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-20=-70/0, 12-13=-70/0, 1-2=0/0, 2-3=-2246/0, 3-4=-2246/0, 4-5=-3173/0, 5-6=-3173/0, 6-7=-3172/0, 7-8=-3172/0, 8-9=-2246/0, 9-10=-2246/0, 10-11=-2246/0, 11-12=0/0 BOT CHORD 19-20=0/1302, 18-19=0/2856, 17-18=0/2856, 16-17=0/3173, 15-16=0/3173, 14-15=0/2855, 13-14=0/1302 WEBS 11-13=-1510/0, 2-20=-1510/0, 11-14=0/1102, 2-19=0/1102, 10-14=-163/0, 3-19=-162/0, 8-14=-711/0, 4-19=-712/0, 8-15=0/373, 4-17=0/518, 7-15=-184/0, 5-17=-151/0, 6-15=-282/253, 6-16=-117/73 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 13. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156427F37Floor31J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:21 Page: 1 ID:8FyGXLxL9AXVmrh0yshVEoyCjl2-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 MT20HS 3x8 FP 3x6 FP=3x3 =3x6 =3x6 =3x8 =1.5x4 =3x3 =3x3 =1.5x4 =1.5x4 =3x3 =3x5 =1.5x4 =3x3 =3x8 =1.5x4 =3x6 =3x6 =3x3 20 19 18 17 16 15 14 13 1 2 3 4 5 6 7 8 9 10 11 12 2-1-82-6-0 0-7-8 23-10-8 23-10-8 1- 8 - 0 1- 8 - 0 Scale = 1:42.5 Loading (psf)Spacing 1-4-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.21 Vert(LL) -0.26 15-16 >999 480 MT20HS 187/143 TCDL 10.0 Lumber DOL 1.00 BC 0.39 Vert(CT) -0.35 15-16 >811 360 MT20 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(CT) 0.06 13 n/a n/a BCDL 5.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 128 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP 2250F 1.9E(flat) BOT CHORD 2x4 SP 2250F 1.9E(flat) WEBS 2x4 SP No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 13=0-3-8, 20= Mechanical Max Grav 13=866 (LC 1), 20=866 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-20=-70/0, 12-13=-70/0, 1-2=0/0, 2-3=-2302/0, 3-4=-2302/0, 4-5=-3292/0, 5-6=-3292/0, 6-7=-3289/0, 7-8=-3289/0, 8-9=-2303/0, 9-10=-2303/0, 10-11=-2303/0, 11-12=0/0 BOT CHORD 19-20=0/1330, 18-19=0/2940, 17-18=0/2940, 16-17=0/3292, 15-16=0/3292, 14-15=0/2939, 13-14=0/1330 WEBS 11-13=-1543/0, 2-20=-1542/0, 11-14=0/1135, 2-19=0/1134, 10-14=-165/0, 3-19=-163/0, 8-14=-743/0, 4-19=-745/0, 8-15=0/408, 4-17=0/556, 7-15=-195/0, 5-17=-158/0, 6-15=-302/267, 6-16=-122/66 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156428F38Floor41J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:21 Page: 1 ID:_mygdT2Qj7?bAq8VnTprQ_yCjjd-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =3x3 =3x3 =1.5x4 =1.5x4 =1.5x4 =1.5x4 =1.5x4 =1.5x4 =3x3 =3x3 10 9 8 7 6 1 2 3 4 5 4-7-8 4-7-8 1- 8 - 0 1- 8 - 0 Scale = 1:23 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horiz(TL) 0.00 6 n/a n/a BCDL 5.0 Code FBC2020/TPI2014 Matrix-MR Weight: 28 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.2(flat) OTHERS 2x4 SP No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 4-7-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 6=4-7-8, 7=4-7-8, 8=4-7-8, 9=4-7-8, 10=4-7-8 Max Grav 6=21 (LC 1), 7=102 (LC 1), 8=153 (LC 1), 9=145 (LC 1), 10=60 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-10=-55/0, 5-6=-12/0, 1-2=-5/0, 2-3=-5/0, 3-4=-5/0, 4-5=-5/0 BOT CHORD 9-10=0/5, 8-9=0/5, 7-8=0/5, 6-7=0/5 WEBS 2-9=-131/0, 3-8=-139/0, 4-7=-100/0 NOTES 1) Gable requires continuous bottom chord bearing. 2) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 3) Gable studs spaced at 1-4-0 oc. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156429F39Floor Supported Gable 1 1J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:21 Page: 1 ID:KGoQpoWtX6v3Mpd?Z90_VDyCjj0-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 3x6 FP 3x6 FP 3x6 FP 3x6 FP =6x6 =4x7 =4x7 =4x7 =5x8 =5x8 =5x8 =5x8 =4x7 =4x7 =4x7 =6x6 =1.5x4 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 351234 5 6 7 8 9 10 11 12 13 14 15 16 17 18 0-1-81-3-0 1-5-8 9-8-8 9-8-8 18-0-0 27-8-8 1- 8 - 0 1- 8 - 0 Scale = 1:48.3 Plate Offsets (X, Y):[10:0-3-0,Edge], [35:0-1-8,0-0-8] Loading (psf)Spacing 1-4-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) -0.26 26-27 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.26 Vert(CT) -0.35 26-27 >935 360 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(CT) 0.05 19 n/a n/a BCDL 5.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 233 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP 2250F 1.9E(flat) BOT CHORD 2x4 SP 2250F 1.9E(flat) WEBS 2x4 SP No.2(flat) OTHERS 2x4 SP No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 19=0-5-0, 34=0-3-0 Max Grav 19=1005 (LC 1), 34=1005 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-34=-30/0, 19-35=-26/0, 18-35=-26/0, 1-2=0/0, 2-3=-1657/0, 3-4=-2963/0, 4-5=-2963/0, 5-6=-3903/0, 6-7=-4529/0, 7-8=-4529/0, 8-9=-4815/0, 9-10=-4815/0, 10-11=-4815/0, 11-12=-4517/0, 12-13=-4517/0, 13-14=-3883/0, 14-15=-2936/0, 15-16=-2936/0, 16-17=-1621/0, 17-18=0/0 BOT CHORD 33-34=0/936, 32-33=0/2362, 31-32=0/3509, 30-31=0/4298, 29-30=0/4298, 28-29=0/4298, 27-28=0/4731, 26-27=0/4815, 25-26=0/4724, 24-25=0/4283, 23-24=0/4283, 22-23=0/4283, 21-22=0/3486, 20-21=0/2330, 19-20=0/897 WEBS 17-19=-1319/0, 2-34=-1344/0, 17-20=0/1095, 2-33=0/1090, 16-20=-1071/0, 3-33=-1065/0, 16-21=0/891, 15-21=-44/0, 3-32=0/884, 4-32=-44/0, 14-21=-810/0, 5-32=-804/0, 14-22=0/600, 5-31=0/594, 13-22=-588/0, 13-23=-21/21, 6-31=-582/0, 6-30=-22/20, 13-25=0/351, 6-28=0/347, 11-25=-379/0, 8-28=-374/0, 11-26=-211/451, 8-27=-217/445, 9-27=-217/74, 10-26=-220/71 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x6 MT20 unless otherwise indicated. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156430F50Floor131J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:21 Page: 1 ID:_0nADVKJCcdV8cF6uj9Ie2yARd3-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =3x3 =3x6 =3x3 =1.5x4 =1.5x4 =3x3 =3x3 =3x6 =3x3 9 8 7 6 1 2 3 4 5 1-3-0 0-11-0 5-5-0 5-5-0 1- 8 - 0 1- 8 - 0 Scale = 1:27.7 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.19 Vert(LL) -0.02 6-7 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.20 Vert(CT) -0.02 6-7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 6 n/a n/a BCDL 5.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 37 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 5-5-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 6= Mechanical, 9= Mechanical Max Grav 6=284 (LC 1), 9=284 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=-58/9, 5-6=-51/0, 1-2=0/0, 2-3=-225/0, 3-4=-225/0, 4-5=0/0 BOT CHORD 8-9=0/225, 7-8=0/225, 6-7=0/194 WEBS 4-6=-292/0, 2-9=-330/0, 4-7=0/93, 2-8=0/63, 3-7=-45/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156431F51Floor21J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:22 Page: 1 ID:31IyEaxs3ttF6Gr?EKxpehyARTE-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =3x3 =3x3 =1.5x4 =1.5x4 =1.5x4 =1.5x4 =1.5x4 =1.5x4 =3x3 =3x3 10 9 8 7 6 1 2 3 4 5 5-5-0 5-5-0 1- 8 - 0 1- 8 - 0 Scale = 1:23 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horiz(TL) 0.00 6 n/a n/a BCDL 5.0 Code FBC2020/TPI2014 Matrix-MR Weight: 31 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.2(flat) OTHERS 2x4 SP No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 5-5-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 6=5-5-0, 7=5-5-0, 8=5-5-0, 9=5-5-0, 10=5-5-0 Max Grav 6=68 (LC 1), 7=147 (LC 1), 8=148 (LC 1), 9=140 (LC 1), 10=64 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-10=-57/0, 5-6=-61/0, 1-2=-8/0, 2-3=-8/0, 3-4=-8/0, 4-5=-8/0 BOT CHORD 9-10=0/8, 8-9=0/8, 7-8=0/8, 6-7=0/8 WEBS 2-9=-129/0, 3-8=-134/0, 4-7=-134/0 NOTES 1) Gable requires continuous bottom chord bearing. 2) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 3) Gable studs spaced at 1-4-0 oc. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156432F52Floor Supported Gable 2 1J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:22 Page: 1 ID:MNDciz0FQ0lFSLtL9IZSQAyART7-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =3x3 =3x6 =3x3 =1.5x4 =1.5x4 =3x3 =3x6 =3x3 8 7 6 5 1 2 3 4 1-2-8 1-3-0 0-6-0 3-8-8 3-8-8 1- 8 - 0 1- 8 - 0 Scale = 1:29.9 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.12 Vert(LL) 0.00 5-6 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.07 Vert(CT) 0.00 5-6 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 29 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 5= Mechanical, 8= Mechanical Max Grav 5=190 (LC 1), 8=190 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=-63/0, 4-5=-65/0, 1-2=0/0, 2-3=-114/0, 3-4=0/0 BOT CHORD 7-8=0/114, 6-7=0/114, 5-6=0/114 WEBS 3-5=-167/0, 2-8=-170/0, 2-7=-17/42, 3-6=-20/39 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156433F53Floor121J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:22 Page: 1 ID:E8S7YL3mUFFhwzB7O8eOa0yART3-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =3x3 =3x3 =1.5x4 =1.5x4 =1.5x4 =1.5x4 =3x3 =3x3 8 7 6 5 1 2 3 4 3-8-0 3-8-0 1- 8 - 0 1- 8 - 0 Scale = 1:25.2 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horiz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2020/TPI2014 Matrix-MR Weight: 24 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.2(flat) OTHERS 2x4 SP No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 5=3-8-0, 6=3-8-0, 7=3-8-0, 8=3-8-0 Max Grav 5=43 (LC 1), 6=122 (LC 1), 7=151 (LC 1), 8=59 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=-54/0, 4-5=-37/0, 1-2=-5/0, 2-3=-5/0, 3-4=-5/0 BOT CHORD 7-8=0/5, 6-7=0/5, 5-6=0/5 WEBS 2-7=-137/0, 3-6=-114/0 NOTES 1) Gable requires continuous bottom chord bearing. 2) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 3) Gable studs spaced at 1-4-0 oc. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156434F54Floor Supported Gable 1 1J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:22 Page: 1 ID:7widNi7GXUm6PaUudziKksyART?-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =3x3 =3x6 =3x3 =1.5x4 =1.5x4 =3x3 =3x6 =1.5x4 =1.5x4 8 7 6 5 9 1 2 3 4 0-1-8 1-3-0 1-2-8 4-5-8 4-5-8 1- 8 - 0 1- 8 - 0 Scale = 1:29 Plate Offsets (X, Y):[9:0-1-8,0-0-12] Loading (psf)Spacing 1-4-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) 0.00 7-8 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.07 Vert(CT) 0.00 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 31 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.2(flat) OTHERS 2x4 SP No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 4-5-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 5=0-5-0, 8=0-3-8 Max Grav 5=150 (LC 1), 8=154 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=-43/0, 5-9=-41/0, 4-9=-41/0, 1-2=0/0, 2-3=-103/0, 3-4=-2/0 BOT CHORD 7-8=0/103, 6-7=0/103, 5-6=0/103 WEBS 3-5=-149/0, 2-8=-151/0, 2-7=-5/24, 3-6=-4/24 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Brighton Residence T22156435F55Floor51J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Fri Dec 11 13:30:22 Page: 1 ID:XVNm0k99qP8hG1DTI6G1MUyARSy-Mock Me December 14,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =3x6 =3x6 =3x4 =3x4 =3x4 =5x5 =4x7 =5x10 =3x4 =3x4 =3x4 =3x8 =5x5 =3x4 =3x4 =3x6 =3x6 =3x5 27 26 25 24 23 22 21 20 19 18 17 16 15 1 2 3 4 28 5 6 7 8 9 10 29 11 12 13 14 1-3-0 1-5-112-0-81-0-0 1-1-4 1-1-4 6-4-8 15-10-12 8-5-7 24-4-3 9-6-4 9-6-4 1- 8 - 0 1- 8 - 0 Scale = 1:43.2 Plate Offsets (X, Y):[10:0-2-8,0-3-0], [19:0-3-8,0-1-8], [23:0-2-8,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.51 Vert(LL) -0.05 25-26 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.56 Vert(CT) -0.08 25-26 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.51 Horz(CT) 0.03 15 n/a n/a BCDL 5.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 363 lb FT = 11% LUMBER TOP CHORD 2x4 SP 2250F 1.9E BOT CHORD 2x4 SP 2250F 1.9E WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS All bearings 0-1-8. except 19=0-5-8, 22=0-3-9, 27=0-3-8 (lb) - Max Grav All reactions 250 (lb) or less at joint (s) except 15=5313 (LC 4), 19=9041 (LC 4), 22=12708 (LC 3), 27=5430 (LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-27=0/331, 14-15=-985/0, 2-3=-7060/0, 3-4=-8119/0, 4-28=-3763/0, 5-28=-3763/0, 5-6=0/8134, 6-7=0/8134, 7-8=0/3938, 8-9=0/3050, 9-10=0/3050, 10-29=-5258/0, 11-29=-5258/0, 11-12=-7172/0, 12-13=-7172/0 BOT CHORD 26-27=0/5805, 25-26=0/8119, 24-25=0/8119, 23-24=0/8119, 22-23=-138/316, 21-22=-4998/0, 20-21=-3050/0, 19-20=-3050/0, 18-19=0/3374, 17-18=0/7172, 16-17=0/7172, 15-16=0/4543 WEBS 9-19=-2275/0, 10-19=-8777/0, 13-15=-6225/0, 10-18=0/2882, 13-16=0/3908, 11-18=-2892/0, 11-17=-604/0, 12-16=-2447/0, 6-22=-1225/0, 5-22=-11469/0, 2-27=-8076/0, 5-23=0/5194, 2-26=0/1865, 4-23=-6214/0, 3-26=-1486/0, 3-25=-1130/0, 4-24=0/1149, 7-22=-4501/0, 7-21=0/1734, 8-21=-1437/0, 8-20=-778/0 NOTES 1) N/A 2) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 2 rows staggered at 0-4-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc. 3) 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. 4) Unbalanced floor live loads have been considered for this design. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Refer to girder(s) for truss to truss connections. 7) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 8) Girder carries tie-in span(s): 25-0-0 from 1-6-0 to 24-4-3; 20-6-0 from 1-6-0 to 7-4-0; 20-6-0 from 18-2-0 to 24-4-3 9) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 10) CAUTION, Do not erect truss backwards. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1916 lb down at 1-6-0, and 2381 lb down at 17-4-0 on top chord. The design/selection of such connection device (s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 15-27=-10, 1-2=-100, 2-28=-1359, 28-29=-854, 14-29=-1359 Concentrated Loads (lb) Vert: 10=-2381 (F), 5=-2381, 2=-1916 (F) Job Truss Truss Type Qty Ply Brighton Residence T22156436FG01Floor Girder 1 3J200506-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.42 S Nov 10 2020 Print: 8.420 S Nov 10 2020 MiTek Industries, Inc. Mon Dec 14 09:49:32 Page: 1 ID:SjziVAQbQCaTC4CiRP19wtyCilA-4iwYos2DbJrfheiQF6c0VAobgSo0gt_CUcqJZ8y95m1 December 14,2020 P R O D U C T C O D E A P P R O V A L S L A T E R A L B R A C I N G L O C A T I O N I n d i c a t e s l o c a t i o n w h e r e b e a r i n g s ( s u p p o r t s ) o c c u r . I c o n s v a r y b u t r e a c t i o n s e c t i o n i n d i c a t e s j o i n t n u m b e r w h e r e b e a r i n g s o c c u r . M i n s i z e s h o w n i s f o r c r u s h i n g o n l y . I n d i c a t e d b y s y m b o l s h o w n a n d / o r b y t e x t i n t h e b r a c i n g s e c t i o n o f t h e o u t p u t . U s e T o r I b r a c i n g i f i n d i c a t e d . T h e f i r s t d i m e n s i o n i s t h e p l a t e w i d t h m e a s u r e d p e r p e n d i c u l a r t o s l o t s . S e c o n d d i m e n s i o n i s t h e l e n g t h p a r a l l e l t o s l o t s . C e n t e r p l a t e o n j o i n t u n l e s s x , y o f f s e t s a r e i n d i c a t e d . D i m e n s i o n s a r e i n f t - i n - s i x t e e n t h s . A p p l y p l a t e s t o b o t h s i d e s o f t r u s s a n d f u l l y e m b e d t e e t h . 1 . A d d i t i o n a l s t a b i l i t y b r a c i n g f o r t r u s s s y s t e m , e . g . d i a g o n a l o r X - b r a c i n g , i s a l w a y s r e q u i r e d . S e e B C S I . 2 . T r u s s b r a c i n g m u s t b e d e s i g n e d b y a n e n g i n e e r . F o r w i d e t r u s s s p a c i n g , i n d i v i d u a l l a t e r a l b r a c e s t h e m s e l v e s m a y r e q u i r e b r a c i n g , o r a l t e r n a t i v e T o r I b r a c i n g s h o u l d b e c o n s i d e r e d . 3 . N e v e r e x c e e d t h e d e s i g n l o a d i n g s h o w n a n d n e v e r s t a c k m a t e r i a l s o n i n a d e q u a t e l y b r a c e d t r u s s e s . 4 . P r o v i d e c o p i e s o f t h i s t r u s s d e s i g n t o t h e b u i l d i n g d e s i g n e r , e r e c t i o n s u p e r v i s o r , p r o p e r t y o w n e r a n d a l l o t h e r i n t e r e s t e d p a r t i e s . 5 . C u t m e m b e r s t o b e a r t i g h t l y a g a i n s t e a c h o t h e r . 6 . P l a c e p l a t e s o n e a c h f a c e o f t r u s s a t e a c h j o i n t a n d e m b e d f u l l y . K n o t s a n d w a n e a t j o i n t l o c a t i o n s a r e r e g u l a t e d b y A N S I / T P I 1 . 7 . D e s i g n a s s u m e s t r u s s e s w i l l b e s u i t a b l y p r o t e c t e d f r o m t h e e n v i r o n m e n t i n a c c o r d w i t h A N S I / T P I 1 . 8 . U n l e s s o t h e r w i s e n o t e d , m o i s t u r e c o n t e n t o f l u m b e r s h a l l n o t e x c e e d 1 9 % a t t i m e o f f a b r i c a t i o n . 9 . U n l e s s e x p r e s s l y n o t e d , t h i s d e s i g n i s n o t a p p l i c a b l e f o r u s e w i t h f i r e r e t a r d a n t , p r e s e r v a t i v e t r e a t e d , o r g r e e n l u m b e r . 1 0 . C a m b e r i s a n o n - s t r u c t u r a l c o n s i d e r a t i o n a n d i s t h e r e s p o n s i b i l i t y o f t r u s s f a b r i c a t o r . G e n e r a l p r a c t i c e i s t o c a m b e r f o r d e a d l o a d d e f l e c t i o n . 1 1 . P l a t e t y p e , s i z e , o r i e n t a t i o n a n d l o c a t i o n d i m e n s i o n s i n d i c a t e d a r e m i n i m u m p l a t i n g r e q u i r e m e n t s . 1 2 . L u m b e r u s e d s h a l l b e o f t h e s p e c i e s a n d s i z e , a n d i n a l l r e s p e c t s , e q u a l t o o r b e t t e r t h a n t h a t s p e c i f i e d . 1 3 . T o p c h o r d s m u s t b e s h e a t h e d o r p u r l i n s p r o v i d e d a t s p a c i n g i n d i c a t e d o n d e s i g n . 1 4 . B o t t o m c h o r d s r e q u i r e l a t e r a l b r a c i n g a t 1 0 f t . s p a c i n g , o r l e s s , i f n o c e i l i n g i s i n s t a l l e d , u n l e s s o t h e r w i s e n o t e d . 1 5 . C o n n e c t i o n s n o t s h o w n a r e t h e r e s p o n s i b i l i t y o f o t h e r s . 1 6 . D o n o t c u t o r a l t e r t r u s s m e m b e r o r p l a t e w i t h o u t p r i o r a p p r o v a l o f a n e n g i n e e r . 1 7 . I n s t a l l a n d l o a d v e r t i c a l l y u n l e s s i n d i c a t e d o t h e r w i s e . 1 8 . U s e o f g r e e n o r t r e a t e d l u m b e r m a y p o s e u n a c c e p t a b l e e n v i r o n m e n t a l , h e a l t h o r p e r f o r m a n c e r i s k s . C o n s u l t w i t h p r o j e c t e n g i n e e r b e f o r e u s e . 1 9 . R e v i e w a l l p o r t i o n s o f t h i s d e s i g n ( f r o n t , b a c k , w o r d s a n d p i c t u r e s ) b e f o r e u s e . R e v i e w i n g p i c t u r e s a l o n e i s n o t s u f f i c i e n t . 2 0 . D e s i g n a s s u m e s m a n u f a c t u r e i n a c c o r d a n c e w i t h A N S I / T P I 1 Q u a l i t y C r i t e r i a . 2 1 . T h e d e s i g n d o e s n o t t a k e i n t o a c c o u n t a n y d y n a m i c o r o t h e r l o a d s o t h e r t h a n t h o s e e x p r e s s l y s t a t e d . F a i l u r e t o F o l l o w C o u l d C a u s e P r o p e r t y D a m a g e o r P e r s o n a l I n j u r y ( D r a w i n g s n o t t o s c a l e ) © 2 0 1 2 M i T e k ® A l l R i g h t s R e s e r v e d M i T e k E n g i n e e r i n g R e f e r e n c e S h e e t : M I I - 7 4 7 3 r e v . 5 / 1 9 / 2 0 2 0 e d g e o f t r u s s . f r o m o u t s i d e " 1 6 / 1 - 0 I C C - E S R e p o r t s : E S R - 1 3 1 1 , E S R - 1 3 5 2 , E S R 1 9 8 8 E R - 3 9 0 7 , E S R - 2 3 6 2 , E S R - 1 3 9 7 , E S R - 3 2 8 2 J O I N T S A R E G E N E R A L L Y N U M B E R E D / L E T T E R E D C L O C K W I S E A R O U N D T H E T R U S S S T A R T I N G A T T H E J O I N T F A R T H E S T T O T H E L E F T . C H O R D S A N D W E B S A R E I D E N T I F I E D B Y E N D J O I N T N U M B E R S / L E T T E R S . W 4 - 6 W3-6 W 3 - 7 W2-7 W 1 - 7 C1-8 C 5 - 6 C 6 - 7 C 7 - 8 C4-5 C 3 - 4 C 2 - 3 C 1 - 2 TOP CHORD TOP CHORD 8 7 6 5 4 3 2 1 B O T T O M C H O R D S T O P C H O R D S B E A R I N G 4 x 4 P L A T E S I Z E T h i s s y m b o l i n d i c a t e s t h e r e q u i r e d d i r e c t i o n o f s l o t s i n c o n n e c t o r p l a t e s . " 1 6 / 1 F o r 4 x 2 o r i e n t a t i o n , l o c a t e p l a t e s 0 - 1 " 4 / 3 P L A T E L O C A T I O N A N D O R I E N T A T I O N S y m b o l s N u m b e r i n g S y s t e m G e n e r a l S a f e t y N o t e s * P l a t e l o c a t i o n d e t a i l s a v a i l a b l e i n M i T e k 2 0 / 2 0 s o f t w a r e o r u p o n r e q u e s t . I n d u s t r y S t a n d a r d s : A N S I / T P I 1 : N a t i o n a l D e s i g n S p e c i f i c a t i o n f o r M e t a l P l a t e C o n n e c t e d W o o d T r u s s C o n s t r u c t i o n . D S B - 8 9 : D e s i g n S t a n d a r d f o r B r a c i n g . B C S I : B u i l d i n g C o m p o n e n t S a f e t y I n f o r m a t i o n , G u i d e t o G o o d P r a c t i c e f o r H a n d l i n g , I n s t a l l i n g & B r a c i n g o f M e t a l P l a t e C o n n e c t e d W o o d T r u s s e s . 6 - 4 - 8 W E B S T r u s s e s a r e d e s i g n e d f o r w i n d l o a d s i n t h e p l a n e o f t h e t r u s s u n l e s s o t h e r w i s e s h o w n . L u m b e r d e s i g n v a l u e s a r e i n a c c o r d a n c e w i t h A N S I / T P I 1 s e c t i o n 6 . 3 T h e s e t r u s s d e s i g n s r e l y o n l u m b e r v a l u e s e s t a b l i s h e d b y o t h e r s . d i m e n s i o n s s h o w n i n f t - i n - s i x t e e n t h s Comp. By: Date:4/19/2021 Public Works Department City of Atlantic Beach Permit No:Brighton Residence Address:723 Sherry Drive Required Storage Volume Criteria: Section 24-66 of the City of Atlantic Beach's Zoning, Subdivsion, and Land Development Regulations requires that stormwater runoff from impervious areas be stored onsite. Volume to be retained is as follows: V = CAR/12 which is the Modified Rational Method for estimating stormwater runoff Where:V = Volume of Runoff to be stored (cubic feet) C = Runoff Coefficient, 0.92, the difference between impervious area (C=1.0) and undeveloped conditions (C=0.08). A = Impervious Area (square feet) R= 25-yr / 24-hr rainfall depth (9.3 inches for Atlantic Beach) Onsite Storage Volume Required for Impervious Area: Lot Area = 14,736 ft2 Impervious Area (A) = 2,204 ft2 =15.0% V = 0.92 x 2,204.0 x 9.3 /12 V = 1,571 ft3 Provided Storage: Basin A - Relative Elev.Area Storage Sideslope:6 :1 (ft)(ft2)(ft3) 0.0 393 BOTTOM size:-6 X -6 0.5 695 TOB size:0 X 0 Basin B - Relative Elev.Area Storage (ft)(ft2)(ft3) 0.0 237 BOTTOM size:-6 X -6 0.5 453 TOB size:0 X 0 Basin C - Relative Elev.Area Storage (ft)(ft2)(ft3) 0.0 37 BOTTOM size:-6 X -6 0.5 198 TOB size:0 X 0 Inground Storage:= A*d*pf Total Storage Area at TOB (A) =1346.0 ft2 TGK 272 173 59 Retention A,B,C REVISION Riverside Homes Storm Water Calcs 4/19/2021 Comp. By: Date:4/19/2021 Public Works Department City of Atlantic Beach Permit No:Brighton Residence Address:723 Sherry Drive TGK Depth to ESHWT from BOTTOM (d) =2.0 ft, default is 2.0 ft, verify onsite ESHWT Pore Factor (pf) =0.4 default is 0.4 Inground Storage Provided =1076.8 ft3 Required Treatment Volume =1,571 ft3 Supplied Treatment Volume =1,580 ft3 Retention A,B,C REVISION Riverside Homes Storm Water Calcs 4/19/2021 Comp. By: Date:4/19/2021 Public Works Department City of Atlantic Beach Permit No:Brighton Residence Address:723 Sherry Drive Required Storage Volume Criteria: Section 24-66 of the City of Atlantic Beach's Zoning, Subdivsion, and Land Development Regulations requires that stormwater runoff from impervious areas be stored onsite. Volume to be retained is as follows: V = CAR/12 which is the Modified Rational Method for estimating stormwater runoff Where:V = Volume of Runoff to be stored (cubic feet) C = Runoff Coefficient, 0.92, the difference between impervious area (C=1.0) and undeveloped conditions (C=0.08). A = Impervious Area (square feet) R= 25-yr / 24-hr rainfall depth (9.3 inches for Atlantic Beach) Onsite Storage Volume Required for Impervious Area: Lot Area = 14,737 ft2 Impervious Area (A) = 2,752 ft2 =18.7% V = 0.92 x 2,752.0 x 9.3 /12 V = 1,962 ft3 Provided Storage: Basin A - Relative Elev.Area Storage Sideslope:6 :1 (ft)(ft2)(ft3) 0.0 262 BOTTOM size:-6 X -6 0.5 490 TOB size:0 X 0 Basin B - Relative Elev.Area Storage (ft)(ft2)(ft3) 0.0 0 BOTTOM size:0 X 0 0.0 0 TOB size:0 X 0 Inground Storage:= A*d*pf Total Storage Area at TOB (A) =490.0 ft2 Depth to ESHWT from BOTTOM (d) =11.0 ft, default is 2.0 ft, verify onsite ESHWT Pore Factor (pf) =0.4 default is 0.4 Inground Storage Provided =2156.0 ft3 Required Treatment Volume =1,962 ft3 Supplied Treatment Volume =2,344 ft3 TGK 188 0 Retention D REVISION Riverside Homes Storm Water Calcs 4/19/2021 House Impervious Area 2752 ft2 All Other Impervious Area 2204 ft2 Total Impervious Area 4956 ft2 Basin A,B,C Required Treatment 1571 ft3 Basin D Required Treatment 1962 ft3 Total Required Treatment Value 3533 ft3 Basin A,B,C Supplied Treatment 1580 ft3 Basin D Supplied Treatment 2344 ft3 Total Supplied Treatment Value 3728 ft3 All Drainage from the house must All other Drainage goes to Basins A t go to Basin D. A,B,C.