No preview available
 /
     
1738 Atlantic Beach Dr new single-family home permitCITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 RESIDENTIAL - NEW SINGLE FAMILY RESIDENCE MUST CALL BY 4PM FOR NEXT DAY INSPECTION: 247-5814 PERMIT INFORMATION: PERMIT NO: RES17-0326 Description: new single-family home Estimated Value: 325282.8 Issue Date: 1/18/2018 Expiration Date: 7/17/2018 PROPERTY ADDRESS: Address: 1738 ATLANTIC BEACH DR RE Number: 169505 1670 PROPERTY OWNER: Name: TOLL FL VI LIMITED PARTNERSHIP Address: 250 GIBRALTAR RD HORSHAM, PA 19044 GENERAL CONTRACTOR INFORMATION: Name: Address: Phone: Name: TOLL BROS.,INC Address: 250 GIBRALTAR RD STEVEN R MERTEN HORSHAM, PA 19044 Phone: PERMIT INFORMATION: Please see attached conditions of WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU 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. * A notice of Commencement is only required for work exceeding an estimated value of $2,500. For HVAC work, a Notice of Commencement is only required when HVAC work exceeds and estimated value of $7,500. City of Atlantic Beach �s Building Department r wt 800 Seminole Road Atlantic Beach, Florida 32233-5445 Phone (904) 247-5826 • Fax (904) 247-5845 E-mail: building-dept@coab.us City web -site: http://www.coab.us APPLICATION NUMBER (To be assigned by the Building Department.) 2_ Sly - o3d(, Date routed: r� Id 0a APPLICATION REVIEW AND TRACKING FORM Property Address:3� Applicant: q0 0 S !F4 Project: C Review fee $ Department review required Ye No Buii ing Planning & Zonin Tree Administrator Pu is Works Public Utilities Public Safety Fire Services Dept Signature Other Agency Review or Permit Required Review or Receiptof Permit Verified By Date Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Revised 05/19/2017 Reviewing Department First Review: roved. ❑Denied. ❑Not applicable (Circle one.) Comments: BUILDING PLANNING & ZONING Reviewed by: Date: TREE ADMIN. Second Review: ❑Approved as revised. ❑Deni ❑Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: []Approved as revised. ❑Denied. ❑Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 City of Atlantic Beach Building Department 800 Seminole Road Atlantic Beach, Florida 32233-5445 Phone (904) 247-5826 • Fax (904) 247 -5845 E -mail: building-dept@coab.us City web -site: http://www.coab.us APPLICATION NUMBER (To be assigned by the Building Department.) Date routed: APPLICATION REVIEW AND TRACKING FORM Property Address: A:v kamc- fo-0A C1nQ( , Applicant: 'T� t �� S . �L < < Project: (1 L_j \'A0K\k Review fee $ Department review required Yes No Bud ing- Planning & Zonin Tree Administrator PubicWorks Public Utilities Public Safety Fire Services Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: Reviewing Department First Review: (Circle one.) Comments: BUILDING PLANNING & ZONING TREE ADMIN. PUBLIC WORKS PUBLIC UTILITIES PUBLIC SAFETY FIRE SERVICES Revised 05/19/2017 APPLICATION STATUS Approved. ❑Denied. [-]Not applicable Reviewed by:`/ Date: /— ( e - Second Review: ❑Approved as revised. ❑Denied. ❑Not applicable Comments: Reviewed by: Third Review: ❑Approved as revised. ❑Denied. Comments: Reviewed by: Date: ❑Not applicable Date: 1P City City of Atlantic Beach Building Department 800 Seminole Road �r Atlantic Beach, Florida 32233-5445 Phone (904) 247-5826 • Fax (904) 247-54N 2 201b E-mail: building-dept@coab.us City web -site: http://www.coab.us APPLICATION NUMBER (To be assigned by the Building Department.) Ql! Date routed: f I) On APPLICATION REVIEW AND TRACKING FORM Property Address:3� Applicant: Project: n -w S n��Q- �alr��U Alii Review fee $ Department review required Yes No B-uir ing Planning & Zonin Tree Administrator Public Works ublic Utilities >_ Public Safety Fire Services Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: Reviewing Department First Review: (Circle one.) Comments: BUILDING PLANNING & ZONING TREE ADMIN. PUBLIC WORKS PUBLIC UTILITIES PUBLIC SAFETY FIRE SERVICES Revised 05/19/2017 APPLICATION STATUS Approved. ❑Denied Reviewed Second Review: ❑Approved as revised. []Denied Comments: Reviewed by: Third Review: ❑Approved as revised. ❑Denied. Comments: Reviewed by: ❑Not applicable Date: Z --kAl [—]Not applicable Date: ❑Not applicable Date: City of Atlantic Beach �s Building Department 800 Seminole Road Atlantic Beach, Florida 32233-5445 Phone (904) 247-5826 • Fax (904) 247-58 `�} E-mail: building-dept@coab.us UtD City web -site: http://www.coab.us APPLICATION NUMBER (To be assigned by the Building Department.) 2r✓ SIS - o3a� Date routed: 10 & It -� APPLICATION REVIEW AND TRACKING FORM Property Address:3� Applicant: Project: nQ_L-) C Review fee $ So Department review required Yes No Buff" in g__ Planning & Zonin Tree Administrator Public Works Public Utilities Public Safety Fire Services Dept Signature X�l9 Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: Reviewing Department First Review: (Circle one.) Comments: BUILDING PLANNING & ZONING TREE ADMIN. PUB ORKS LIC TfKSE /_3- PUBLIC SAFE Y FIRE SERVICES Revised 05/19/2017 APPLICATION STATUS roved Reviewed by: ❑Denied Second Review: []Approved as revised. ❑Denied Comments: Reviewed by: Third Review: []Approved as revised. ❑Denied Comments: Reviewed by: ❑Not applicable Date: 3 ❑Not applicable Date: ❑Not applicable Date: COPY Buil�ding Permit Application OFFICE ` O P 1/City of Atlantic Beach 800 Seminole Road, Atlantic Beach, FL 32233 0 Phone: (904) 247-5826 Fax: (904) 247-5845 Job Address: 1738 Atlantic Beach Drive DEC 282017 Permit Number: f—eS (-1 034,c) Legal Description Lot 75 Atlantic Beach Country Club Unit 2. Parcel # 67-132 08 -2S -29E .152 RE# Valuation of Work (Replacement Cost) $ 169505-1670 Heated/Cooled SF 2552 Non- Heated/Cooled 756 • Class of Work (Circle one): New Addition Alteration Repair Move Demo Pool Window/Door • Use of existing/proposed structure(s) (Circle one): Commercial Residential • If an existing structure, is a fire sprinkler system installed? (Circle one): Yes No N/A • Submit a Tree Removal Permit Application if any trees are to be removed or Affidavit of No Tree Removal Describe in detail the type of work to be performed: New home construction. Florida Product Approval # See attached. for multiple products use product approval form Property Owner Information Name: TOLL FL VI LIMITED PARTNERSHIP Address: 1.60 Cape May Avenue city Ponte Vedra state FL zip 32081 Phone 904-217-0739 E -Mail btallman(d)tollbrothers.com Owner or Agent (If Agent, Power of Attorney or Agency Letter Required) TOLL FL VI, LP Contractor Information Name of Company: Toll Bros., Inc. Qualifying A ent: Steven R. Melten Address 160 Cape May Avenue city Ponte/e rc ra State FL zip 32081 Office Phone 904-595-5243 Job Site/Contact Number 904-595-5243 State Certification/Registration # CGC1510225 E -Mail btallman@tollbrothers.com Architect Name & Phone # Toll Architecture (407) 248-5800 Engineer's Name & Phone # Lou Pontigo & Associates (904) 242-0908 Workers Compensation Policy #MWC30267702 / Expires: 9/1/2018 _ Exempt / Insurer / Lease Employees / Expiration Date Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all the laws regulationg construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAY MG TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINAN NG, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YO TICE OF COMMENCEMENT. (Signat a of wn or Agent including Contractor) w Signed and st affirmed) before me this M day of A&Viblt,2-01-7 , by 3f&V tibf4./, (Si at a of Notary) NNE tate of Fbrida AN ieberman �rsonally Known OR GG 128088 ] Produced Identificatio021 Type of Identification: 4��, gnata of ntractor) Signed and sworn to r affi m before me this ZO day of A.A/l hl&, by S rte, W& (Sign of Notary) ('Irsonall Known OR [ ] Produced Identification ,P : p^� Notary Public State of Florida Melissa Sue Lieberman My commission GG 128088 ExPires09178l2021 Type of Identification: OFFICE COPY DO LVOT' WD TE BLOW - QFF CE USE Ol�C,h' q BUI DINT inn Approved Disapproved Approved`w/ Conditions Review Initials/Date: DeyeZol�xneut Size labitable Space a S Sa s:FNon-Habitable 956. s. r--. npervious area �scel]&Ueous Information Dcupancy Group - 3 Pe of Construction tuber of Stories iing District A. ic. Occupancy Load Spri_nlclers Required d Zone /f lition.s/cC`omments: Pe rmI �- # pis 1'7- v 3 2 (-, NOTICE OF COMMENCEMENT OFFICE COPY State of: FLORIDA Tax Folio No. 169505-1670 County of: DUVAL To Whom It May Concern: The undersigned hereby informs you that improvements will be made to certain real property, and in accordance with Section 713 of the Florida Statutes, the following information is stated in this NOTICE OF COMMENCEMENT. Legal Description of property being improved: Lot 75 Atlantic Beach Country Club Unit 2 67-132 08 -2S -29E.152 Address of property being improved: 1738 ATLANTIC BEACH DRIVE ATLANTIC BEACH, FL 32233 General description of improvements: NEW HOME CONSTRUCTION Owner: TOLL FL VI LIMITED PARTNERSHIP Address: 160 CAPE MAY AVE., PONTE VEDRA, FL 32081_ Owner's interest in site of the improvement: FEE SIMPLE Fee Simple Titleholder (if other than owner): Name: Con actor: TOLL BROS.. INC. Address: 160 CAPE MAY AVE. PONTE VEDRA, FL 32081 Telephone No: 904-217-3852 Surety (if any) Address: Telephone No: Fax No: 904-460-2683 Fax No: Amount of Bond $ Name and address of any person making a loan for the construction of the improvements Name: Address: Phone No: Fax No: Name of person within the State of Florida, other than himself, designated by owner upon`whom notices or other documents may be served: Name: STEVE MERTEN. Division Sr. Vice President Address: 160 CAPE MAY AVE. PONTE VEDRA. FL 32081 Telephone No: 904-217-3852 Fax No: 904-460-2683 In addition to himself, owner designates the following person to receive a copy of the Lienor's Notice as provided in Section 713.06(2)(b), Florida Statues. (Fill in at Owner's option) Name: Address: Telephone No: Fax No: Expiration date of Notice of Commencement (the expiration date is one (1)year the date of recording unless a different date is specified): THIS SPACE FOR RECORDER'S USE ONLY OWNER Doc # 2017296616, OR BK 18234 Page 1956, Number Pages: 1 Recorded 12/28/2017 02:49 PM, RONNIE FUSSELL CLERK CIRCUIT COURT DUVAL COUNTY RECORDING $10.00 Signed: Before State 0 lotary4lablic at Large, State 4y commission expires a ersonally Known V� !roduced Identification. —/ Date: 14110/17 of �InT/o rn� in the County of St. Johns, appeared 5)rAk Me(.te^- Florida, County of ST. JOHNS. �Y a Notary Public State of Florida r Melissa Sue Lieberman a My Commission GG 126068 a _. _ Expires 0911812021 --A"" or -"look VIN. ,, City of Atlantic Beach PUBLIC UTILITIES DEPARTMENT r 1200 Sandpiper Lane ` Atlantic Beach, FL 32233 (904' 247-5834 NEW WATER / SEWER TAP REQUEST Date - ,3 - I '�' Project AddressI_Z.3 8 '4-1/eiJJ-1t L i>— Number of Units Commercial Residential Multi -Family New Water Tap(s) & Meter(s) Meter Size(s) c{ New Irrigation Meter L' New Reclaim Water Meter Applicant Name Applicant Address City Upgrade Existing Meter from to (size) Size IL( New Connection to City Sewer Phone Cell Email Applicant Signature Application # I e -S t 7 — Q 3 2(� Water System Development Charge Sewer System Development Charge Water Meter Only Reclaim Meter Only Water Meter Tap Sewer Tap Cross Connection Other TOTAL State CITY STAFF USE ONLY $ / y0, 0 $ _ , o_ s"a , W $ on $ $ '50 ' (o $ $ S, �0 /O, UC7 APPROVED Kayle Moore, P.E. �w" Public Utilities Director orAuthoriied Signature 22 ALL TAP REQUESTS MUST BE APPROVED BY THE PUBLIC UTILITIES DEPARTMENT BEFORE FEES CAN BE ASSESSED RIGHT-OF-WAY / EASEMENT PERMIT Permit # Issued by the City of Atlantic Beach PERMITTEE RESPONSIBLE FOR NOTIFYING 811 AND OBTAINING UTILITY LOCATES Job Address 1738 Atlantic Beach Drive Phone 904-595-5243 Permittee Steven Merten Email btallman(a)tolIbrothers. corn Requesting Permission to Construct Pavers in the Right of Way for the d Location (Reference to Cross -Street) Costal Oak Lane & Atlantic Beach Dr. - 06884 ATLANTIC BEACH COUNTRY CLUB UNIT 02 • Permittee declares that prior to filing this application they have ascertained the location of all existing utilities, both aerial and underground and the accurate locations are shown on the sketches. • Whenever necessary for the construction, repair, improvement, maintenance, safe and efficient operation, alteration or relocation of all, or any portion of said street or easement as determined by the Director of Public Works, any or all said poles, wires, pipes, cables or other facilities and appurtenances authorized hereunder, shall be immediately removed from said street or easement or reset or relocated hereon as required by the Director of Public Works and at the expense of the Permittee unless reimbursement is authorized. • All work shall meet City of Atlantic Beach or Florida Department of Transportation Standards and be performed under the supervision of Stacia Moore (Project Superintendent) located at 237 9th Avenue North, Suite 4, Jacksonville Beach, FL 32250 Is All materials and equipment shall be subject to inspection by the Director of Public Works. Is All city property shall be restored to its original condition as far as practical, in keeping with City specifications and the manner satisfactory to the City. • A sketch of plans covering details of this installation, as well as a copy of a recent survey shall be made a part of this permit. Calculations showing any increase in impervious area on owner's lot or in the City right-of-way are to be included with this application. • The permittee shall commence actual construction in good faith within days. If the beginning date is more than 60 days from date of permit approval then permittee must review the permit with the Director of Public Works to make sure no changes have occurred in the area that would affect the permitted construction. • It is understood and agreed that the rights and privileges herein set out are granted only to the extent of the City's right, title and interest in the land to be entered upon and used by the holder, and the holder will, at all times, assume all risk of and indemnify, defend and save harmless the City of Atlantic Beach from and against any and all loss, damage and cost of expenses arising in any manner of the exercise or attempted exercises by the holder of the aforesaidMpletion. d privileges. • The DirectorWorks shall be notified twenty-four (24) hours prior to starting work and again immediately Permittee: STATE OF The foreeoh % Date I I I -z.-cl Division Sr. Vice President, TOLLFL VI,LP (signed in presence of Notary'Public) COUNTY OF SAINT JOHNS it was acknowledged this 60 day of 20 ( , by Sitk2 M>°1hj who personally appeared before me and (printed name of Permittee) signed the instrument voluntarily for the purpose expressed in it. J/ Personally Known Signature fNota y Public, State of FloridaProduced Identification (Type) vpO Notary Public State of Florida Melissa Sue Lieberman My Commission GG 126068 Expires 0911 B/2021 OF .f+,.s41r j p1 x REVOCABLE ENCROACHMENT PERMIT THIS REVOCABLE ENCROACHMENT PERMIT, issued on this day of , 20 , by the City of Atlantic Beach, Florida, a municipal corporation organized and existing under the laws of the State of Florida, hereinafter referred to as "CITY" and TOLL FL VI.LP of Atlantic Beach, Florida, hereinafter referred to as "USER". WITNESSETH: That the CITY does hereby grant the USER permission on a revocable basis as described herein the right to enter upon the property for the purpose as described in the City of Atlantic Beach Right -of -Way Permit # This work is generally described as Pavers in the Right -of -Way for the driveway, Any facility maintained, repaired, erected, and/or installed in the exercise of the privilege granted remains subject to relocation or removal on thirty (30) days' notice by CITY to USER, said notice to USER shall be given by certified mail, return receipt requested, to the following address 1738 Atlantic Beach Dr_ Parcel #67-132 08 -2S -29E.152 • In the event it is necessary for the CITY or the City's approved representative or other franchised utility to enter upon the above described property of the CITY, the USER shall replace at the USER's sole expense, any and all material necessarily displaced during the action of maintaining, repairing, operating, replacing or adding to of the utilities and facilities of the CITY or franchise utility provider. • The facilities allowed by the permit shall meet the current requirements of the City Code, Building Codes, Land Development Code and all other land use and code requirements of the CITY, including City Code Section 19-7(h) which states "Driveways that cross sidewalks: City sidewalks may not be replaced with other materials, but must be replaced with smooth concrete left natural in color so that it matches the existing and adjoining sidewalks." • The USER, prior to making any changes from the approved plans and/or method, must obtain written approval from the City of Atlantic Beach Public Works Department, for said change within 30 days after the day of completion. • This permit shall inure to the benefit of, and be binding upon, the USER and their respective successors and assigns. • USER shall meet the terms and conditions of this permit and to all of the applicable State and CITY laws and/or specifications, to include utilities locate requirements and use limitations/requirements of public right-of-ways and other public land. USER further agrees that the CITY and its officers and employees shall be saved harmless by the USER from any of "Irk herein under the terms of this permit and that all of said liabilities are hereby assumed by the USER. Date Property Owner: Steven M e , Division Sr. Vice President, TOLL FL VI,LP (signed in p sence 6fNotary Public) STATE OF FLORIDA-, COUNTY OF SAINT JOHNS The foregoing instrument was acknowledged this co()— day of Opt , 20117 by p,(f Q,�(Qp 1L , who personally appeared before me and (printed name of Signer) acknowledged that he/she signed the instrument voluntarily for the purpose expressed in it. Public, State of Florida Personall nown V Produced Identification (Type) R Notary Public State of FloridaMelissa Sue LiebermanMy Commlaalon GG 12WU_ Expiraa 09/19/2021 Approved / Public Works Department: Scott Williams, int m ub tc orks irector PRODUCT APPROVAL INFORMATION SHEET FOR THE CITY OF ATLANTIC BEACH, FLORIDA / Project Name: Toll Brothers, Inc. Permit # Rs -s — O 3d ri Project Address: 1738 Atlantic Beach Drive, Atlantic Beach, FL 32233 Lot 75 As required by Florida Statute 553.842 and Florida Administrative Code Rule 9B-72, please provide the information and product approval number(s) for the building components listed below as applicable to the building construction project for the permit number listed above. You should contact your product supplier if you do not know the product approval number for any of the applicable listed products. Information regarding statewide product approval may be obtained at: www.floridabuilding.org. Category/Subcategory Manufacturer A. EXTERIOR DOORS 1. Swinging 2. Sliding 3. Sectional 4. Roll up 5. Automatic 6. Other B. WINDOWS 1. Single Hung 2. Horizontal slider 3. Casement 4. Double hung 5. Fixed 6. Awning 7. Pass-through 8. Projected 9. Mullion 10. Wind Breaker 11. Store Front/ Mitred Glass 12. Glass Block Product Description Limitation of Use State # Local # Masonite Wood Edge, Steel N/A Double- FL8228.6 FL 1435 PGT 5400 Vinyl Hor. Window Single- FL6506.4 FL 1844 Simpson Door Company Wood Door FL 14487.1 Therma-Tru Fiberglass/ Wood Door N/A FL 5262.3 PGT 2500 Aluminum Slide Glass +25/-25 FL 251 FL 5012 Clopay Building Products Section Ext. Door +20/ -20 PSF FL15279.1/ FL 15279.3 PGT Alum/ Vinyl Mullions N/A FL 261 PGT 5400 Vinyl Single Window +50/-50 FL 1435 PGT 5400 Vinyl Hor. Window +50/-50 FL 1844 PGT 5400 Vinyl Fixed Window +50/-50 FL 5012 PGT Alum/ Vinyl Mullions N/A FL 261 Kawneer Glass Windows Mitred Glass Windows +30/-30 FL 10008.1 US Block/ Hy -Lite Glass Block Window 70 PSF FL 185.12 Category/Subcategory C. PANEL WALL 1. Siding 2. Soffits/ Ceilings 3. EIFS 4. Storefronts 5. Curtain walls 6. Wall louvers 7. Glass block 8. Membrane 9. Greenhouse 10. Synthetic Stucco 11. Other D. ROOFING PRODUCTS 1. Asphalt shingles 2. Underlayments 3. Roofing fastners 4. Nonstructural metal roof 5. Built-up roofing 6. Modified bitumen 7. Single ply roofing 8. Roofing tiles 9. Roofing insulation 10. Waterproofing 11. Wood shingles/ stakes 12. Roofing slate 13. Liquid applied roofing 14. Cement -adhesive coats 15. Roof tile adhesive 16. Spray applied polyurethane roof 17. Other Manufacturer Product Description Limitation of Use State # Local # James Hardie Building Products, Inc. Lap Siding and Shingle Panels N/A FL 13192.2; 13192.4 Nichiha Corp. Lap Siding and Shingles N/A FL 12098.3; 12098.1; 12875.1 James Hardie Building Products, Inc. Soffit Panels N/A FL 13265.1 Nichiha Corp. Soffit Panels N/A FL 12098.4 Millennium Metals, Inc. Metal Roofing- M seam N/A FL 5211.3 R6 Kawneer Glass Windows Mitred Glass +30/-30 FL 10008.1 Watkins Sawmill LTD. Wood Shingles and Shake N/A FL 13714.1 GAF Corp. Timberline 30 year Arch Shingles N/A FL 10124.1 Woodland Industries, Inc. Felt N/A FL 1814.12 Boral Roofing Roof Underlayment N/A FL 14317.1 Millennium Metals, Inc. Metal Roofing- M seam N/A FL 5211.3 R6 Watkins Sawmill LTD. Wood Shingles and Shake N/A FL 13714.1 Pli-Deck Walking deck membrane N/A JFL 12407.1 Category/Subcategory Manufacturer Product Description Limitation of Use State # Local # E. SHUTTERS 1. Accordion 2. Bahama 3. Storm panels Town and Country Industries Storm shutters FL 11963 4. Colonial 5. Roll -up 6. Equipment 7. Other F. STRUCTURAL COMPONENTS 1. Wood connector/ anchor Simpson Strong Tie Per engineering 2. Truss plates Alpine Engineered Truss plate conn. Per engineering 3. Engineered lumber Georgia Pacific Eng. Lumber FL 2023.1 4. Railing 5. Coolers -freezers 6. Concrete admixtures 7. Material 8. Insulation forms 9. Plastics 10. Deck -roof 11. Wall 12. Sheds 13. Other G. SKYLIGHTS 1. Skylight Sun Tek FGC Skylite FL 2442 2. Other H. NEW EXTERIOR ENVELOPE PRODUCTS 1 7/16" Zip Wall- Structural 1 OSB (roof and wall); manufacturered by Huber Engineered Woods 2 In addition to completing the above list of manufacturers, product description and State approval number for the products used on this project, the Contractor shall maintain on the job site and available to the Inspector, a legible copy of each manufacturer's printed specifications and installation instructions along with this Product Approval Sheet. I certify that this product approval list is true and correct to the best of my knowledge. I further certify that use of different components other than the ones listed in this document must be approved by the Building Official. Brianna Tallman (Contractor Name) (Print Name) (Signature) Company Name: Toll Brothers, Inc. Mailing Address: 160 Cape May Avenue City: Ponte Vedra Telephone Number: 904 217-0739 Cell Phone Number: 904-405-8969 State: FL Zip Code: 32081 Fax Number: Email Address: btallman@tollbrothers.com OFFICE CO .Y FORM R405-2014 FLORIDA ENERGY .EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation Residential Performance Method Project Name: Stonebrook 2552 Right SW Builder Name: Toll Brothers, Inc. Street: Lot 75 Atlantic Beach CC Permit Office: Atlantic Beach City, State, Zip: Atlantic Beach , FL , Permit Number: Owner: Toll Brothers, Inc. Jurisdiction: 261300 Design Location: FL, Jacksonville County:: Duval (Florida Climate Zone 2 ) 1. New construction or existing New (From Plans) 9. Wall Types (3097.0 sqft.) Insulation Area a. Frame - Wood, Exterior R=19.0 2897.00 ft' 2. Single family or multiple family Single-family b. Frame - Wood, Adjacent R=13.0 200.00 ft' 3. Number of units, if multiple family 1 c. N/A R= ft' -4. Number of Bedrooms 4 d. N/A 10. Ceiling Types (1303.0 sqft.) R= ft2 Insulation Area 5. is this a worst case? No a. Under Attic (Vented) R=38.0 1147.00 ft' 6. Conditioned floor area above grade (ft'), 2552 b. Under Attic (Vented) R=19.0 156.00 ft' c. N/A R= ft' Conditioned floor area below grade (ft') 0 11. Ducts R ft2 7. Windows(501.3 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: Attic 6 463 a. U -Factor: Dbl, U=0.34 501.33 ft' SHGC: SHGC=0.27 12. Cooling systems kBtu/hr Efficiency b. U -Factor: N/A ft2 a. Central Unit 42.0 SEER:14.00 SHGC: c. U -Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U -Factor. N/A ft' a. Electric Heat Pump 42.0 HSPF:8.20 SHGC: Area Weighted Average Overhang Depth: 2:498 ft. Area Weighted Average SHGC: 0.270 14. Hot water systems a. Natural Gas Tankless Cap: 1 gallons 8. Floor Types (2552.0 sqft.) Insulation Area EF: 0.800 a. Slab -On -Grade Edge Insulation R=0.0 1249.00 ft' b. Conservation features b. Floor Over Other Space R=0.0 1193.00 ft' None c. other (see details) R= 110.00 ft' 15. Credits Pstat Total Proposed Modified Loads: 70.17 PASS Glass/Floor Area: 0:196 Total Baseline Loads: 73.60 I hereby certify that the plans and specifications covered by Review of the plans and QTIEx�r this calculation are in compliance with the Florida Energy specifications covered bythis _V 0 Code. calculation indicates compliance r, �i„r : ; ��•�O with the Florida Energy Code. +ti rJr���"' �• ..,°°a��� PREPARED BY: �'�wh��"�ryo Before construction is completed DATE: ,,o0;1- D 7- �i this building will be inspected for compliance with Section 553.908 I hereby certify that this building, as designed, is in compliance Florida Statutes. ry00 with the Florida Energy Code. OWNER/AGENT: Brianna Tallman BUILDING OFFICIAL: 12/27/2017 DATE: DATE: - Compliance requires certification by the air handler unit manufacturer that the air handier enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. - Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 11/7/2017 10:03 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 3a17L7F .7GL'Wi71MF,I 11/7/2017 10:03 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 PROJECT Title: Stonebrook 2552 Right SW Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2552 Lot # Owner: Toll Brothers, Inc. Total Stories: 2 Block/SubDivision: # of Units: 1 Worst Case: No PlatBook: Builder Name: Toll Brothers, Inc. Rotate Angle: 0 Street: Lot 75 Atlantic Beach C Permit Office: Atlantic Beach Cross Ventilation: No County: Duval Jurisdiction: 261300 Whole House Fan: No City, State, Zip: Atlantic Beach , Family Type: Single-family FL, New/Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5% 2.5% Winter Summer Degree Days Moisture Range FL, Jacksonville FL—JACKSONVILLE—INT 2 32 93 70 75 1281 •49 Medium BLOCKS Number Name Area Volume 1 Blockl 2552 24217 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 1249 12490 Yes 1 1 1 Yes Yes Yes 2 2nd Floor 1303 11727 No 4 3 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter Perimeter R -Value Area Joist R -Value Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Main 136 ft 0 1249 ft2 _-_. 0 0 1 2 Floor Over Other Space 2nd Floor _--- ___- 1193 ft2 0 0 0 1 3 Raised Floor 2nd Floor 110 ft2 0 0 0 1 ROOF / Roof Gable Roof Solar SA Emitt Emitt Deck Pitch V# Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Hip Composition shingles 1472 ft2 0 ft2 Medium 0.6 N 0.9 No 0 22.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1359 ft2 N N 11/7/2017 10:03 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING # Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) 2nd Floor 38 Blown 1147 ft2 0.11 Wood 2 Under Attic (Vented) 2nd Floor 19 Blown 156 ft2 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Space lu ° _ 1 SW Exterior Frame - Wood 2nd Floor 19 40 0 9 0 360.0 ft2 0 0.23 0.6 0 _ 2 SW Exterior Frame - Wood Main 19 20 0 10 0 200.0 ft2 0 0.23 0.6 0 _ 3 SE Exterior Frame - Wood 2nd Floor 19' 38 0 9 0 342.0 ft2 0 0.23 0.6 0 _ 4 NE Exterior Frame - Wood Main 19 38 0 10 0 380.0 ft2 0 0.23 0.6 0 ' _ 5 NE Exterior Frame - Wood 2nd Floor 19 40 0 9 0 360.0 ft2 0 0.23 0.6 0 _ 6 SE Exterior Frame - Wood Main 19 40 0 10 0 400.0 ft2 0 0.23 0.6 0 _ 7 NW Exterior Frame - Wood .2nd Floor 19 38 0 9 0 342.0 ft2 0 0.23 0.6 0 _ 8 NW Exterior Frame - Wood Main 19 38 0 10 0 380.0 ft2 0 0.23 0.6 0 - 9 SW Garage Frame - Wood Main 13 20 0 10 0 200.0 ft2 0 0.23 0.01 0 _ 10 E Exterior Frame - Wood Main 19 3 6 10 0 35.0 ft2 0 0.23 0.6 0 _ 11 N Exterior Frame - Wood Main 19 3 6 10 0 35.0 ft2 0 0.23 0.6 0 _ 12 E Exterior Frame - Wood 2nd Floor 19 3 6 9 0 31.5 ft2 0 0.23 0.6 0 13 N Exterior Frame - Wood 2nd Floor 19 3 6 9 0 31.5 ft2 0 0.23 0.6 0 DOORS # Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 E Wood Main None .4 3 8 24 ft2 2 SW Wood Main None .4 2 8 8 21.3 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. / Wall Overhang # Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 SW 1 Vinyl Low-E Double Yes 0.34 0.27 12.0 ft2 1 ft 4 in 1 ft 0 in None Exterior 5 2 SW 1 Vinyl Low-E Double Yes 0.34 0.27 20.0 ft2 1 ft 4 in 1 ft 0 in None Exterior 5 3 SW 1 Vinyl Low-E Double Yes 0.34 0.27 33.3 ft2 1 ft 4 In 1 ft 0 in Drapes/blinds Exterior 5 4 SW 1 Vinyl Low-E Double Yes 0.34 0.27 4.0 ft2 1 ft 4 in 1 ft 0 in None Exterior 5 5 SW 2 Vinyl Low-E Double Yes 0.34 0.27 40.0 ft2 5 ft 4 in 1 ft 0 in None Exterior 5 6 SW 2 Vinyl Low-E Double Yes 0.34 0.27 16.0 ft2 5 ft 4 in 1 ft 0 in None Exterior 5 7 SE 3 Vinyl Low-E Double Yes 0.34 0.27 8.0 ft2 1 ft 4 in 1 ft 0 In None Exterior 5 8 NE 4 Vinyl Low-E Double Yes 0.34 0.27 54.0 ft2 1 ft 4 in 1 ft 0 in None Exterior 5 9 NE 4 Vinyl Low-E Double Yes 0.34 0.27 36.0 ft2 11 ft 4 in 1 ft 0 in Drapes/blinds Exterior 5 10 NE 5 Vinyl Low-E Double Yes 0.34 0.27 30.0 ft2 1 ft 4 in 1 ft 0 in Drapes/blinds Exterior 5 11 NE 5 Vinyl Low-E Double Yes 0.34 0.27 20.0 ft2 1 ft 4 in 1 ft 0 in None Exterior 5 12 SE 6 Vinyl Low-E Double Yes 0.34 0.27 36.0 ft2 1 ft 4 in 1 ft 0 in Drapes/blinds Exterior 5 13 SE 6 Vinyl Low-E Double Yes 0.34 0.27 40.0 ft2 1 ft 4 in 1 ft 0 in None Exterior 5 14 NW 7 Vinyl Low-E Double Yes 0.34 0.27 45.0 ft2 1 ft 4 in 1 ft 0 in Drapes/blinds Exterior 5 15 E 10 Vinyl Low-E Double Yes 0.34 0.27 18.0 ft2 1 ft 4 in 1 ft 0 in None Exterior 5 11/7/2017 10:03 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FUKIVI K4U*-LU14 DUCTS / --- Supply-- -- Return -- Air CFM 25 CFM25 HVAC # V # Location R -Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 463 ft2 Attic 201 ft2 Default Leakage Attic (Default) (Default) 1 1 11/7/2017 10:03 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 WINDOWS Orientation shown is the entered, Proloosed orientation. / Wall 1/ # Ornt ID Frame Panes NFRC Overhang U -Factor SHGC Area Depth Separation Int Shade Screening 16 N 11 Vinyl 17 E 12 Vinyl 18 N 13 Vinyl 19 SE 3 Vinyl 20 NE 5 Vinyl 21 NW 8 Vinyl Low -E Double Yes Low -E Double Yes Low -E Double Yes Low -E Double Yes Low -E Double Yes Low -E Double Yes 0.34 0.27 18.0 ft2 1 ft 4 in 1 ft 0 in 0.34 0.27 15.0 ft2 1 ft 4 in 1 ft 0 in 0.34 0.27 15.0 ft2 1 ft 4 in 1 ft 0 in 0.34 0.27 15.0 ft2 1 ft 4 in 1 ft 0 in 0.34 0.27 8.0 ft2 1 ft 4 in 1 ft 0 in 0.34 0.27 18.0 ft2 1 ft 4 in 1 ft 0 in None Drapes/blinds Drapes/blinds Drapes/blinds None None Exterior 5 Exterior 5 . Exterior 5 Exterior 5 Exterior 5 Exterior 5 GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 438 ft2 438 ft' 61 ft loft 0 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000422 2825.3 155.11 291.7 .4001 7 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump None HSPF:8.2 42 kStu/hr 1 sys#1 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 14 42 kBtu/hr 1260 cfm 0.7 1 sys#1 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Natural Gas Tankless Exterior 0.8 1 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector System Model# Collector Model # Area Storage Volume FEF None None ft2 DUCTS / --- Supply-- -- Return -- Air CFM 25 CFM25 HVAC # V # Location R -Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 463 ft2 Attic 201 ft2 Default Leakage Attic (Default) (Default) 1 1 11/7/2017 10:03 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 r-vrliw MI+UU-I-v I,+ TEMPERATURES Programable Thermostat: Y Ceiling Fans: Cooling [[ ]]Jan Jan (( ]Feb Feb [[ ]Mar [X] Mar [ [ Apr [[ Apr ] Ma ] May [X] Jun ]Jun [X Jul [ Jul [X] Au ] Au9 X Se SeP Oct �Xj Oct Nov NovlDec ki Dec Heating [X) Venting [[ ]]l Jan [X] [[ ] Feb [[Xj Mar [X Apr ] May E ] Jun [ ] Jul E 1 Au j Se Oct Nov [[ Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM PM 78 80 78 80 78 78 78 78 78 78 78 78 78 78 78 78 80 78 80 78 80 78 80 78 Cooling (WEH) PM 78 78 78 78 78 78 78 78 78 78 78 76 78 78 Heating (WD) PM 68 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) PM - 66 68 66 68 66 68 66 68 66 68 68 68 68 68 68 68 68 68 68 68 68 66 68 66 11/7/2017 10:03 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 95 The lower the EnergyPerformance Index, the more efficient the home. Lot 75 Atlantic Beach CC, Atlantic Beach , FL, 1. New construction or existing New (From Plans) 9. Wall Types 2897.00 ft2 R=13.0 200.00 ft2 a. Frame -Wood, Exterior 2. Single family or multiple family Single-family b. Frame - Wood, Adjacent 3. Number of units, if multiple family 1 R=38.0 c. N/A 4. Number of Bedrooms 4 R= d. N/A R ft2 10. Ceiling Types 5. Is this a worst case? No a. Under Attic (Vented) 6. Conditioned floor area (ft2) 2552 b. Under Attic (Vented) c. N/A 7. Windows- Description Area 11. Ducts a. U -Factor: Dbl, U=0.34 501.33 ft2 a. Sup: Attic, Ret: Attic, AH: Attic SHGC: SHGC=0.27 b. U -Factor. N/A ft2 SHGC: 12. Cooling systems c. U -Factor: N/A ft2 a. Central Unit SHGC: d. U -Factor: N/A ft2 13. Heating systems SHGC: a. Electric Heat Pump Area Weighted Average Overhang Depth: 2.498 ft. Area Weighted Average SHGC: 0.270 8. Floor Types Insulation Area 14. Hot water systems a. Slab -On -Grade Edge Insulation R=0.0 1249.00 ft2 a. Natural Gas b. Floor Over Other Space R=0.0 1193.00 ft2 b. Conservation features c. other (see details) R= 110.00 ft2 None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: y�(�,(�,(rLGJ �Q ���{1L�1 Date: 12/27/2017 Address of New Home: 1738 Atlantic Beach Dri City/FL Zip: Atlantic Beach, FL 32233 Insulation Area R=19.0 2897.00 ft2 R=13.0 200.00 ft2 R= ft2 R= ft2 Insulation Area R=38.0 1147.00 ft2 R=19.0 156.00 ft2 R= ft2 R ft2 6 463 kBtu/hr Efficiency 42.0 SEERA4.00 kBtu/hr Efficiency 42.0 HSPF:8.20 Cap: 1 gallons EF: 0.8 Pstat y0�TTrIE STgT�o ? . 94 cOD WE *Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) . 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. **Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 11/7/2017 10:03 PM EnergyGauge® USA - FlaResM14 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations Residential VVhole Building Performance and Prescriptive Methods ADDRESS: Lot 75 Atlantic Beach CC Permit Number: Atlantic Beach , FL, MANDATORY REQUIREMENTS See individual code sections for full details. ❑ 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law [Section 553.9085, Florida Statues] requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. ❑ R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4:1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. • R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. • R402.4:1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, If installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if Installed at the time of the test, shall be turned off; and 6. Supply and return registers, if Installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air leakage. Windows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. ❑ R403.1 A Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. ❑ R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. ❑ R403.2.2 Sealing (Mandatory)AII ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. 2. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handier is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm (85 Umin) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: 1. The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. 11/7/2017 10:03 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) ❑ R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. ❑ R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105°F (41 •C) or below 55•F (13•C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. ❑ R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use. ❑ R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3 %2 inches (89 mm) in the hot water distribution line and cold water line located as close as possible. to the storage tank. ❑ R403.4.4 Water heater efficiencies (Mandatory). 0 R403.4.4.1 Storage water heater temperature controls R403.4.4.1:1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum . temperature setting range shall be from 100°F to 140•F (38°C to 60•C). R403.4.4:1:2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water heating systems to be turned off. 0 R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM -1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. ❑ R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. ❑ R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. 0 R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. • R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected In Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 1117/2017 10:03 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS (Continued) 0 R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance. data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. 0 R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.6.1. 0 R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. ❑ R403'7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. ❑ R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55•F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40•F. 13 R403.9 Swimming pools, Inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. 0 R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on-off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: • 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on-site renewable generation. 0 R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season. ❑ RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. 0 R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights ❑ R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. 0 R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 1117/2017 10:03 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Stonebrook 2552 Right SW Builder Name: Toll Brothers, Inc. Street: Lot 75 Atlantic Beach CC Permit Office: Atlantic Beach City, State, Zip: Atlantic Beach , FL , Permit Number: Owner: Toll Brothers, Inc. Jurisdiction: 261300 Design Location: FL, Jacksonville COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. / Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of .the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/doorjambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in / exterior walls, or insulation that on installation readily conforms to available ✓ space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 1117/2017 10:03 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Stonebrook 2552 Right SW Builder Name: Toll Brothers, Inc. Street: Lot 75 Atlantic Beach CC Permit Office: Atlantic Beach City, State, Zip: Atlantic Beach , FL , Permit Number: Design Location: FL, Jacksonville Jurisdiction: 261300 Cond. Floor Area:: 2552 sq.ft. Cond. Volume: 24217 Cu ft. Envelope Leakage Test Results Regression Data: C: n: R: Single or Multi Point Test Data HOUSE PRESSURE I FLOW: Leakage Characteristics CFM(50): ELA: Eq LA: ACH: ACH(50): SLA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: ✓�l V&A PRINTED NAME: Brianna Tallman DATE: 12/27/2017 Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: Q. o�'TgE S2,4 pru .fit'"'•.� .;. °';,�. 11 0 11/7/2017 10:03 PM EnergyGaugeO USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 OFFICE COPY Project Summary Date: Lot 75ABCC {ttt JM Entire House By: Saldie Guintivano McGowan's Heating & Air Conditioning, Inc. 4850 Collins Road, Orange Park, FI 32073 Phone: 904-278-0339 Fax 904-278-0366 Email: korey@mcgowansac.com Web: www.mcgowansac.com For: Steve Merten, Toll Brothers, Inc. 160 Cape May Ave., Ponte Vedra, FI 32081 Phone: (904) 217-0739 Fax: 904. 814-8173 Web: www.tollbrothers.com maif�: smerten@tollbrothersinc.com Notes: The Stonebrook Design Information Weather: Jacksonville NAS, FL, US Winter Design Conditions Summer Design Conditions Outside db 32 °F Outside db 99 °F Inside db 73 °F Inside db 73 °F Design TD 41 °F Design TD 26 °F Daily range M Blower 0 Relative humidity 50 % Moisture difference 65 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 23545 Btuh Structure 23448 Btuh Ducts 4255 Btuh Ducts 5223 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh (none) (none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 27801 Btuh Use manufacturer's data y Rate/swing multiplier Equipment load 1.00 28671 Btuh Infiltration sensible Method Blower door Latent Cooling Equipment Load Sizing Shielding / stories 3partial) / 2 �a Pressure / AVF 50 / 62 cfm Structure 970 Btuh Ducts 1205 Btuh Central vent (0 cfm) 0 Btuh Heating Cooling (none) Area (ft') 2551 2551 Equipment latent load 6176 Btuh Volume (ft) 24759 24759 Air changes/hour 0.01 0.01 Equipment Total Load (Sen+Lat) 34847 Btuh Equiv. AVF (cfm) 6 4 Req. total capacity at 0.70 SHR 3.4 ton Heating Equipment Summary Cooling Equipment Summary Make Carrier Make Carrier Trade CARRIER AIR CONDITIONING Trade CARRIER AIR CONDITIONING Model CH14NB0420000A0 Cond CH14NB0420000A0 AHRI ref 9162578 Coil FB4CNP042L AHRI ref 9162578 Efficiency 8.2 HSPF Efficiency 11.5 EER, 14 SEER Heating input Sensible cooling 28000 Btuh Heating output 41000 Btuh @ 47°F Latent cooling 12000 Btuh Temperature rise 30 °F Total cooling 40000 Btuh Actual air flow 1225 cfm Actual air flow 1225 cfm Air flow factor 0.044 cfm/Btuh Air flow factor 0.043 cfm/Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.93 Capacity balance point= 23 °F Backup: Input = 13 kW, Output = 42696 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Wil ifiCSsa 2017 -Nov -0721:31:57 Comfort Builder by Wrightsoft 17.0.23 RSU03444 Page 1 hers\Stonebrook 2552 Right SW- Lot 75 ABCC.rup Calc = MJB Front Door faces: SW 01-1 First Floor Job #: Lot 75 ABCC Performed by Saldie Guintivano for: Steve Merten 160 Cape May Ave. Ponte Vedra, FI 32081 Phone: (904) 217-0739 Fax: (904) 814-8173 www.tollbrothers.com smerten@tollbrothersinc.com McGowan's Heating & Air Conditioning, 4850 Collins Road Orange Park, FI 32073 Phone: 904-278-0339 Fax: 904-278-0366 www.mcgowansac.com korey@mcgowansac.com Scale: 1 : 82 Page 1 Comfort Builder by Wrightsoft 17.0.23 RSU03444 2017 -Nov -07 21:32:51 ... 2552 Right SW - Lot 75 ABCC.rup Second Floor Job #: Lot 75 ABCC McGowan's Heating & Air Conditioning, Scale: 1 : 82 Performed by Saldie Guintivano for: Page 2 Steve Merten 4850 Collins Road Cape May Ave. Comfort Builder by Wrightsoft 160 160 Vedra, FI Ave. Orange Park, FI 32073 17.0.23 RSU03444 PontPhone: (904) 217-0739 Fax: (904) 814-8173 Phone: 904-278-0339 Fax: 904-278-0366 2017 -Nov -07 21:32:51 www.tollbrothers.com smerten@tollbrothersinc.com www_mcgowansac.com korey@mcgowansac.com ... 2552 Right SW - Lot 75 ABCC.rup Manual S Compliance Report Job: Lot 75ABCC Date: J1 % Entire House By: Saldie Guintivano McGowan's Heating & Air Conditioning, Inc. 4850 Collins Road, Orange Park, FI 32073 Phone: 904-278-0339 Fax 904-278-0366 Email: korey@mcgowansac.com Web: www.mcgowansac.com For: Steve Merten, Toll Brothers, Inc. 160 Cape May Ave., Pointe Vedra, FI 32081 Phone: (904) 217-0739 Fax: (904) 814-8173 Web: www.tollbrothers.com Email: smerten@tollbrothersinc.com Design Conditions Outdoor design DB: 99.2°F Sensible gain: 28671 Btuh Entering coil DB: 73.9°F Outdoor design WB: 80.2°F Latent gain: 6176 Btuh Entering coil WB: 61.3°F Indoor design DB: 73.0°F Total gain: 34847 Btuh Indoor RH: 50% Estimated airflow: 1225 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NBO420000AO+FB4CNP042L Actual airflow: 1225 cfm Sensible capacity: 29909 Btuh 104% of load Latent capacity: 6357 Btuh 103% of load Total capacity: 36265 Btuh 104% of load SHR: 82% Design Conditions Outdoor design DB: 31.7°F Heat loss: 27801 Btuh Entering coil DB: 72.6°F Indoor design DB: 73.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NBO420000AO+FB4CNP042L Actual airflow: 1225 cfm Output capacity: 32370 Btuh 1161/6 of load Capacity balance: 23 °F Supplemental heat required: 0 Btuh Economic balance: -99 °F Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1225 cfm Output capacity: 12.5 kW 154% of load Temp. rise: 28 °F Meets are all requirements of ACCA Manual S. 2017 -Nov -07 21:31:57 +, wrightsoft' Comfort Builder by Wrighlsofl 17.0.23 RSU03444 Page 1 ...hers\Stonebrook 2552 Right SW -Lot 75 ABCC.rup Calc = MJ8 Front Door faces: SW Duct System Summary Job: Lot 75ABCC t / Date: 1 ' ��` � Entire House By: Saldie Guintivano McGowan's Heating & Air Conditioning, Inc. 4850 Collins Road, Orange Park, FI 32073 Phone: 904-278-0339 Fax 904-278-0366 Email: Korey@mcgowansac.com Web: www.mcgowansac.com For: Steve Merten, Toll Brothers, Inc. 160 Cape May Ave., Ponte Vedra, FI 32081 Phone: (904) 217-0739 Fax: (904) 814-8173 Web: www.tollbrothers.com Email: smerten@tollbrothersinc.com External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.50 in H2O 0.11 in H2O 0.39 in H2O 0.230 / 0.160 in H2O 0.080 in/100ft 1225 cfm 489 ft Cooling 0.50 in H2O 0.11 in H2O 0.39 in H2O 0.230 / 0.160 in H2O 0.080 in/100ft 1225 cfm Name Design (Btuh) Htg (cfm) Clg (cfm) Design FR Diam (in) H x W (in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk Bedroom 2 h 2427 107 91 0.111 7.0 Ox 0 VIFx 18.1 190.0 st4 Bedroom 3 c 3107 86 133 0.103 8.0 Ox 0 VIFx 34.7 190.0 st3 Breakfast h 2708 119 80 0.088 7.0 Ox 0 VIFx 53.5 207.0 st7 Dining h 2930 129 106 0.090 7.0 Ox 0 VIFx 54.5 202.0 st7 Foyer h 2814 124 92 0.081 6.0 Ox 0 VIFx 73.0 212.0 st6 Great Room h 2949 130 121 0.094 7.0 Ox 0 VIFx 47.5 197.0 st7 Kitchen c 1705 51 73 0.087 7.0 Ox 0 VIFx 52.5 212.0 st7 Laundry c 675 3 29 0.112 4.0 Ox 0 VIFx 16.2 190.0 st4 Loft c 2240 81 96 0.104 7.0 Ox 0 VIFx 32.0 190.0 st3 Master Bath c 1071 36 46 0.085 5.0 Ox 0 VIFx 35.1 235.0 st5 Master Bedroom c 1909 58 82 0.085 7.0 Ox 0 VIFx 35.0 235.0 st5 Master Bedroom -A c 1909 58 82 0.086 7.0 Ox 0 VIFx 33.1 235.0 st5 WC 1 c 391 15 17 0.086 4.0 Ox 0 VIFx 33.1 235.0 st5 Walk -In 1 c 133 4 6 0.086 4.0 Ox 0 VIFx 32.8 235.0 st5 Walk -In 2 h 218 10 8 0.105 4.0 Ox 0 VIFx 30.5 190.0 st3 b4 we h 1029 45 18 0.080 4.0 Ox 0 VIFx 74.5 212.0 st6 bath 2 h 314 14 12 0.109 4.0 Ox 0 VIFx 22.2 190.0 st3 bed 4 h 2896 128 103 0.080 6.0 Ox 0 VIFx 77.0 212.0 st6 pwdr c 51 0 2 0.083 4.0 Ox 0 VIFx 66.5 212.0 st6 we c c 694 28 30 0.107 4.0 Ox 0 VIFx 25.5 190.0 st3 2017 -Nov -07 21:31:57 wrightsoft' Comfort Builder by Wrightsoft 17.0.23 RSU03444 Page 1 ACZA. ...hers\Stonebrook 2552 Right SW- Lot 75 ABCC.rup Calc = MJ8 Front Door faces: SW Name Trunk Type Htg (cfm) Clg (cfm) Design FR Veloc (fpm) Diam (in) H x W (in) Duct Material Trunk st3 Peak AVF 218 278 0.103 510 10.0 0 x 0 VinlFlx st1 st6 Peak AVF 297 215 0.080 544 10.0 0 x 0 VinlFlx st2 st5 Peak AVF 170 231 0.085 424 10.0 0 x 0 VinlFlx st4 st4 Peak AVF 280 352 0.085 448 12.0 0 x 0 VinlFlx st1 SO Peak AVF 499 630 0.085 589 14.0 0 x 0 VinlFlx rt1 st2 Peak AVF 726 595 0.080 679 14.0 0 x 0 VinlFlx st7 Peak AVF 429 380 0.087 547 12.0 0 x 0 VinlFlx st2 Name Grille Size (in) Htg (cfm) Clg (cfm) TEL (ft) Design FR Veloc (fpm) Diam (in) H x W (in) Stud/Joist Opening (in) Duct Matl Trunk rb2 Ox 0 429 380 175.1 0.091 1230 8.0 Ox 0 Peak AVF VIFx rt3 rb4 Ox 0 52 50 74.5 0.214 117 9.0 Ox 0 1175 VIFx 665 rb3 Ox 0 191 216 144.0 0.111 202 14.0 Ox 0 679 VIFx rt1 rb6 Ox 0 130 180 103.5 0.154 168 14.0 Ox 0 VIFx rt1 rb5 Ox 0 126 184 110.9 0.144 338 10.0 Ox 0 VIFx rt1 rb1 Ox 0 297 215 200.1 0.080 378 12.0 Ox 0 VIFx rt3 Return Trunk Detail Table 2017 -Nov -07 21:31:57 wrightsoft' Comfort Builder by Wrightsoft 17.0.23 RSU03444 Page 2 ...hers\Slonebrook 2552 Right SW- Lot 75 ABCC.rup Calc = MJB Front Door faces: SW Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk rt2 Peak AVF 726 595 0.080 679 14.0 0 x 0 VinlFlx rt1 rt1 Peak AVF 1173 1175 0.080 665 18.0 0 x 0 VinlFlx rt3 Peak AVF 726 595 0.080 679 14.0 0 x 0 VinlFlx rt2 2017 -Nov -07 21:31:57 wrightsoft' Comfort Builder by Wrightsoft 17.0.23 RSU03444 Page 2 ...hers\Slonebrook 2552 Right SW- Lot 75 ABCC.rup Calc = MJB Front Door faces: SW I ' Lumber design varues,are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek0. RE: 14790TO - MiTek USA, Inc. Site Information: 66T904 aP'arke East Blvd. Customer Info: Toll Brothers - Atlantic Beach Project Name: . Model: The StonebrooKFL33610 4115 Lot/Block: 075 Subdivision: Atlantic Beach Address: 1738 Atlantic Beach Dr., . City: Jacksonville State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: Lou Pontigo License #: 53311 Address: 420 Osceola Ave., . City: Jacksonville State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014ITP12007 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 40.0 psf Floor Load: 55.0 psf This package includes 60 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. No. 11 - ' Seal# Truss Name, Date No. T12702380 � F01- — - 12/12/178- -- � Seal# T12702397 Truss Name FG02 Date 12/12/17 2 13 J12702381F02 I T12702382 j F03 _L12/12/1719 T12702398 FG03 112/12/17 120 I T12702399 FT01 112/12/17_ F12/12/17 j4 1112-/02383 j F04 112/12/17 121 j T12702400 j J01 112/12/17 j5 j T12702384 1 F05 112/12/17 122 I T12702401 I J02 1 12/12/17 16 j T12702385 j 1`06 1 12/12/17123 T12702402 I J03 12/12/17 T12702386� F07 _ � 8 T12702387 I F08 12/12/17 24! 712702403 L06 1 12/12/17 125 j T12702404 I Jl l 12/12/17 ; 12/12/17 9 T12702388 F09 1 12/12/17 126 I T12702405 I J 12 12/12/17 10 T12702389 I F10 1 12/12/17 127 j T12702406 I J13 12/12/17 ill T12702390 i 1`11 1 12/12/17 128 T12702407 I J21 12/12/17 _JT12702391 X12 113 I T12702392 1 F13 L2/12/1_7t29_J12702408j_J22 12/12/17 130 T12702409 1 J23 L2/12/17 12/12/17 14 T12702393 I F14 115 T12702394 j 1`15 L12/12/1731 �T12702410 33 112/12/17 132 T12702411 1 T01 12/12/17 12/12/17 � 16 1 T12702395 1 F16 112/12/17 133 T12702412 1 T02 112/12/17 17 1 T12702396 1 FG01 112/12/17 134 T12702413 J T03 12/12/17 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Building Component Supply. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019 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. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek 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. "111111111111J.. ' 1 %%•% PSA�q��'��i �. No 39380 ' �•' S E O F 4Q '•� .. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 12,2017 Albani, Thomas 1 of 2 Lou Pontigo & Associotes, Inc. Consulting Structural Engi �N4 EXCEPTION TAKEN ❑ MAKE CORRECI10N: ,tOTED o OVOJECTED - SEE REMARKS ❑ REVISE & RESUBMIT Review is for the limneo purpose of Checking for conformance with the design concer?' and the intormation expressed in the contract documents. No app ►oval is impiiea for the accuracy or completeness of quantities, dimensions, weights or gauges, fabrcation processes, construction; means or methods, coordination of the work with other trades or construction safety precautions, ail of which are the sole responsibility of the Contractor. The Contractor is responsible for dimensions to be confirmed and correlated at the site. Review of a specific item shall not include a review of the entire assembly of which the item Is a component. Review of re -submission will cover only designated changes on the submittal and other changes clearly Identified by the Contractor. By: (��✓-� Date: 0 0 OFFICE COPY RE: 14790TO - Site Information: Customer Info: Toll Brothers - Atlantic Beach Project Name: . Model: The Stonebrook Lot/Block: 075 Subdivision: Atlantic Beach Address: 1738 Atlantic Beach Dr., . City: Jacksonville State: FL No. Seal# Truss Name Date 135 IT12702414IT04 12/12/17 136 I T12702415 I T05 112/12/17 137 I T12702416 I T06 112/12/17 138 I T12702417 I T07 112/12/171 139 1 T12702418 1 T08 112/12/17 140 I T12702419 I T09 112/12/17 141 I T12702420 I T10 112/12/17 I 142 I T12702421 I T11 112/12/17 I 143 I T12702422 I T12 112/12/17 144 I T12702423 I T13 112/12/17 145 I T12702424 I T14 112/12-/17 146 I T12702425 I T15 112/12/17 I 147 I T12702426 I T16 112/12/17 148 I T12702427 I T17 112/12/17 I 149 I T12702428 I T18 112/12/17 150 I T12702429 I T19 112/12/17 151 I T12702430 I T20 1 12/12/17 1 152 I T12702431 I T21 112/12/17 I 153 I T12702432 I T22 112/12/17 154 I T12702433 I T23 112/12/17 155 1 T12702434 1 V01 112/12/17 I 156 I T12702436 1 V03 112/12/17 157 I T127024371 VO4 112/12/171 158 I T12702438 1 V05 112/12/171 159 1 T1 2702439 1 V06 112/12/17 160 1 T12702440 1 V07 112/12/17 OFFICE COPY Job russ Truss Typety CSI. y in (loc) r i Ud T12702360 14790TOFO1 1.00 Floor 4 Job Reference (optional) ourrarng wmpunern ouppry, rj x... 0-1-8 H 1 130 16 1 1 3x6 = 1 3x8 — 3x3 = 2 ID:LWyFOeg8suwgt2AUo320uFyF1?C-DFjPIAFuO6502pl FNAA7QO6T22S4pvON6Dkmz3yA,LN i 0-9-1 3x3 = 3 43X3 - 3x3 = 5 INz:! �Iz 4 13 12 11 10 9 8 3x5 — — 0u18 Scalr3 =1:19.2 3x4 = 2x4 = 6 3x3 = 5-10-8 0.4-12 11 4-3-0 5-4-8 5 5- -4 7-9-1 10-3-1 11-9-1 OJ/ -12 1�� 2-6-0 7-143 0-1$ 0 -12 1-9-12 246-0 0.4.8 LOADING (psf) I SPACING- 2-0-0 CSI. I DEFL. in (loc) Vdefl Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.42 Vert(LL) -0.05 11 >999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.51 Vert(TL) -0.07 11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(fL) 0.02 7 n/a tVa BCDL 5.0 Code FBC2014/TP12007 Matrix -S PLATES GRIP MT20 244/190 17 Weight: 65 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SP N0.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 14=617/0-3-8, 7=623/0-5-1 FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-614/0, 6-7=-619/0, 1-2=-663/0, 2-3=-1340/0, 3-4=-1500/0,4-5=-1309/0,5-6---594/0 BOT CHORD 12-13-0/1162, 11-12=0/1500, 10-11=0/1500, 9-10=0/1500, 8-9-0/1106 WEBS 6-8-0/764, 1-13=0/784, 5-8=-713/0, 2-13=-694/0, 5-9=0/297, 2-12=0/276, 4-9=-327/0, 3-12= 300/0 NOTES - 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 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. WARNING -Verity design parameters and READ NOTES ON TFBS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. tON3/2075 BEFORE USE. Design valid for use only with Milek® connectors. Rds design Is based only upon parameters shown, and Is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of des"i parameters and properly Incorporate this design into The overall �rl building design. Bracing Indicated Is to prevent buckling of indiviclual truss web and/or chord members only. Additional temporary and permanent bracing IYI iTe k Is always requlred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regading the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS11TPl1 Quality Criteria, DSB-89 and SCSI Bullalng Component 6904 Parke East Blvd. Safely InformaBon available from Truss Plate Ins#Ue. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty Ply DEFL. in (loc) Udefl Ud PLATES GRIP t Plate Grip DOL 712702381 14790TO F02 Floor 10 1 TCDL 10.0 Lumber DOL 1.00 BC 0.54 Vert(TL) -0.08 Job Reference (optional) tiuuaing component esuppiy, JaCKsonvnre, r -L - Jzzao, 0-1-8 H1� 30 ID:LWyFOeg8suwgt2AUo32OuFyF1?C-dZ8OWt6rmfDsxHkeehxlYBy?rDEK6W NdnoogJFyA1jT 018 Scale'= 1:19.7 1.5x3 = 1.5x3 = 1 2 3 4 5 6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.40 Vert(LL) -0.05 11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.54 Vert(TL) -0.08 10-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.02 7 Na n/a BCDL 5.0 Code FBC2014/rP12007 Matrix -S Weight: 63 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 20 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=626/0-6-8, 7=626/0-5-1 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-622/0, 6-7=-622/0,1-2=-598/0,2-3=-1320/0, 3-4=-1511/0, 4-5=-1320/0,5-6=-59W BOT CHORD 12-13-0/1114, 11-12=0/1511, 10-11=0/1511, 9-10-0/1511, 8-9-0/1114 WEBS 6-8=01769, 1-13=0!769, 5-8=719/0, 2-13=-719/0, 5-9=0/304, 2-12=0(3041 4-9=-340/0, 3-12=-34010 NOTES - 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 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. A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M17EK REFERANCE PAGE AM -7473 rev. 1 41161 2 0 1 5 BEFORE USE Design valid for use only with MlTekO connectors. This design Is based only upon parameters shown. and Is for an individual building component. not a truss system. Before use.. the building designer must verify the applicability of design parameters and properly inn orporate this design Into the overall building design. Bracing indicated is to buckling of individual truss web crud/or chord members only. Additional temporary and permanent bracing M iTe k prevent Is always required for stability and to prevent collapse with possible personal Irfuy and property damage. For general guidance re"ding the 6904 Parke East Blvd, fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPII Quality Criteria, DSB-89 and SCSI Budding Component Tampa. FL 33610 Safely Information avaliable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Job Truss Truss Type City Ply T12702382 14790TO F03 Floor 2 1 Job Reference o tional nuumng component auppry, 0-1-8 H i 1-3-0 0 4x6 = 1.5x3 = 1 23 daCnsonvuro,rL- occay. ,..........r .,�................_�._.__ ..._. ..._..--- .. .-'--... —.. - - ID:LWyFOeg8suwgt2AUo32OuFyF1?C-5mimk?7TXzLjYRJgCPSX5PV46dU1 rufm?SYDsiyAljS 11�� 44 = 1.5x3 11 1.5x3 11 2 3 4 5 6 7 8 3x6 FP= 4x6 = 9 10 a0-1 8 S e = 1:34.0 4x6 = 3x8 MT20HS FP = 4x6 = 44 = 4x6 = 1.5x3 SP = 9-5-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.75 Vert(LL) -0.36 16-17 >658 360 TCDL 10.0 Lumber DOL 1.00 BC 0.96 Vert(TL) -0.56 16-17 >421 240 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.10 12 Na n/a BCDL 5.0 Code FBC2014/rP12007 Matrix -S LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 20 SP No.2(flat) *Except* 12-19: 2x4 SP No. 1(flat) BOT CHORD WEBS 2x4 SP No.3(flat) REACTIONS. (Ib/size) 22=1084/0-5-7,12=1084/0-5-8 FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-22=-1079/0, 11-12= 1079/0, 1-2=-1114/0, 2-3= 2792/0, 3-4=-3866/0, 4-5=-4436/0, 5-6=-4436/0, 6-7=-4436/0, 7-8=-3866/0, 8-10=-2792/0, 10-11=-1114/0 BOT CHORD 20-21-0/2100, 18-20=0/3458, 17-18=0(4249, 16-17-0/4436, 15-16-0/4249, 14-15=0/3458, 13-14=0/2100 WEBS 11-13=0/1438, 1-21--0/1438,10-13=-1 372/0, 2-21=-1372/0, 10-14-0/962, 2-20=0/963, 8-14=-926/0, 3-20=-926/0, 8-15=0/568, 3-18=0/568, 7-15=-532/0, 4-18=-532/0, 7-16=-149/619, 4-17=-149/619, 5-17=-293/18, 6-16=-293/18 PLATES GRIP MT20 244/190 MT20HS 187/143 24 O v Weight: 103 Ib FT = 20%F, 11%E Structural wood sheathing directly applied or 5-0-8 oc purlins, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. 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 3x4 MT20 unless otherwise indicated. 4) The Fabrication Tolerance at joint 19 = 11 % 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. to WARNiVG - Vefgy dedgn parameters and READ NOTES ON rmS AND MCLUDED M TEK REFERANCE PAGE AW7473 rev. 10,113R015 BEFORE USE. Design valid for use only with Mllek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use. the building designer must verify the of ok,.("Ity of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal k>k+y and property damage. For general gddance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Informa8on available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss 114790TO F04 Building Component Supply, 0-48 Truss Type Qty Ply r T127023K3 GABLE 1 1 Job Reference (optional) i -32256, 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Dec 11 12:36:17 2017 Page 1 I D: LW y FOeg8suwgt2AUo32OuFyF t ?C-5mi mk?7TXzLjYRJgC PSX5PV EMdi nr2om?SYDsiyA1 jS 0-�48 Scale = 1:32.6 3x6 FP — 5 6 7 8 9 10 11 12 13 14 3x4 — 15 16 17 36 �v 30 29 28 27 26 2524 23 22 21 20 19 18 3x6 FP= 3x4 = 3x4 = 1-6-12 2-10-12 4-2-12 5-6-12 6-10-12 8-2-12 9-6-12 10-10-12 12-2-12 13-6-12 14-10-12 16-2-12 17-6-12 1( 0i-12 19-T11 11I 1-4-0 41 0 1-4-0 t-4-0 1-4-0 1-4-0 1-4-0 1-4-0 i-4-0 1-4-0 1-4-0 6- 1-6-12 Plate Offsets (X Y)-- (17:0-1-8 Edgel (19:0-1-8 Edgel 133 0-1-8 Edgel 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPll Quality Criteria, DSB-89 and SCSI Building Component LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0-10 Vert(LL) n/a rVa 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 j WB 0.04 Horz(TL) -0.00 19 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix -S Weight: 91 Ib FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 SP No-3(flat) 10-0-0 oc bracing: 33-34,18-19. REACTIONS. All bearings 19-7-8. (lb) - Max Grav All reactions 250 Ib or less at joint(s) 34, 18, 33, 19, 32, 31, 30, 29, 28, 27, 26, 24, 23, 22, 21, 20 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) All plates are 1.5x3 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 10-0-0 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. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 11111-7473 rev. 10A13/P01S BEFORE USE. Design valid for use only with MITekG connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate Nils design Into the overall building design. Bracing indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' prevent is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPll Quality Criteria, DSB-89 and SCSI Building Component Tampa. FL 33610 Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply in (loc) Vdefl Ud TCLL 40.0 Plate Grip DOL 712702384 14790TO F05 Floor Girder 1 1 360 TCDL 10.0 Lumber DOL 1.00 BC 0.14 Vert(TL) Job Reference (optional) Building Component Supply, Jacksonville, FL - 32256, 8.130 s Sep 15 tui i MiTek ex indusmes, inc. Mon Dec T 1 icso:ia 2017 rage r I D:LWyFOeg8suwgt2AUo32OuFyF1?C-ayG8xLB51 HTaAbuOm6zmdc2La00yaSOwE6HnO8yA1j R 3x6 = 0.1-8 1 3tt6 = 1-3-0 2 1.5x3 II 1-0-9 3 .5x3 1' 9 4 MSH422 MSH422 Scale = 1:9.4 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.32 Ven(LL) -0.01 6 >999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.14 Vert(TL) -0.01 6 >999 240 BCLL 0.0 Rep Stress Incr NO W13 0.21 Horz(TL) 0.00 5 rVa n/a BCDL 5.0 Code FBC2014JTPI2007 Matrix -S LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (Ib/size) 8=347/0-3-8, 5_381/0-3-8 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-341/0, 4-5=-372/011-2=-330/0, 2-3=-330/0, 3-4=-330/0 BOT CHORD 6-7=0/330 WEBS 4-6--0/431,1-7--0/431, 2-7=26=, 3-6=-270/0 PLATES GRIP MT20 244/190 Weight: 27 lb FT=20°/aF,11%E Structural wood sheathing directly applied or 4-3-9 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 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) Use USP MSH422 (With 10d nails into Girder i£ 10d nails into Truss) or equivalent spaced at 1-6-0 oc max. starting at 1-8-8 from the left end to 3-2-8 to connect truss(es) to back face of top chord. 4) Fill all nail holes where hanger is in contact with lumber. 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 (plf) Vert: 5-8-10,14=100 Concentrated Loads (lb) Vert: 2= 140(B) 9-142(B) A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE Md -7073 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek6 connectors. This design is based only upon parameters shown, and is for an individual building component not use. a truss system. Before e, the building designer must verity the applicability of design parameters and properly Incorporate HS design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M (Tek Is always required for stability and to prevent collapse with possible personal Inµay and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/1PI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety IMo tion available from Truss Piate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. TarTpa. FL 33610 Job Truss Truss Type Qty Ply (loc) Well Ud r Plate Grip DOL 1.00 TC 0.12 T12702385 1479070 F06 Floor 2 1 Lumber DOL 1.00 BC 0.12 Vert(TL) -0.01 6 >999 Job Reference o tional fib... nnn 44 10.99.10 on 17 Dann 1 tsullamg component Dupp y, .iacesunvare,- I D:LWyFOegBsuwgt2AUo32OuFyF1?C-28gW Bh9j3abRolTDKgV?AgaaYQNdJwg3Tml KwayAljQ 3x6 = 0-1-8 1 �x4 = 1-3-0 2 1.5xa II 1-4-7 3 1.5x3 II 4 I i Scale = 1:9.4 9 3x4 = 3x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.12 Vert(LL) -0.01 6 >999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.12 Vert(TL) -0.01 6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 5 rda n/a BCDL 5.0 Code FBC2014/TP12007 Matrix -S LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (Ib/size) 8=234/0-5-8,5=240/Mechanical FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-6=0/273, 1-7=0/262 PLATES GRIP MT20 244/190 Weight: 28 Ib FT=20%F, 11%E Structural wood sheathing directly applied or 4-7-7 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 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 10-0-0 oc and fastened to each truss with 3-1Od (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. ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE AEL7473 rev. IMAMS BEFORE USE Design for use orgy with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component not valid a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate H* design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chard members only. Additional temporary and permanent bracing M!Te k' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and thus systems, seeANSI/TPII Quality Crifeda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SaINy Informallon available from Taus Rate Institute, 218 N. Lee Sheet. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply I/deft Vd TCLL 40.0 d TC 0.11 Vert(LL) 712702386 14700TO F07 GABLE 1 1 Vert(TL) rda n/a 999 BCLL 0.0 Rep Stress Incr YES Job Reference (optional) ��.... n,... ii in.�C•io Oni7 Dann 1 tsunamg component auppry, oduNbV11VI11C, 1 3x6 = ID:LWyFOeg8suwgt2AUo32OuFyF1?C-28gWBh9j3abRolTDKgV?AgaaiQOFJyM3Tm1 KwayAljQ 3x6 = 2 1.5x3 II 3 1.5x3 II 4 Scale = 1:9.4 8 7 6 5 3x4 11 3x4 = 3x4 = 3x4 11 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Vd TCLL 40.0 Plate Grip DOL 1.00 TC 0.11 Vert(LL) n/a n/a 999 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) rda n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 5 r1/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix -P PLATES GRIP MT20 244/190 Weight: 27 Ib FT = 20%F, 11%E LUMBER- BRACING - �� TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-15 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. OTHERS 2x4 SP No.3(flat) Safety Information available from Truss Plate Institute, 218 N. Lee Sheet. Suite 312, Alexandria. VA 22314. - REACTIONS. All bearings 4-1-15. (lb) - Max Grav All reactions 250 Ib or less at joints) 8, 5, 7, 6 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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 10-0-0 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. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M17EK REFERANCE PAGE MR -7473 rev. 70103/2015 BEFORE USE. �� 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 imus system. Before use. the building designer must verity the applicability of design parameters and properly Incorporate ihls design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k Is always recidred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and inns systems, seeANSUVI l Quality Criteria, DSB-89 and 8CSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Sheet. Suite 312, Alexandria. VA 22314. - Tampa. FL 33610 Job Truss Truss Type Qty Ply 6904 Parke East Blvd. 16-2-8 i8 -e-8 1 1-6-0 _6 2 6 0 2-6-0 712702387 14790TO F08 Floor 5 1 1-6-0 Plate Offsets (X Y)-- f 1 • Edge 0-1-81 f7-0-1-8 Edge) f 11-0-1-8 Edge) f 19.0-1-8 Edgel Job Reference (optional) miming u ornponem ouppiy, Q-1-8 H1-3-0f JaI:RJVllvrrrtl, r� - uccao, 4x6 = 2 3 00�6� 1.5x3 11 3x6 FP= 4 5 6 7 ID:LWyFOeg8suwgt2AUo32OuFyF1?C-W LOuM09LqujlQv2PtXOEjl7aXgUV2FKDhQmuSlyAljP 0-1 8 a. = 1:34.2 4x6 = 4x6 = 1.5x3 = 8 9 t0 11 25 O b 24 4x6 = 4x6 = 1.5x3 11 3x12 M18SHS FP = 4x6 = 4x6 = 7-6-0 0- 6-6-0 11-2-8 WOW 13-8-8 6904 Parke East Blvd. 16-2-8 i8 -e-8 141-a 1-6-0 _6 2 6 0 2-6-0 4-8-8 2-6-0 2-6-0 2 6 0 1-6-0 Plate Offsets (X Y)-- f 1 • Edge 0-1-81 f7-0-1-8 Edge) f 11-0-1-8 Edge) f 19.0-1-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.81 Vert(LL) -0.38 17-18 >635 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.97 Vert(TL) -0.59 17-18 >407 240 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.10 12 n/a rda BCDL 5.0 Code FBC2014/TP12007 Matrix -S Weight: 106 Ib FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.1(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (Ib/size) 23=1091/0-5-8,12=1091/0-3-0 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-23=-1086/0, 11-12=-1086/0, 1-2=-1121/0, 2-3=-2816/0, 3-4=-3898/0, 4-6=-4506/0, 6-7=-4506/0, 7-8=-4436/0, 8-9=-3909/0, 9-10=-2813/0, 10-11=-1 112210 BOT CHORD 21-22=0/2116, 20-21=0/3486, 19.20=0/4299, 18-19=0/4506, 17-18-0/4506, 15-17=0/4315, 14-15--0/3482, 13-14=0/2117 WEBS 11-13--0/1449,1-22--0/1448,10-13=-138310, 2-22=-1383/0,10-14=0/968, 2-21=0/974, 9-14=-930/0, 3-21=-932/0, 9-15=0/595, 3-20-0/574, 8-115=-564/0,4-20=55810, 8-17=-74/348, 4-19=-127/546, 7-17=-375/214 Structural wood sheathing directly applied or 3-11-15 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 18-19,17-18. 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 3x4 MT20 unless otherwise indicated. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 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. 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MR -7473 rev. iaWW 15 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual bulding component i a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of kndWldual truss web and/or chord members only. Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possmle personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPII Quality Cdtada, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply a truss system. Before use, the building designer must verify the <44-4icobtlity of design parameters and properly Incorporate this design into the overall rmanent acing building design. Bracing indicated Is to buckling of Individual truss web and/or chord members only. Addtional temporary and petr MITek" prevent is always rec"red for stability and to prevent collapse with possible pems nal Injury and property damage. For general guidance regarding the r ,5 fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-69 and SCSI Building Component T12702388 14790TO F09 Floor 1 Job Reference (optional) building component supply, dacxsonvme, r -L - .uzao, 0-1-8 H 1 1-3-0� 4x6 = 1.5x3 = 4x6 = 1 2 3 23 .,ter ,,,�................................._...._..--- ...---- -- ID:LWyFOeg8suwgt2AUo32OuFyF1?C-_XyHZMAzbCr912dbRFXTFFgn3EswniOMw4W R?TyA1)O 1-8-8 3x6 FP= 1.5x3 II 1.5x3 II 45 6 7 8 Scale = 1:33.3 4x6 = 4x6 = 9 10 11 q d 4x6 = 4x6 = 3x12 M18SHS FP = 4x6 = 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.69 Vert(LL) -0.35 17-18 >673 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.89 Vert(TL) -0.55 17-18 >431 240 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0.09 12 Na n/a BCDL 5.0 Code FBC2014ITP12007 Matrix -S LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.1(flat) WEBS 20 SP No.3(flat) BOT CHORD REACTIONS. (Ib/size) 22=1078/0-5-8, 12=1084/Mechanical FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-22=-1072/0, 11-12=-1077/0, 1-2=-1 10610, 2-3=-2770/0, 3-4=-3831/0,4-6=-4384/0, 6-7=-4384/0, 7-8=-4384/0, 8-9--3831/0, 9-10=-2771/0, 10-11=-1104/0 BOT CHORD 20-21=0/2085, 19-20=0/3429, 18-19=0/4207, 17-18=0/4384, 15-17-0/4207, 14-15-0/3429, 13-14=0/2087 WEBS 11-13-0/1470, 1-21-0/1428, 10-13=-1367/0, 2-21=-1362/0, 10-14=0/951, 2-20=0/953, 9-14=-915/0, 3-20=-917/0, 9-15=0/560, 3-19-0/559, 8-15=-523/0, 4-19=-522/0, 8-17=-1 56/597, 4-18=-1 56/597, 6-18=-280/23, 7-17=-280/24 Weight: 103 Ib FT = 20%F, 11%E Structural wood sheathing directly applied or 5-2-11 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 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 3x4 MT20 unless otherwise indicated. 4) Refer to girder(s) for truss to truss connections. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 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. A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0.7473 rev. 1003M15 BEFORE USE Design vaiid for use only with Mliek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the <44-4icobtlity of design parameters and properly Incorporate this design into the overall rmanent acing building design. Bracing indicated Is to buckling of Individual truss web and/or chord members only. Addtional temporary and petr MITek" prevent is always rec"red for stability and to prevent collapse with possible pems nal Injury and property damage. For general guidance regarding the ek' 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-69 and SCSI Building Component Tampa FL 33610 safety Informatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type Oty Ply PLATES GRIP TCLL 40.0 r TC 0.53 Vert(LL) -0.46 T12702389 14790TO F10 Floor 1 1 Vert(TL) -0.72 18-19 >370 240 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES Job Reference (optional) tsunamg k ornponent ouppry 0-1-8 H 130—i ID: LWyFOeg8suwgt2AUo32OuFyF1?C-_XyHZMAzbCr912dbRFXTFFgpYEuOngHMw4W R?TyA1jO 1-7-0 416 Sc�e =1:37.8 4x6 = 4x6 = 3x6 FP= 4x6 = 1.5x3 = 2 3 4 5 6 7 8 9 10 11 4x6 = 4x6 = 4x6 = 1.5x3 II 1.5x3 I) 3x12 M18SHS FP = 4x6 = 4x6 = 4x6 = 6-6-0 26 0 I1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) -0.46 18-19 >579 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.73 Vert(TL) -0.72 18-19 >370 240 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.12 12 nfa n/a BCDL 5.0 Code FBC20141TP12007 Matrix -S Weight: 115 lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP SS(flat) TOP CHORD Structural wood sheathing directly applied or 5-8-7 oc purlins, BOT CHORD 2x4 SP SS(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 24=1208/0-6-0, 12=1208/0-3-0 FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-24=-1203/0,11-12=-120310,1-2=-1255/0,2-3=-3187/0, 3-5=-4525/0,5-6=-529310, 6-7=-5529/0, 7-8=-5293/0, 8-9=-4525/0, 9-10=-3187/0, 10-11=-1255/0 BOT CHORD 22-23=0/2369, 21-22=0/3978, 20-21=0/5046, 19-20=0/5529, 18-19-0/5529, 17-18-0/5529, 15-17=0/5046,14-15--0/3978,13-14--0/2369 WEBS 11-13=0/1621, 1-23-0/1621, 10-13=-1551/0, 2-23=1 551/0, 10-14=0/1137, 2-22=0/1137, 9-14=-1100/0, 3-22=-1100/0, 9-15=0/761, 3-21=0/761, 8-15=-725/0, 5-21=-725/0, 8-17=0/515, 5-20--0(515, 7-17=-651/141, 6-20=-651/141 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 3x4 MT20 unless otherwise indicated. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 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. A WARNING- Verlry design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE 11111-7473 rev. 10/0312015 BEFORE USE Design valid for use only with MilekS connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use. the building designer must verify the appiicabltty of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fatxication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPI I Quality Cdreria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Surety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tanga, FL 33610 Job Truss Truss Type r City Ply 712702390 14790TO F11 Floor 2 1 Job Reference (optional) Building Component Supply, Jacksonville, FL - 32256, 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Dec 11 12:36:23 2017 Page 1 ID:LWyFOegBsuwgt2AUo32OuFyF1?C-ww41_2CE7p5sHMm_ZgZxKglDslaJFZYf00?Y3LyA1jM 0-1-8 ,Hi1-3-0 3x6 11 3x6 FP= 3x6 FP= 5x6 = 3x6 11 3x6 11 3x6 11 3x6 I i 2 3 4 5 6 7 8 9 10 SQ0-u1 �8 .' = 1:39.3 1.5x3 = 5x6 = 5x6 ]I 11 12 13 C9 GJ cc c, cv •� •� •• _ -- 3x4 = 3x4 = 1.5x3 11 3x4 = 3x12 M18SHS FP = 3x4 = 3x4 = 1-6 0 4-0 0 6-6-0 9-0-0 14-2-8 16-8-8 19-2-8 21-8-8 23 2-8 1-6-0 2-6-0 2 6 0 2-6-0 5-2-8 2 6-0 2-&0 0 2-6 0 1-6 0 Plate Offsets (X Y)-- [1:0-1-8,0-0-8], [2:0-3-0,Edge), [7:0-0-0,0-"j, [12:0-3-0, Edge], [13:0-3-0,Edge], [13:0-1-8,0-0-81, [14:Edge,0-1-81, [15:0-2-0, Edge], [17:0-1-12,Edge], 1200-1-8 Edgel [23:0-1-12 Edge) [25:0-2-0Edgel [26:Edge 0-1-81 Safely Information available from Truss Rate Institute, 218 N. Lee Sheet, Suite 312 Alexandria. VA 22314. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udef1 Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.29 Vert(LL) -0,47 20 >589 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.71 Vert(TL) -0.73 20 >377 240 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.14 14 n1a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix -S Weight: 151 Ib FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP SS(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 14=1263/0-3-0,26=1263/0-5-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-26=-1256/0, 13-14=-1256/0, 1-2=-1383/0, 2-3=-3505/0, 3-4=-5010/0, 4-6=-5932/0, 6-7=6252/0, 7-8=-6252/0, 8-10=-5926/0, 10-11=-5011/0, 11-12= 3505/0, 12-13=-1383/0 BOT CHORD 24-25=0/2595, 23-24=0/4388, 22-23=0/5606, 21-22=0/6252, 20-21--0/6252,19-20--0/6210, 17-19=0(5611, 16-17--0/4386,15-16--=595 WEBS 13-15-0/1786, 1-25-0/1786, 12-15=-1645/0, 2-25=-1645/0, 12-16-0/1234, 2-24-0/1235, 11-16=-1196/0, 3-24=-1197/0,11-17=01848,3-23=Q(844,10-17=-814/0, 4-23=-808/0, 10-19-0/451, 4-22=0/631, 8-19=-431/0, 6-22=-666144, 8-20=-394/550, 7-20=-2931219 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 4x6 MT20 unless otherwise indicated. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss With 3-1od (0.131" X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MA -7473 rev. 14193/7015 BEFORE USE Design for MITekG connectors. This design is based only upon parameters shown, and is for an Individual building component not N valid use only with a truss system. Before use, the building designer must verify the (4)plicabYity of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPI t Quality Criteria, OSS -89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Rate Institute, 218 N. Lee Sheet, Suite 312 Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type Oty Ply in (loc) Udefi Ud r Plate Grip DOL 1.00 T12702391 14790TO F12 Floor 1 1 Lumber DOL 1.00 BC 0.97 Vert(TL) -0.74 18-19 >347 Job Reference o tional miming componem buppry, 0-1-8 H1 1-3-0 4x6 = 1.5x3 = 4x6 = 1 2 25 jacKsonvme, PL - Oe4D , i D: LW yFOeg8suwgt2AUo32OuFyF1 ?C-06dPCODst7Dju W LA6N4Attl EeRsN_2Noc2k5coyA1 jL F� 3x6 FP= 3 4 5 6 7 0-1 8 a. = 1:36.8 4x6 = 4x6 = 1.5x3 = 8 9 10 11 4x6 = 4x6 = 3x12 M18SHS FP = 06 = 4x6 = 1.5x3 11 1.50 SP = 1.5x3 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.93 Vert(LL) -0.48 18-19 >542 360 TCDL 10.0 Lumber DOL 1.00 BC 0.97 Vert(TL) -0.74 18-19 >347 240 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.11 12 n1a n/a BCDL 5.0 Code FBC2014/fP12007 Matrix -S LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP SS(fiat) 'Except' 12-17: 2x4 SP No. 1(flat) BOT CHORD WEBS 2x4 SP No.3(flat) REACTIONS. (Ib/size) 24=1176/0-6-0,12=1176/0-3-0 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-24=-1171/0, 11-12=-1171/0, 1-2=-1218/0, 2-3= 3084/0, 3-4=-4356✓O, 4-6=-5056/0, 6-7=-5257/0, 7-8=-5057/0, 8-9--4356/0, 9-10=-3084/0, 10-11=-1218/0 BOT CHORD 22-23=0/2300, 21-22=013842, 20-21=0/4845, 19-20--0/5257,18-19--0/5257,16-18--0/5257, 15-16=0/4845, 14-15=0/3842, 13-14--W300 WEBS 11-13-0/1574, 1-23-0/1574, 10-13=-1505/0, 2-23=-1505/0, 10-14-0/1090, 2-22=0/1090, 9-14=-1054/0, 3-22=-1054/0, 9-15=0/715, 3-21=01716, 8-15=-679/0, 4-21=-679/0, 8-16=0/454, 4-20=0/453, 7-16=-555/148, 6-20=-558/149 PLATES GRIP MT20 244/190 M18SHS 244/190 26 q 11f Weight: 113 lb FT = 20%F, 11%E Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 16-18,15-16. 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 3x4 MT20 unless otherwise indicated. 4) The Fabrication Tolerance at joint 17 = 11 % 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1od (0.131" X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Q WARNING -Verify design Parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 110.7473 mv. IMMIS BEFORE USE. Design valid for use only with MlTeW connectors. This design Is Lrused only upon parameters shown, and Is for an Individual bulding component, not Q iru>ss system. Before use, the building designer must verify the af,,F­Aicot-Alty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" prevent Is always required for stability and to prevent collapse with possible personal inirey and property damage. For general guidance regarding the fab rkxitlon, storage, dellvery, erection and bracing of misses and truss systems, se.eANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Bbd. Safety irdomatlon available from Truss Plate InAtute. 218 N. Lee Street, Suite 312, Alexandrla. VA 22314. Tampa. FL 33610 Job rTruss Truss ype OtyPly 14-10 12 16 2-12 17-6 12 18-8-4 20.3-0 r 1 4 0 1-4-0 1 4-0 712702392 14790T0 F13 GABLE 1 1 4 0 1-1-0 1162 1 6-12 Plate Offsets (X Y) - [17:0-1-8 Edge], [19.0-1-8 Edgel [33:0-1-8 Edge] Job Reference (optional) tiuming component ouppry, JdGK50nV111e, rL - 04400, 0-1[8 3x4 = 1 2 3 4 34 33 32 31 3x4 = 3x4 = �.or ID:LWyFOeg8suwgt2AUo32OuFyF1?C-LUTAc4E6Pk6R8gVZEo7eyINn5FnuS7154MDCggyAljJ 0-48 Scale = 1:33.7 3x6 FP= 5 6 7 8 9 10 11 12 13 14 15 16 3x4 = 17 36 7 30 29 28 27 26 2524 23 22 21 20 19 18 3x6 FP= 3x4 = 3x4 = 1-6.12 2-10 12 4-2-12 5-6 12 6-10 12 8-2-12 9.6 12 10-10-12 12-2-12 13 6 12 14-10 12 16 2-12 17-6 12 18-8-4 20.3-0 1-6 12 1 4 0 1-4-0 1 4-0 1 4 0 13-0 1 4 0 1 4 0 1 4 0-4-0 1 4 0 4 0 1-1-0 1162 1 6-12 Plate Offsets (X Y) - [17:0-1-8 Edge], [19.0-1-8 Edgel [33:0-1-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell 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 0.04 Horz(TL) -0.00 19 n/a rVa BCDL 5.0 Code FBC2014ITP12007 Matrix -S Weight: 93 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 SP No.3(flat) 10-0-0 oc bracing: 33-34,18-19. REACTIONS. All bearings 20-3-0. (ib) - Max Grav All reactions 250 Ib or less at joint(s) 34, 18, 33, 19, 32, 31, 30, 29, 28, 27, 26, 24, 23, 22, 21, 20 FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) All plates are 1.5x3 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 10-0-0 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. A WARNING - Vedly design parameters and READ NOTES ON Ties AND kVCLUDED MTTEK REFERANCE PAGE UN -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only v.41h MITekJ connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a inns system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k Is always required tot stability and to prevent collapse with possible personal Ilkxy and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI l Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 218 N. Lee Sheet. Sulle 312, Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type Oty Ply TCLL 40.0 Plate Grip DOL 1.00 TC 0.51 r MT20 244/190 TCDL 10.0 712702393 14790TO F14 Floor 1 1 WB 0.52 Horz(TL) 0.05 9 rya n/a BCDL 5.0 Code FBC2014/TP12007 Matrix -S Job Reference o tional t waing componenr supply, dacKsorrvure, rL - azzx, 0-1-8 H 1 1-3-0� 46 = 1.5x3 = 1 2 3 18 at 1 a8 1.5x3 11 4 5 I D:LWyFOegBsuwgt2AUo32OuFyF 1 ?C-Httw1 mGMxLk9N7fxLD961jS1 B2EW wvzOXgiJIZyAtj H 6 7 Scale = 1:25.5 4x6 = 8 4x6 = 1.5x3 II 4x6 = 4-0-0 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.51 Vert(LL) -0.15 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.90 Vert(TL) -0.23 12-13 >796 240 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.05 9 rya n/a BCDL 5.0 Code FBC2014/TP12007 Matrix -S Weight: 82 lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 17=82610-5-8, 9--832/Mechanical FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-17=-822/0, 8-9=-826/0, 1-2=-824/0, 2-3=-1953(0, 3-4=-2582/0, 4-5=-2582/0, 5-6=-2502/0, 6-7=-1967/0, 7-8=-818/0 BOT CHORD 15-16-0/1543, 14-15=0/2352, 13-14=0/2582, 12-13=0/2582, 11-12-0/2370, 10-11-0/1540 WEBS 8-10=0/1090, 1-16-0/1062, 7-10=-1004/0, 2-16=-99910, 7-11=0(593, 2-15=01571, 6-11— 562/0, 3-15=554/0, 6-12=0/287, 3-14=-13/485, 5-12=-298/112 NOTES - 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 30 MT20 unless otherwise indicated. 3) Refer to girder(s) for taus to truss connections. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 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. 0 WARNING - Verily, design parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE AN -7473 rev. 10/03/2015 BEFORE USE. Design valid for use oNy with MITek® connectors. This design Is based only upon parameters shown, and Is for an kndivldual building component, not a truss system. Before use, the building designer must verily the applk:ability of design parameters and properly k%corporate this design Into the overall Bracing Indicated Is to bucking of Individual truss web and/or chord members only. Additional temporary and permanent bracing M T building design. prevent k always required for stability and to prevent collapse with possible personal Inlray and property damage. For general guidance regarding the ' "'' "e 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Cdtwio, DSB-89 and BCSI Building Component Tampa. FL 33610 Safety Information avaliable from Truss Plate Institute. 218 N. Lee Sheet, Suite 312. Alexandria. VA 22314. Job Truss Truss Type city Ply in (loc) I/defl Ud r Plate Grip DOL 1.00 T12702394 14790TO F15 Floor 4 1 Lumber DOL 1.00 BC 0.98 Vert(TL) -0.60 17-18 >401 Job Reference (optional) .. I..,. •A,.n rinn 11 17•]C•7a ]n17 Dunn 1 umaing component buppry, 0-1-8 H 1�— 4x6 = 1.5x3 = 1 24 Jar;xsUnvure, rL - Jccoo, 4x6 = 2 3 1.5x3 11 3x6 FP= 4 5 6 7 ID:LWyFOegBsuwgt2AUo32OuFyF1?C-13RIF5G_ifs0?HEBvwgLax?7wSZPfKUXmJSsH?yAt jG Z8 =1:34.3 46 = 4x6 = 1.5x3 = 8 9 10 11 25 O Y 4x6 = 4x6 = 1.5x3 11 3x12 M18SHS FP = 4x6 = 4x6 = 13-9-8 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.83 Vert(LL) -0.38 17-18 >626 360 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(TL) -0.60 17-18 >401 240 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.10 12 Na rVa BCDL 5.0 Code FBC2014ITP12007 Matrix -S LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.t(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (Ib/size) 23=1096/0-5-8,12=1096/0-5-3 FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-23---1090/0,11-12=-1 091/0,1-2=-1126/0, 2-3=-2831/0,3-4=-392310, 4-6=-0543/0, 6-7--4543(0, 7-8=-4470(0, 8-9=-3934/0, 9-10=-2828/0, 10-11=-1127/0 BOT CHORD 21-22=0/2126, 20-21=0/3506, 19-20=0/4329, 18-19-0/4543, 17-18-0/4543, 15-17-0/4345, 14-15=0/3501, 13-14=0/2127 WEBS 11-13=0/1456, 1-22-0/1454, 10-13=-1390/0, 2-22=-1390/0; 10-14=0/975, 2-21=0/981, 9-14=-937/0,3-21=-938(0,9-15=0/602, 3-20--0/580,8-15=-571/0,4-20=-56510, 8-17=-69/355,4-19=-123t562,7-17=-387/216 PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 106 lb FT = 20%F, 11%E Structural wood sheathing directly applied or 2-2-0 oc purlins, except and verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 18-19,17-18. 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 3x4 MT20 unless otherwise indicated. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3-1Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. WARNING - Vert/y design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERANCE PAGE AW 7473 rev. fM3M15 BEFORE USE. 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 kwilding designer must verify the applk:ablity of design parameters and property Incorporate this design Into the overall b ullding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addttlonal temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and tracing of musses arid truss systems, seeANSi/TPI1 Quality Criteria, DSB-89 and BCSI Buliding Component 6904 Parke East Blvd. Solely IMormaBan available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tanpa. FL 33610 Job Truss Truss Type City Ply 244/190 Weight: 107 Ib FT=20%F, 11%E 6904 Parke East Blvd. Safety Information avdlable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 712702395 14790TO F16 Floor 1 1 Job Reference o Gonal tunaing component oupply, dactcsonvnre, rL - 04400, 0-1-8 H1�0 4x6 = 1.5x3 = 4x6 = 1 2 3 24 1.5X3 11 3x6 FP= 4 5 6 7 ID:LWyFOeg8suwgt2AUo32OuFyF1?C-DG?gSRHdTz_tcRpKTeBa68XHFsyBOneh?zBPpRyA1jF Q0-u1 ., =1:34.6 4X6 = 4x6 = 1.5X3 = 8 9 10 11 25 0 V 4x6 = 4x6 = 1.5x3 11 3x12 M18SHS FP = 4x6 = 4x6 = 11-5-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Weill Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.86 Vert(LL) -0.39 17-18 >629 360 TCDL 10.0 Lumber DOL 1.00 BC 0.82 Vert(Q -0.60 17-18 >403 240 BCLL 0.0 Rep Stress Incr YES WB 0.70 HOrz(TL) 0.09 12 n/a We BCDL 5.0 Code FBC2014/TPI2007 Matrix -S LUMBER- B RACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP SS(flat) *Except* 12-16: 2x4 SP No.1(flat) BOT CHORD WEBS 2x4 SP No.3(flat) REACTIONS. (Ib/size) 23=1105/0-5-8,12=110510-7-4 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-23=-1099/0, 11-12=-1100/0, 1-2= 1136/0, 2-3=-2860/0, 3-4=-3970(0, 4-6= 4615/0, 6-7=-4615/0, 7-8=-4536/0, 8-9--3982/0, 9-10=-2857/0, 10-11=-1138/0 BOT CHORD 21-22=0/2145, 20-21=x3544, 19-20=0/4387, 18-19=0/4615, 17-18=0/4615, 15-17=0/4402, 14-15=0/3540, 13-14_0/2147 WEBS 11-13=0/1469, 1-22=0/1468, 10-13= 1403!0, 2-22=-140310,10-14=0/988, 2-21=0/994, 9-14=-950/0, 3-21=-951/0, 9-15-0/615, 3-20-0/592, 8-15=-584/0, 4-20=-581 A 8-17=-56/367, 4-19= 115/589, 7-17=-413/222 PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 107 Ib FT=20%F, 11%E Structural wood sheathing directly applied or 2-2-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 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 3x4 MT20 unless otherwise indicated. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 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. WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MrfEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for ar Individual building component, not a truss system. Before use, the building designer mast verify the applicability of design parameters and properly Incorporate it'& deslgn Into the overall NAlding design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Addiflonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Inlrny and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSI/ng1 Cully Criteria, DSI1i and BCSi Budding Component 6904 Parke East Blvd. Safety Information avdlable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply PLATES GRIP MT20 244/190 Weight: 97 lb FT=20% LUMBER- BRACING - Soley Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. TOP CHORD 2x4 SP No.2 TOP CHORD 712702396 14790TO FG01 FLOOR 1 2 Job Reference (optional Building Component Supply, Jacksonville, FL - 32256, 8.1 3o s sep 15 zU1 / m1 I OK Industries, mc. mon Dou r r 12:36;32 zu r r rnye r I D:LW yFOeg8suwgt2AUo32OuFyF 1?C-9e6Rt7Jt?aEbslyja3D2CZdicgdTsgO_SHgW uKyA1jD 1-10-8 3-7-4 4.5-10 5.2.4 4 7-0-12 8-11-4 1-10-8 1-8-12 0-1- 2 0 8-10 0 8-10 0 1- 2 1-8-12 1-10-8 2x4 11 2x4 I 3x5 = 3x8 = 1 3x8 = 2 3x5 = 3 4 5 6 4x5 11 4x5 I I THD46 Scale= 1:16.7 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.48 BC 0.83 WB 0.64 Matrix -MS DEFL. in Vert(LL) -0.08 Vert(TL) -0.12 Horz(TL) 0.01 (loc) Udeff Ud 9-10 >999 360 9-10 >841 240 7 nta n/a PLATES GRIP MT20 244/190 Weight: 97 lb FT=20% LUMBER- BRACING - Soley Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-5 oc purlins, BOT CHORD 2x6 SP No.1 except end verticals. WEBS 2x4 SP No.3 `Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 6-8,1-11,5-9,2-10: 2x4 SP No.2 REACTIONS. (lb/size) 12=3445/0-3-8, 7=3490/0-7-12 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-239010,1-2-427310, 2-3=-6489/0'3-4=-W9/0, 4-5---6489/0, 5-6=-3901/0, 6-7=-2208/0 BOT CHORD 11-12--0/281,10-11--W4273,9-10--0/6489,8-9--0/3901 WEBS 6-8=0/4207, 1-11-0(4564, 5-8=-1529/0, 2-11. 1343/0, 5-9--0/2995,2-10=0/2570 NOTES - 1) 2 -ply truss to be connected together with 1 Od (0.131'x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 20 - 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 floor live loads have been considered for this design. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 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) Use USP THD26-2 (With 16d nails into Girder & 10d nails into Truss) or equivalent at 3-11-15 from the left end to connect trusses) to front face of bottom chord, skewed 0.0 deg.to the right, sloping 0.0 deg. down. 6) Use USP THD46 (With 16d nails into Girder & 10d nails into Thus) or equivalent spaced at 4-0-0 oc max starting at 0-6-0 from the left end to 8-9-8 to connect truss(es) to back face of bottom chord. 7) Fill all nail holes Where hanger is in contact With lumber. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1074 Ib down at 4-6-0 on bottom 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 (plf) Vert: 1-6=-100, 7-12-10 Concentrated Loads (lb) Vert: 7-1077(6) 13=-1077(6) 14=1074(13) 15=-607(F) 16=-1074(B) 17_ 1074(B) A WARNING - Verily design paramefen and READ NOTES ON THIS AND INCLUDED uTTEK REFERANCE PAGE MB -7173 rev. 10173/2015 BEFORE USE Design vdid for use only with MITek® connectors. This design Is based only upon parameters shown. and Is for an Individual txtNding component not a truss system. Before use, the building designer must verity the opplk:abilty of design parameters and properly Incorporate Bits design Into the overall buhding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chard members only. Additional temporary and permanent bracing T Mi Tek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/1PI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Soley Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type Oty Ply DEFL. in (loc) 1/defl Ud PLATES GRIP • Plate Grip DOL T12702397 14790TO FG02 FLOOR 1 2 Job Reference (optional) Building Component Supply, Jacksonville, FL - 32256, 8.130 s Sep 15 20i7 MiTek ek industries, Inc. noon Dec 1 i 12:36:34 20i7 rage r ID:LWyFOeg8suwgt2AUo32OuFyF1?C-61 EBIpK7XBUJ5265iTGW H_i6VTPEKkYGwb9dyDyAljB 3-5-8 3-5-8 1 4x5 = 2 2x4 11 Srale = 1:9.4 THD46 2x4 it LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.20 Vert(LL) -0.01 3-4 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.43 Vert(TL) -0.02 3-4 >9% 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix -MP Weight: 39 Ib FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-8 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=542/Mechanical, 3=628/Mechanical FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Use USP THD46 (With 16d nails into Girder & 10d nails into Truss) or equivalent at 1-10-12 from the left end to connect truss(es) to back face of bottom chord. 6) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pig Vert: 1-2=-100, 3-4=-10 Concentrated Loads (lb) Vert: 5-822(13) Q WARNING - Verily design parameters and READ NOTES ON THIS AND WCLUDED ANTEK REFERANCE PAGE AW7473 rev. 10103/2015 BEFORE USE Design vaiid for use only with MlTek0 connectors. This design Is based only upon parameters shown, and Is for an Individual Wilding component,[' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall Is building design. Bractg Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always recored for stability and to prevent collapse with possible personal troy and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSI/TPiI Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Sidle 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 2-1-12 4-7.12 61.12 8-0-0 160-0 12-7-72 14-7-72 76.1.12 111.1-12 2638 712702398 14790TO FG03 FLOOR 1 2 Job Reference (optional) Building Component Supply, Jacksonville, FL - 32256, 8.13u s Sep 17 2Ul N MI I BK MOU501e5, Int;. Mon um I I n oU5 c0 r 1 rage i ID:LWyFOeg8suwgt2AU032OuFyF 1 ?C-aDoZV9Ll I Vc9jChIGBnlpBFEntes316O8FvAUtyA1jA 7.1.12 8-1-12 9-1-12 10-1.12 2.1-12 4-1-12 6-1.12 8-0-0 B 1600 12-1-12 14-1-12 16-1-12 1&1.12 20-3-8 2.1.12 z6o z -o-0 0-1-42 6104 2 6104 200 260 2-60 21. z-1-12 6104 61-12 0-104 0-1.12 Scale = 1:34.4 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 64 = 2x4 II 2x4 11 10 ill 2x4 11 6x10 = THD26-2 20 11 REACTIONS. (Ib/size) 22=1226/0-5-8,12=1517/0-5-8 FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-22=-1173/0, 1-2= 2096/0, 2-3=-3802/0, 3-4=-4993/0, 4-5=-6123/0, 5-6=-6123/0, 6-7-612310,7-8---6427/0,8-9=-591810, 9.10=-5048/0, 10-11=-2759/0,11-12=-1379/0 BOT CHORD 20-21=0/2096, 19-20=0/3802, 18-19=0/5091, 17-18-0/6123, 16-17=0/6427, 15-16-0/5978, 14-15=0/5065,13-14--0/2759 WEBS 11-13-0/2877, 1-21-0/2265, 10-13=-1282/0, 2-21=-1067/0, 10-14=0/2538, 2-20=0/1924, 9-14= 664/0, 3-20= 843/0, 9-15=0/998, 3-19=0/1343, 8-15=-433(0, 4-19=-705/0, 8-16=0/506, 4-18=0/1474, 5-18=-393/0, 7-17=-774/184 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 D-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0.9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) All plates are 4x5 MT20 unless otherwise indicated. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Use USP THD26-2 (With 16d nails into Girder 8 1 Od nails into Truss) or equivalent at 15-6-0 from the left and to connect truss(es) to back face of bottom chord. 7) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 1-11=-100, 12-22=-10 Concentrated Loads (lb) Vert: 23=-543(6) A WARNING - Verily design parameters anal READ NOTES ON TMS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/0312015 BEFORE USE 7-1-12 B-1-129-1.12 10-1.12 2-1-12 4-7.12 61.12 8-0-0 160-0 12-7-72 14-7-72 76.1.12 111.1-12 2638 z-1-12 zero 260 0-11-12 6704 2 ANA z-00 z4)-0 20-0 a1-tz 0-10-4 o-1-120-104 0-1-12 Plate Offsets (X Y)-- 115-0-5-00-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdett Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.42 Vert(LL) -0.33 16-17 >727 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.85 Vert(TL) -0.51 16-17 >469 240 BCLL 0.0 Rep Stress Incr NO WB 0.68 Horz(TL) 0.05 12 n/a n/a BCDL 5.0 Code FBC2014l1•PI2007 Matrix -MS Weight: 203 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-7 oc purlins, BOT CHORD 2x4 SP No.1 'Except' except end verticals. 12-15: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 22=1226/0-5-8,12=1517/0-5-8 FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-22=-1173/0, 1-2= 2096/0, 2-3=-3802/0, 3-4=-4993/0, 4-5=-6123/0, 5-6=-6123/0, 6-7-612310,7-8---6427/0,8-9=-591810, 9.10=-5048/0, 10-11=-2759/0,11-12=-1379/0 BOT CHORD 20-21=0/2096, 19-20=0/3802, 18-19=0/5091, 17-18-0/6123, 16-17=0/6427, 15-16-0/5978, 14-15=0/5065,13-14--0/2759 WEBS 11-13-0/2877, 1-21-0/2265, 10-13=-1282/0, 2-21=-1067/0, 10-14=0/2538, 2-20=0/1924, 9-14= 664/0, 3-20= 843/0, 9-15=0/998, 3-19=0/1343, 8-15=-433(0, 4-19=-705/0, 8-16=0/506, 4-18=0/1474, 5-18=-393/0, 7-17=-774/184 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 D-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0.9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) All plates are 4x5 MT20 unless otherwise indicated. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Use USP THD26-2 (With 16d nails into Girder 8 1 Od nails into Truss) or equivalent at 15-6-0 from the left and to connect truss(es) to back face of bottom chord. 7) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 1-11=-100, 12-22=-10 Concentrated Loads (lb) Vert: 23=-543(6) A WARNING - Verily design parameters anal READ NOTES ON TMS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/0312015 BEFORE USE M Design valid for use only with MI tekJ connectors. This design Isbased only upon parameters shown, and h for an individual building component, not a tnrss system. Before use, the building designer must verify the applicability of design fxxometers and property incorporate this design Into the overall building design. Bracing IrxAcated is to prevent buckling of IndNklual truss web and/or chord members only. Additional temporary and permanent bracing MiTe k Is always required for stability and to prevent collapse with possible personal knlrxy and property damage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Easf Blvd. Safety Information avaltabie from Truss Plate Institute. 218 N. Lee Street. Sulte 312, Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty Ply in (loc) Well + TOLL 40.0 Plate Grip DOL T12702399 14790TO FT01 ROOF TRUSS 11 1 360 TCDL 10.0 Lumber DOL 1.00 BC 0.35 Vert(TL) Job Reference (optional) Building Component Supply, Jacksonville, FL - 32256, 8.130 S Sep 15 2017 MI I eK industries, Inc. Mon Dec 11 12:3ti:jt 201 / Page 1 I D: LW yFOegBsuwgt2AUo32OuFyF l ?C-2QMxj V M N3pkOKM GUpul _M PnRnH6zoevZNvek 15yA1 j 9 2-8-4 1 5-4-8 0.13 F12 Scale = 1:10.1 3x4 11 �Z(4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TOLL 40.0 Plate Grip DOL 1.00 TC 0.28 Vert(LL) -0.02 5 >999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.35 Vert(TL) -0.04 5 >999 240 BOLL 0.0 Rep Stress Incr YES WB 0.01 HOrz(TL) 0.00 4 Na Na BCDL 10.0 Code FBC2014fTP12007 Matrix -AS Wind(LL) 0.02 5 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 BOT CHORD WEBS 2x6 SP No.2 REACTIONS. (Ib/size) 6=295/0-3-8, 4=295/0.5-8 Max Horz 6=-17(LC 10) Max Uplift 6=-93(LC 8), 4=-94(LC 9) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-298/215, 2-3=-297/216 BOT CHORD 5-6=-217/296, 4-5=-217/296 PLATES GRIP MT20 244/190 Weight: 19 Ib FT = 20% Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=101 mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=24f ; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C -C Extedor(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 5-1-12 zone; cantilever left exposed; end vertical left exposed; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 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 93 Ib uplift at joint 6 and 94 Ib uplift at joint 4. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Q WARNING -Verify design parameters and READ NOTES ON THIS AND BVCLUDED MREK REFERANCE PAGE 114I7473 rev. 10/03/2015 BEFORE USE. Design valld for use only with Milek® connectors. This design B based only upon parameters shown, and Is for an Individual building component, noT Is Q truss system. Before use, the building designer must verify the applicability of design parameters aril property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Sdety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Truss 14790TO J01 Building Component Supply, 0 5 1 1 -32256, 8.130 s Sep 15 2017 MiT ID:LWyFOeg8suwgt2AUo32OuFyF1 ?C- 2.9-3 2-9-3 4x5 11 Lo T12702400 Scale = 1:9.9 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 BOT CHORD SLIDER Left 2x4 SP No.3 1-6-0 REACTIONS. (Ib/size) 1=123/0-7-0, 3=62/Mechanical, 4=32/Mechanical Max Horz 1=23(LC 12) Max Uplift 1=-7(LC 12), 3=-20(LC 12) Max Grav 1=123(LC 1), 3=62(LC 1), 4--41 (LC 3) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 2-9-3 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) OTES1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=101mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=24ft; eave=4tt; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C -C Comer(3) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 Ib uplift at joint 1 and 20 Ib uplift at joint 3. A WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED WIFIC REFERANCE PAGE AW7473 rev. N►D3MI S BEFORE USE. r - a truss system. Before use, the building designer Must verify the of-4AIcoblity of design parametersand property incorporate this design Into the overall individual truss chord only. Additional temporary and permanent bracing M 'e k LOADING (pst) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 j Vert(LL) -0.00 9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(TL) -0.00 9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 j Horz(TL) 0.00 3 n/a We BCDL 10.0 I Code FBC2014/rP12007 Matrix -MP Weight: 11 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 BOT CHORD SLIDER Left 2x4 SP No.3 1-6-0 REACTIONS. (Ib/size) 1=123/0-7-0, 3=62/Mechanical, 4=32/Mechanical Max Horz 1=23(LC 12) Max Uplift 1=-7(LC 12), 3=-20(LC 12) Max Grav 1=123(LC 1), 3=62(LC 1), 4--41 (LC 3) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 2-9-3 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) OTES1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=101mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=24ft; eave=4tt; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C -C Comer(3) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 Ib uplift at joint 1 and 20 Ib uplift at joint 3. A WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED WIFIC REFERANCE PAGE AW7473 rev. N►D3MI S BEFORE USE. Design valid for use orgy with MITek6 connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer Must verify the of-4AIcoblity of design parametersand property incorporate this design Into the overall individual truss chord only. Additional temporary and permanent bracing M 'e k building design. Bracing Indicated Is to prevent buckling of web and/or members Is always required for stability and to prevent collapse with possible personal k>Itay and property damage. For general guidance regarding the i 1�} 6904 Parke E as1 Bid. fabricatkxt storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPI l Quality Criteria, DSB-89 and BCSI Bindarl Binding Compon Tampa. FL 33610 Safely Intormallon avallable from Truss Plate Institute. 218 N. Lee Street, State 312, Alexandrla. VA 22314. ., Job 14790TO FL - 32256, T12702401 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Dec 11 12:36:38 2017 Page 1 I D:LW yFOeg8suwgt2AUo32OuFyF 1?C-_oUiSANeaQ_kagasxJKSRgtr?4tAGYYsgD7r5_yA1j7 2-0-0 2-0-0 3�w LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) -0.00 6 >999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.05 Verl TL) -0.00 6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2014/fP12007 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 2=49/Mechanical, 3=30/Mechanical, 1=79/0-5-8 Max Horz 1=24(LC 12) Max Uplift 2=-17(LC 12) Max Grav 2=49(LC 1), 3=36(LC 3), 1=79(LC 1) FORCES. (Ib) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:10.1 PLATES GRIP MT20 244/190 Weight: 7 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=101mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (directional) and C -C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 Ib uplift at joint 2. A WARNING -Verity design parameters and READ NOTES ON THIS AND NWCLUOED M/TEK REFERANCE PAGE Mit-7473 rev. 10/03/1015 BEFORE USE Design valid for use only �Mth Mllel<U connectors. TMs design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overdl buldkg design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent braGng MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informalion avrikable from Tn ss Plate insf "e. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply TC 0.08 TCDL 10.0 Lumber DOL 1.25 • BCLL 0.0 Rep Stress Incr YES T12702402 14790TO J03 Jack -Open 1 1 TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Job Reference (optional) Building Component Supply, Jacksonville, FL - 32256, 9.130 s Sep ib zut / MI I ex Industries, Inc. noon uec 11 1z:�ib:aa zui l rage i ID:LWyFOegBsuwgt2AUo32OuFyF1?C-S?14LWOGLk6bBp?3V1rh_1P?5UCp??oO3ttOdOyA1j6 2-9-0 2-9-0 3x5 11 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 TCDL 10.0 Lumber DOL 1.25 BC 0.08 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TP12007 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 2=68/Mechanical, 3=39/Mechanical, 1=108/0-5-8 Max Horz 1=32(LC 12) Max Uplift 2=-24(LC 12), 1=-2(LC 12) Max Grav 2=68(LC 1), 3=49(LC 3), 1=108(LC 1) FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. Scale = 1:11.6 DEFL. in (loc) Well Ud PLATES GRIP Ven(LL) -0.00 6 >999 240 MT20 244/190 Vert(TL) -0.01 3-6 >999 180 Horz(TL) 0.00 1 n1a n/a Weight: 10 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=101mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp B; Encl., GCpi=0.18; MW FRS (directional) and C -C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL. -1.60 plate grip DOL --1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 24 Ib uplift at joint 2 and 2 Ib uplift at joint 1. Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MI7EK REFERANCE PAGE MA -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MI lekC> connectors. this design is based only upon parameters shown, and Is for an Individual building component not a Ines system. Before use, nine building designer must verify the aLf-llcat pity of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual tees web and/or chord members only. Additional temporary and permanent bracing M iTe k Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Ines systems, seeANSUFMI Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avokc"e from Trus Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 6904 Parke East Blvd. LOADING (psf) SPACING- 2-0-0 • DEFL. in (loc) Vdefl Ud T12702403 147gOT0 J06 Jack -Open 31 i MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.37 Ved(TL) -0.16 3-6 >447 180 Job Reference (optional) Building Component Supply, Jacksonville, FL - 32256, 8.130s Sep 15 2017 MITek Industries, Inc. Mon Dec 11 12:36:40 2017 Page 1 ID:LWyFOegSsuwgt2AUo32OuFyF1?C-wBbSYsPu61 ESpzaF2kNwWFy4_uTakStglXcxAsyAlj5 6-0-0 6-0-0 3x5 ! I 6.0-0 Scale = 1:18.2 Plate Offsets (X Y)-- (1:00 0-0-11 (1.0-0-1 0-5-111 fro -2-4 0-0-141 M iTe k Is always regWred for stability and to prevent collapse wtih possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSMI I Quatily Criterla, DSB-89 and SCSI Burk ing Component 6904 Parke East Blvd. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.06 3-6 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.37 Ved(TL) -0.16 3-6 >447 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.03 1 Na n/a BCDL 10.0 Code FBC2014fTP12007 Matrix -AS Weight: 20 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 2=161 /Mechanical, 3=77/Mechanical, 1=23810-5-8 Max Horz 1=71(LC 12) Max Uplift 2= 57(LC 12), 1=-8(LC 12) Max Grav 2=161(LC 1), 3=107(LC 3), 1=238(LC 1) FORCES. (lb) -Max. Comp./MatL Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasal=101 mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 5-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 Ib uplift at joint 2 and 8 Ib uplift at joint 1. 6) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheretrock be applied directly to the bottom chord. Q WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev. laamlS BEFORE USE. Design valid for use only with MllekT connectors. ihls design is based only upon lxaramefers shown, and Is for an lndlvldual bulding cornrxxlenl, not a irrsss system. Before use, the building designer must verity the, at4.-Ik:ability, of design parameters and properly Incorporate Oils design into the overall building design. Bracing Indicated Is to prevent buckling or individual truss web and/or chord members only. Addlflonal temporary and permanent bracing M iTe k Is always regWred for stability and to prevent collapse wtih possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSMI I Quatily Criterla, DSB-89 and SCSI Burk ing Component 6904 Parke East Blvd. Safety Information available from Truss Plate trlstitute, 218 N. Lee Street, Stile 312. Alexandrla. VA 22314. Tampa. FL 33610 Job 14790TO IJ11 Truss Type Jack -Open Jacksonville, FL- 32256, Oty Ply 2 1 8.130 s Sel ID:LW yFOeg8suwgt2AUo320i 1-8-7 3x5 11 LOADING (psf) SPACING- 2-0-0CSI. DEFL. in (IJVdefl is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) -0.00 6 >999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.03 Vert(TL) -0.00 6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 rVa n/a BCDL 10.0 I Code FBC2014ITP12007 Matrix -MP i LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 2=41 /Mechanical, 3=27/Mechanical, 1=68/0-5-8 Max Harz 1=20(LC 12) Max Uplift 2=-14(LC 12), 3=-1(LC 12) Max Grav 2=41 (LC 1), 3=30(LC 3), 1 =68(LC 1) FORCES. (lb) -Max Comp./Max Ten. -All forces 250 (ib) or less except when shown. T12702404 Inc. Mon Dec 11 Scale = 1:9.4 PLATES GRIP MT20 244/190 Weight: 7 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-8-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=101 mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (directional) and C -C Exterior(2) zone;C-C for members and forces i£ MW FRS for reactions shown; Lumber DOL --1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 Ib uplift at joint 2 and 1 Ib uplift at joint 3. wARmkva - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. iaMMIS BEFORE USE Design valid for use only with Milek6 connectors. this design is based only upon parameters shown, and Is for an individual building component, not a hiss system. Before use, the bui]d]ng designer must verify the applicability of design parameters and properly Incorporate this design Into the over,] building design. Bracing Indicated Is to prevent buckling of indlvdutai truss web and/or chord members only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the 6904 Parke East Blvd. fabxicatlon, storage, delivery, erection and bracng of trusses and truss systems, seeANSVTPI I Quality Criteria, DSB-89 and BCSI Building Component Tanga, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Job Truss Truss Type City Ply TC 0.04 TCDL 10.0 Lumber DOL 1.25 •712702405 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 14790TO J12 Jack -Open 1 1 TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Job Reference (optional) Building Component Supply, Jacksonville, FL - 32256, 8.130 s Sep 15 201 / MI I ex industries, Inc. Mon Dec 11 12:36:44 2017 rage u ID:LW yFOeg8suwgt2AUo32OuFyF1?C-pyrzOESPAGlulbtOHaRth57tUVwZgG1 I D9a9JeyA1j 1 2-0-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 TCDL 10.0 Lumber DOL 1.25 BC 0.05 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TPI2007 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 2=49/Mechanical, 3=30/Mechanical, 1=80/Mechanical Max Horz 1=24(LC 12) Max Uplift 2=-17(LC 12) Max Grav 2=49(LC 1), 3=36(LC 3), 1=80(LC 1) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. Scale = 1:10.1 I m 6 DEFL. in (loc) I/deft L/d PLATES GRIP Ven(LL) -0.00 6 >999 240 MT20 244/190 Vert( L) -0.00 6 >999 180 Horz(TL) 0.00 1 rVa n/a Weight: 7 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=101mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp B; Encl., GCpi=0.18; MW FRS (directional) and C -C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL --1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide W11 fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 Ib uplift at joint 2. A WARNING- VWfy dealgn parameters mrd READ NOTES OVMZ AND INCLUDED MTEK REFERANCE PAGE Mi -7073 rev. 1010312015 BEFORE USE. Design valid for use only with MidekO connectors. This design B based only upon parameters shown, and Is for an individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members orgy. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collc>Fse with possUe personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Budding Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandra VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 712702406 14790TO J13 Jack -Open 2 1 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.11 Vert(TL) -0.01 Job Reference (013tiOrl.11 • 6. 5 2017 P 1 Building Component Supply, Jacksonville, FL - 32256, 2-9-14 2-9-14 8.130 s Sep 15 2017 MITek Industries, Inc. Mon Dec 11 12.3 .4 age ID:LWyFOeg8suwgt2AU032OuFyF1?C-HBPLcaT1 xativkSDrHy6Dlfl VvFrPjHuRpKir4yA1jO Scale = 1:11.3 2x4 11 3x6 1 2-9-14 2-9-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.01 3-6 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.11 Vert(TL) -0.01 3-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBG20141TP12007 Matrix -MP Weight: 10 Ib FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 1=11010-5-10, 2=70/Mechanical, 3=40/Mechanical Max Horz 1=31(LC 12) Max Uplift 1=-3(LC 12), 2=-23(LC 12) Max Grav 1=110(LC 1), 2=70(LC 1), 3=50(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=101mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (directional) and C -C Comer(3) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL --1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3 Ib uplift at joint 1 and 23 Ib uplift at joint 2. Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M6-7473 rev. 1 a3016 BEFORE USE. Design valid for use only with MilekU connectors. This design Is based only upon parameters shown. and Is for an Individual building component• rat a truss system. Before roe, the building designer must verify the applicability of design parameters aril properly incorporate this design Into the overail building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k Is always required for stability and to prevent collapse with possbNe personal injury and property damage. For general guidance regarding the fabrication, storage• delivery, erection and bracing of trusses and muss systems, seeANSIIM I Oualiy Cdtwla, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instifule, 218 N. Lee Sheet, Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job 14790TO Jack -Open FL -32256, Oty 12 T12702407 1 1 Job Reference (optional) 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Dec 11 12:36:48 2017 Page 1 I D: LW y FOeg8suwgt2AUo32Ou FyF1 ?C-hj4UE bVvEV FJnC BnW Q W prxHX86GGc40K8nYMR PYA1 iz 2-9-3 3x5 I Scale = 1:10.3 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 4=102/0-4-15, 2=71 /Mechanical, 3=31 /Mechanical Max Horz 4=22(LC 12) Max Uplift 4=-30(LC 12), 2=-28(LC 12), 3=-1 6(LC 12) Max Grav 4=102(LC 1), 2=71 (LC 1), 3=49(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 2-9-3 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; VuIt=130mph (3 -second gust) Vasd=101 mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C -C Comer(3) zone; cantilever left exposed; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 30 Ib uplift at joint 4, 28 Ib uplift at joint 2 and 16 Ib uplift at joint 3. WARNING - Vedly dedyn pammefers and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MR -7073 rev. 14103/2016 BEFORE USE. Design valid for use only with MlTek(D connectors. This design Is based only upon parameters shown, and Is for an Individual bulding component, not 0-3-8 0.3-8 a tnm system. Before use, the Widing designer must verify the applicabNlty of design parameters and properly incorporate this design Into the overall txdlding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 2-9-3 2-5-11 is always required for stability and to prevent collapse with possible personal kduAy and property damage. For general 9LAclaice regarding the fabrication, storage, delivery, erection and bracing of misses and truss systems, seeANSI/1PI1 QuaNty Criteria, DSB-89 and SCSI BuNding Component 6904 Parke East Blvd. - Tampa. FL 33610 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) 0.01 3-4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.12 i Vert(TL) -0.01 3-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MR Weight: 9lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 4=102/0-4-15, 2=71 /Mechanical, 3=31 /Mechanical Max Horz 4=22(LC 12) Max Uplift 4=-30(LC 12), 2=-28(LC 12), 3=-1 6(LC 12) Max Grav 4=102(LC 1), 2=71 (LC 1), 3=49(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 2-9-3 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; VuIt=130mph (3 -second gust) Vasd=101 mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C -C Comer(3) zone; cantilever left exposed; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 30 Ib uplift at joint 4, 28 Ib uplift at joint 2 and 16 Ib uplift at joint 3. WARNING - Vedly dedyn pammefers and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MR -7073 rev. 14103/2016 BEFORE USE. Design valid for use only with MlTek(D connectors. This design Is based only upon parameters shown, and Is for an Individual bulding component, not a tnm system. Before use, the Widing designer must verify the applicabNlty of design parameters and properly incorporate this design Into the overall txdlding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal kduAy and property damage. For general 9LAclaice regarding the fabrication, storage, delivery, erection and bracing of misses and truss systems, seeANSI/1PI1 QuaNty Criteria, DSB-89 and SCSI BuNding Component 6904 Parke East Blvd. Sisley Information available from Truss Plate Institute. 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type I Qty Ply (loc) Well Ud + `T12702408 TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 1479070 J22 Jack -Open 2 1 MT20 244/190 i Lumber DOL 1.25 BC 0.04 Ven(TL) -0.00 Job Reference (optional) Building Component Supply, Jacksonville, FL - 32256, 8.130 s Sep 15 2017 MITek Industries, Inc. Mon Dec 11 12:36:49 2017 Nage 1 ID:LW yFOeg8suwgt2AUo32OuFyF1 ?C-9wosRxW X?oNAOMm_471208gj6W doLXGUMRlwzryAt iy 2-0-0 2-0-0 3x6 11 Scale = 1:10.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Ven(LL) -0.00 4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.04 Ven(TL) -0.00 3-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n1a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MR Weight: 7 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 4=74/0-3-8, 2=52/Mechanical, 3=22/Mechanical Max Horz 4=22(LC 12) Max Uplift 4=-17(LC 12), 2= 23(LC 12), 3=13(!_C 12) Max Grav 4=74(LC 1), 2=52(LC 1), 3=35(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=101mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C -C Exterior(2) zone; cantilever left exposed; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL --1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 Ib uplift at joint 4, 23 Ib uplift at joint 2 and 13 Ib uplift at joint 3. 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED AR EK REFERANCE PAGE MB -7473 rev. 1OW12015 BEFORE USE. Design valid fen use only with MiTek 6% connectors. 1Ns design Is based only upon parameters shown, and Is for an Individual building component, not designer the of design and Incorporate this design Into the overall a Inns system. Before use, the building must verify applicability parameters properly building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing M ele Is always required for stability and to prevent collapse with possible personal Ir"y and property damage. For general guidance regarding the 6904 Padre East Blvd. fabrication, storage, delivery, erection and bracing of tnrsses and truss systems, seeMSIITPI I Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610 sddety Irdormabon available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Job Truss Truss Type Qty Ply 6904 Parke East Blvd. 3-0 R, 3-9-0 ` Plate Offsets (X Y)-- [1:0-0-0,0-0-11,[1:0-0-1,0-5-111,[1:0-2-4.G-0-141 712702409 14790TO J23 Jack -Open 8 1 TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.03 3-6 >999 240 MT20 244/190 TCDL 10.0 Job Reference (optional) Building Component Supply, Jacksonville, FL - 32256, 8.130 s Sep 152017 MITek Industries, Inc. Mon Dec 11 12:36:492017 Pagel ID:LWyFOegBsuwgt2AUo32OuFyF1?C-9wesRxWX?oNAOMm_471208gglWbTLXGUMRlwzryA1 iy 4-0-0 Scale = 1:14.2 3x5 ! a truss system. Before use, the building designer must verify the a"AicabYity of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k. 4-0-0 6904 Parke East Blvd. 3-0 R, 3-9-0 Soley Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Plate Offsets (X Y)-- [1:0-0-0,0-0-11,[1:0-0-1,0-5-111,[1:0-2-4.G-0-141 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.03 3-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.19 Ven(TL) -0.03 3-6 >999 180 BCLL 0.0 ' Rep Stress Iner YES WB 0.00 Horz(TL) 0.01 1 rVa n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MP Weight: 14 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 2=102/Mechanical, 3=55/Mechanical, 1=157/0-3-8 Max Horz 1=47(LC 12) Max Uplift 2=-43(LC 12), 3=-27(LC 12), 1=-43(LC 12) Max Grav 2=102(LC 1), 3=72(LC 3), 1=157(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=101mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; 13=45ft; L=241t; eave=4ft; Cat. ll; Exp B; Encl., GCpi-0.18; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 3-11-4 zone; cantilever left exposed; porch left and fight exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 Ib uplift at joint 2, 27 lb uplift at joint 3 and 43 Ib uplift at joint 1. Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MA -7473 rev. 101032015 BEFORE USE Design valid for use only with Mllek6 connectors. This design is t xised only upon porameters shown, and is for an Individual bulding component, not a truss system. Before use, the building designer must verify the a"AicabYity of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k. building design. prevent of k always rec"red for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and it= systems, seeANSi/M I Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610 Soley Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Job I Truss Truss Type I City Ply ' T12702410 14790TO J33 Jack -Open 1 I 1 Job Reference (optional) Building Component Supply, Jacksonville, FL - 32256, 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Dec 11 12:36:50 2017 Page 1 I D: LW yFOegBsuwgt2AUo32OuFyF 1 ?C-e6C EfHXgm6V 10 W KAegYHwMMsOwxe4_W db51 TV HyA1 ix 3-5-8 3-5-8 Scale = 1:13.1 3x5 'I LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) -0.01 3-6 >999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.13 Vert(TL) -0.02 3-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 2=88/Mechanical, 3=48/Mechanical, 1=136/0-5-8 Max Horz 1=41(LC 12) Max Uplift 2=-31 (LC 12), 1— 3(LC 12) Max Grav 2=88(LC 1), 3=62(LC 3), 1=136(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 12 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasal=101 mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (directional) and C -C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 3-4-12 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31 Ib uplift at joint 2 and 3 Ib uplift at joint 1. A WARNING- Vadly deaIgn parameter; and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MN -7073 rev. f &WW15 BEFORE USE. Design v<111d tot use only with MllekTj, connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the buildirxl designer must verily the ap4,41c.c Ity of design parameters and property IrK or orate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members oNy. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Infuay and property damage. For general guidance regarding the fabricaWn, storage, delivery, erection and bracing of trusses and thus systems, seeANSI/TPII Quality Criteria, DSB-89 and SCSI Butiding Component 6904 Parke East Blvd. Safety Information avaAabie from Truss Plate Institute. 218 N. Lee Sheet, Suite 312. Alexandria, VA 22314. Tampa- FL 33610 Job Truss Truss Type Ory Ply in (loc) Vdefl • TCLL 20.0 Plate Grip DOL 712702411 14790TO T01 Half Hip Girder 5 1 240 TCDL 10.0 Lumber DOL 1.25 BC 0.89 Vert(TL) Job Reference (optional) Building Component Supply, Jacksonville, FL - 32256, 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Dec 11 12:36:52 2017 Page 1 I D:LW yFOeg8suwgt2AUo32OuFyF1?C-aVK?4zYOHjll FpUZI FalOnSAAkRAYtlw2PW aaAyA1 iv 2-0-0 6-0.0 Scale = 1:11.5 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.12 4-5 >605 240 TCDL 10.0 Lumber DOL 1.25 BC 0.89 Vert(TL) -0.29 4-5 >243 180 BCLL 0.0 ' Rep Stress Incr NO WB0.05 Horz(TL) 0.15 3 nta n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Lett: 2x4 SP No.3 REACTIONS. (Ib/size) 3=118/Mechanical, 4=134/Mechanical, 1=253/0-5-8 Max Horz 1=24(LC 8) Max Uplift 3=-55(LC 4), 4=-5(LC 5), 1= 33(1-C 8) Max Grav 3=118(LC 1), 4=143(LC 3), 1=253(LC 1) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-254!79 PLATES GRIP MT20 244/190 Weight: 21 Ib FT = 20% 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. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=101mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 55 Ib uplift at joint 3, 5 Ib uplift at joint 4 and 33 Ib uplift at joint 1. 8) "NAILED" indicates 3-1Od (0.148'x3") or 3-12d (0.148"x3.25') toe -nails per NDS guidlines. 9) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 43 Ib down and 63 Ib up at 2-0-0 on top chord, and 21 Ib down and 10 Ib up at 2-2-2 on bottom chord. The desigrVselection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-00, 2-3=60, 4-6=20 Concentrated Loads (Ib) Vert: 5=-20(B) 10=10(8) --i -- WARNING - Vodfy design perernetws and READ NOTES ON TINS AND MCLUDED MrrEK REFERANCE PAGE MII.7473 rev. 1&08/1015 BEFORE USE. �� 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 M iTe k' Is always required for stabllly and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systerns, seeANSI/TPI I Quality Criteria, DSB-99 and SCSI Building Component 6904 Parke East Blvd. Solely Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312 Alexandria. VA 22314. Tampa. FL 33610 Job 14790TO IT02 Truss Type Qty Ply Half Hip 5 1 Job Reference FL - 32256, 8.130 s Sep 15 2017 MiTek I D: L W yFOeg8suwgt2AUo32OuFyF t ?C -a\ 4-0-0 6-0-0 4-0-0 2-0-0 US - 712702412 nc. Mon Dec 11 12:36:52 2017 Pagel I FpUZI FalOnSA5kUXYtJ W 2P W aaAyA1 iv 3x5 11 Scale =1:15.5 4-0-0 6-0-0 4-0-0 Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guldonce regarding the 2-0-0 Plate Offsets (X Y)-- 11:0-0-0,0-0-11, [1:0-0-1,0-5-111, [1:0-2-0,0-0-141 Tampa, FL 33610 Salary Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.11 5-8 >645 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.68 Vert(TL) -0.25 5-8 >290 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.12 3 rVa n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Weight: 22 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 3=58/Mechanical, 4=179/Mechanical, 1=238/0-5-8 Max Horz 1=48(LC 12) Max Uplift 3=-27(LC 8), 4=-17(LC 12), 1=-17(LC 12) 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 7-10; Vult=130mph (3 -second gust) Vasd=101 mph; TCDL=5.Opsf; BCDL=5.Opst; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (directional) and C -C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-0-0, Extehor(2) 4-0-0 to 5-11-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 Ib uplift at joint 3, 17 Ib uplift at joint 4 and 17 Ib uplift at joint 1. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. A WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MU -7473 rev. 10A1 MIS BEFORE USE. Design vdld for use only with Milek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not of design parneters and properly incorporate this design into the overall a truss system. Before use, the bulking designer must verify the app licut-Alty rx building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guldonce regarding the 6904 Parke East Blvd. fabrk:afion, storage. delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610 Salary Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Job Truss Truss TypeOty _ 19-2-12 Ply 25.11-0 NAILED • 60-0 68-4 T12702413 14790TO T03 HIP GIRDER 1 2 Job Reference o tional t5waing uomponenu auppiy, itturbvnvine, rL - accav, �. ��P O F ID:LWyFOeg8suwgt2AUo320uFyF1?C-PehGKOdBiZWvzkyi6Wh9F2i158T6ySdpRKzungyAl ip 6-0-0 12-8-4 19.2-12 25-11-0 31-11-0 6-0-068.4 66-8 6-8-4 6 0 0 Scale =1:54.0 NAILED NAILED NAILED NAILED 7x10 = NAILED 5.00 F12 NAILED NAILED 2x4 II NAILED NAILED 7x10 NAILED NAILED 6x6 II 2 19 20 21 22 3 23 24 25 4 26 27 28 29 5 NAILED 18 6 0 0 12-8-4 _ 19-2-12 2x4 SP No.2 'Except` 25.11-0 NAILED BOT CHORD 60-0 68-4 668 17 1 68-4 WEDGE Plate Offsets (X Y)— f1.0-3-0 0-0-61 11:0-0-1 0-5-111 f1:0-0-0 0-0-11 6 30 31 10 32 33 34 9 35 36. 37 8 38 39 40 7 41 42 5x6 I I NAILED NAILED 2x4 II NAILED NAILED 7x10 = NAILED NAILED 6x6 = NAILED NAILED 4x5 = NAILED NAILED 5x6 II NAILED NAILED NAILED NAILED NAILED LUMBER - 6 0 0 12-8-4 _ 19-2-12 2x4 SP No.2 'Except` 25.11-0 2-4: 2x4 SP No.1 BOT CHORD 60-0 68-4 668 r 68-4 WEDGE Plate Offsets (X Y)— f1.0-3-0 0-0-61 11:0-0-1 0-5-111 f1:0-0-0 0-0-11 f2:0-4-0 0-2-41 f6:0-0-0,0-0-11,[6:0-0-1,0-5-111,[6:0-2-12,0-0-61 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -0.28 8-9 >999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -0.73 8-9 >524 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.63 Horz(TL) 0.16 6 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 'Except` 2-4: 2x4 SP No.1 BOT CHORD 2x4 SP No.1 'Except' 8-9: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (Ib/size) 1=2471/0-5-8, 6=2419/0-5-8 Max Horz 1=37(LC 24) Max Uplift 1=-327(LC 8),6=289([_C 8) PLATES GRIP MT20 244/190 Weight: 288 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4935/615, 2-3=71061884, 3-4=-7106/884, 4-5=-4495/566, 5-6=-4879/587 BOT CHORD 1-10=-520/4458, 9-10=-516/4472, 8-9=-807!7096, 7-8— 807/7096, 6-7=-091/4424 WEBS 2-10=0/413, 2-9=-32112902, 3-9=-784/268, 4-8=0/500, 4-7=-2906/342, 5-7=-45/1388 NOTES - 1) 2 -ply truss to be connected together with 1 Od (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. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=101mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ff; B=45ft; L=321t; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 327 ib uplift at joint 1 and 289 Ib uplift at joint 6. 9) "NAILED" Indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-60, 2-5=-60, 5-6=-60,11-14=-20 Q WARNNG - VWMY design parameters and READ NOTES ON THIS AND INCL UDED MITEK REFERA NCE PAGE Md -7473 rev. 1003MIS BEFORE USE Design valid for use only with MITek6 connectors. BAs design is t wised only upon lxxamelers shown, and Is for an individual building component, not a [nus system. Before use, the building designer must verity the appik--ablilly of design parameters and properly Incorpnrafe this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with porde personal k*iry and property damage. For general grAdance regarding the fabrIcatlon, storage, delivery, erection and tracing of tR15Se5 and truss systems, seeANS/TPI I CuaNly Criteria, DSB-89 and BCSI Building Component Satiny Inlarmallon available from Truss Rate Institute. 218 N. Lee Sheet, Suite 312, Alexandria. VA 22314. MiTek' 6904 Parke East Bbd. Tampa. FL 33610 Ial Qty 14790TO I T03 I HIP GIRDER T12702413 Component Supply, Jacksonville, FL - 32256, 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Dec 11 12:36:58 2017 Page 2 I D: LW y FOeg8suwgt2AUo32OuFyF 1 ?C-PehGKOdBtZW vzkyi6W h9F2i 158T6ySdpRKzungyAl ip LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 2=-101(13) 5= -101(6)10= -57(B)7= -57(B) 17=-58(B) 20=-101(8)21— 101(B)22=-101(13) 23=-101(B)24=-101(13)25=-101(6) 26=-101(6)27=-101(6) 28=-101(13) 30=-114(B) 31=-159(8) 32=-57(B) 33=-57(B) 34=-57(B) 35=-57(B) 36=-57(B) 37=-57(B) 38=-57(B) 39=-57(B) 40=-57(B) 41— 159(13)42=-114(B) A WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M&7073 rev. 10103/2015 BEFORE USE. Design valid for use only with MITekR connectors. this design is based only upon parameters shown, and Is for an Individual bolding component trot a truss system. Before rise, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall bolding design. Bracing indicated Is to Lmckling of Indlvkivai truss web and/or chord members only. Additional temporary and permanent Lxacing MiTek' prevent Is always required (or stability and to prevent collapse with possble personal k*jry and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses a" truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component Tampa. FL 33610 Safety Irdormabon available from Truss Plate Insillute. 218 N. Lee Sheet, Sulte 312. Alexandria. VA 22314. Job Truss 14790TO T04 Building Component Supply, Jacksonville, FL - Hip 8.130 s Sep 15 2017 ID:LW yFOeg8suwgt2AUo32OuFyF1 7-10-15 15-11-8 7-10-15 8-0-9 7x10 = 5.00 FIT 7x10 = 7x10 = T12702414 Scale = 1:55.9 8 7 6 5x6 11 2x4 11 7x10 = 2x4 11 5x6 11 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) V/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.22 7-8 >999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.86 Vert(TL) -0.65 7-8 >588 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.44 Horz(TL) 0.14 5 Na rVa BCDL 10.0 Code FBC2014lrP12007 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 *Except` a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 2-3,3-4: 2X4 SP SS BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 20 SP No.3 REACTIONS. (Ib/size) 1=1277/0-5-8,5=1277/0-5-8 Max Horz 1=45(LC 11) Max Uplift 1=-141(LC 12), 5-141 (LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2560/508, 2-3=-3225/668, 3-4=-3229/669, 4-5=-2560/509 BOT CHORD 1-8-409/2303, 7-8=-414/2295, 6-7=-408/2294, 5-6=-403/2302 WEBS 2-8=0/288, 2-7=-178/1138, 3-7=-569/217, 4-7=-181/1144, 4-6=0/288 PLATES GRIP MT20 244/190 Weight: Weight: 140 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc puffins (2-2-0 max): 2-4. BOT CHORD Rigid ceiling directly applied. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=101mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=321t; eave=oft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C -C Extedor(2) 0-0-0 to 3-2-5, Interior(1) 3-2-5 to 7-7-9, Exterior(2) 7-7-9 to 28-9-9, Interior(1) 28-9-9 to 31-11-0 zone;C-C for members and forces i£ MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 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 141 Ib uplift at joint 1 and 141 Ib uplift at joint 5. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. 8) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. A WARNING - VarIfy design parameters and READ NOTES ON TNIS AND INCLUDED MREK REFERANCE PAGE M9.7473 rev. 10103MIS BEFORE USE Design valid kir use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not Is a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MI rek' prevent Is always required for stability and to prevent collapse with possbNe personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing g of trusses and truss systema soeANSI/TPI l Quality Criteria, DSB49 and SCSI Building Component 6904 Parke East Blvd. safely IMarrrxdlon avaAable from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job 14790TO Truss I Truss Type T05 Hip , Qty I Ply T12702415 Component Supply, Jacksonville, FL - 32256, 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Dec 11 12:37:00 2017 Page 1 ID:LWyFOegBsuwgt2AUo32OuFyF1?C-L1 p0lieRPBmcD255DxkdKTnUoyBKQKO5ueS?siyA1 in 7-0-0 9-10-15I 15-11-8 + 22-0-1 24-11-0 31-11-0 7-0-0 2-10-15 6-0-9 6-0-9 2-10-15 7-0-0 .N,7�7 4x10 = 6x8 Scale = 1:54.9 10 9 B 5x6 11 4x10 = 6x6 = 4x10 = 5x6 I I 9-10-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.17 9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.81 Vert(TL) -0.42 9-10 >903 180 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.14 7 n1a Ma BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Weight: 151 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except BOT CHORD 2x4 SP No.2 2-0-0 oc purlins (3-6-12 max.): 3-5. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (Ib/size) 1=1277/0-5-8,7=1277/0-5-8 Max Horz 1=58(LC 11) Max Uplift 1=-141(LC 12), 7=-141 (LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2443/517, 2-3=-2244/490, 3-4=-2054/469, 4-5=-2054/469, 5-6=-2244/490, 6-7=-2443/517 BOT CHORD 1-10=-419/2177,9-10=-43312522, 8-9=-43312522, 7-8=-412/2177 WEBS 3-10=-87/610, 4-10=-658/138, 4-8=-658/138, 5-8=-87/610 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=101mph; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; 6—_35ft L=32ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (directional) and C -C Exterior(2) 0-0-0 to 3-2-5, Interior(1) 3-2-5 to 9-5-2, Exterior(2) 9-5-2 to 27-0-0, Interior(1) 27-0-0 to 31-11-0 zone;C-C for members and forces R MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 141 Ib uplift at joint 1 and 141 Ib uplift at joint 7. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. j WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M11.7473 rev. 101012015 BEFORE USE. Design valld for use only with M1Tek(O connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a inns system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. &acing Indcated Is to buckling of lndivkival truss web and/or chord members only. Additional temporary and permanent rxac:Ing MiTek' prevent is always required for stability and to prevent collapse with possible personal Injury and property damage,. for general guidance regarding the 6904 Padre East Blvd. fabrication. storage, delivery, erection and bracing of misses and muss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Job Truss Truss Type Qty Ply ' T12702416 14790TO T06 Hip 1 1 Job Reference (optional) Building Component Supply, Jacksonville, FL - 32256, 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Dec 11 12:37:02 2017 Page 1 I D:LW yFOeg8suwgt2AUo32OuFyF 1 ?C-HOwnAOghxoOKSM FU LMm5PusrvmtM uLOOMyx6wbyA1 i I 6-0-1 11-10-15 15-11-8 20-0-1 25-10-15 31-11-0 6-0-1 5-10-14 4-0-9 5-10-14 6-0-1 7x10 - 2x4 11 7x10 = Scale = 1:54.9 5x6 11 6-0-1 12 11 10 8 tf 2x4 i 4x5 = 7x10 = 4x5 = 2x4 11 5x6 I I Plate Offsets (X Y)-- [1:0-3-0,0-0-61, [1:0-0-1,0-5-111, [1:0-0-0,0-0-11, [3:0-5-13,Edge],[5:0-5-13 Edgel,[7:0-0-0,0-0-11,[7:0-0-1,0-5-111,[7:0-3-0,0-0-61 20 SP No.2 TOP CHORD Structural wood sheathing directly applied, except BOT CHORD LOADING (psf) SPACING- 2-0-0 WEBS CSI. I DEFL. in (loc) Well Ud Lett: 2x4 SP No.3, Right: 2x4 SP No.3 PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 ( Vert(LL) -0.15 10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 TOP CHORD BC 0.78 Vert(TL) -0.37 11-12 >999 180 BOT CHORD 1-12=-407/2241,11-12=-407/2241, 10-11=-311/1923,9-10=-306/1923,8-9=-402/2241. BCLL 0.0 Rep Stress Incr YES 7-8=-402/2241 WB 0.26 Horz(TL) 0.13 7 rVa n/a 3-10=-59/337 BCDL 10.0 Code FBC2014/TP12007 Matrix -AS Weight: 166 Ib FT = 20% LUMBER- BRACING - Design valid for use only with MITekV connectors. This design Is txased only upon parameters shown, (it Ki Is for an klNdual building component, rx)i TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied, except BOT CHORD 2x4 SP No.2 2-0-0 oc purlins (3-11-14 max.): 3-5. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied. WEDGE Lett: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (Ib/size) 1=1277/0-5-8,7=1277/0-5-8 Max Horz 1= 70(LC 10) Max Uplift 1=-141(LC 12), 7=-141 (LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2502/491, 2-3=-2136/466, 3-4=-2059/484, 4-5=-2059/484, 5-6=-2136/466, 6-7=-2502/491 BOT CHORD 1-12=-407/2241,11-12=-407/2241, 10-11=-311/1923,9-10=-306/1923,8-9=-402/2241. 7-8=-402/2241 WEBS 2-11=-371/108, 3-11=-5/335, 5-9=-5/335, 6-9=-371/108, 4-10=-259/107, 5-10=-59/337, 3-10=-59/337 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasal=101 mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=32ft; eave=oft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (directional) and C -C Exterior(2) 0-0-0 to 3-2-5, Interior(1) 3-2-5 to 11-7-9, Extehor(2) 11-7-9 to 24-9-9, Interior(1) 24-9-9 to 31-11-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed tot a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 141 Ib uplift at joint 1 and 141 Ib uplift at joint 7. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. WARNING. Verl/y design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M11-7473 rev. 10i91r2015 BEFORE USE. Design valid for use only with MITekV connectors. This design Is txased only upon parameters shown, (it Ki Is for an klNdual building component, rx)i oplk:atAII-y of design parametersand pioporly f corporate this design into the overall a trM system. Bef re use, the Ixillding designer must verify thel:y bulking design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord mernbers only. Additional temporary and permanent tracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and tracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Tampa. FL 33610 Safey Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job 14790TO 1707 Truss Type Hip Qty T12702417 Building Component Supply, Jacksonville, FL - 32256, 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Dec 11 12:37:03 2017 Page 1 I D: L W yFOegBsuwgt2AUo32OuFyF 1 ?C-IcU9NjhJ i68B4Vggv3HKy5P?n9EJdkoYachfT 1 yA1 ik 7-0-1 13-10-15 18-0-1 a 24-10-15 31-11-0 7-0-1 6-10-14 4-1-2 6-10-14 7-0-1 7x10 = 6x8 1 1-- Scale = 1:54.9 REACTIONS. (Ib/size) 1=1277/0-5-8,6=1277/0-5-8 Max Horz 1=-83(LC 10) Max Uplift 1=-141(LC 12), 6=-141(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2490/476, 2-3=-1970/437, 3-4=-1718/441, 4-5=-1940/433, 5-6=-2488/477 BOT CHORD 1-10=-387/2225, 9-10=-387/2225, 8-9=-264/1742, 7-8=-382/2222, 6-7=-382/2222 WEBS 2-9=-546/138, 3-9=-1 0/405, 4-8=-42/443, 5-8=-584/148 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=130mph (3 -second gust) Vasd=101 mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=32f ; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (directional) and C -C Exterior(2) 0-0-0 to 3-2-5, Interior(1) 3-2-5 to 13-7-9, Exterior(2) 13-7-9 to 23-0-0, Interior(1) 23-0-0 to 31-11-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 141 Ib uplift at joint 1 and 141 ib uplift at joint 6. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. A WARNING - Verlly dedgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR -7473 rev. 10/03/2015 BEFORE USE. Design valid for use orgy with MiTek® connectors. This design Is based only upon parameters shown. and is for an Individual building component, not a inns system. Before use, the building designer must verify the: applicability of design parameters and properly bx:cxporato this design into the overall Bracing Indicated is to b<ickling Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' building design. prevent of k always required for stability and to prevent collcpse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. sol Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. i T 1 10 9 8 7 5x6 II 2x4 11 6x6 _ 7x10 = 2x4 11 5x6 11 7-0-1 13-10-15 18-0-1 24-10-15 31-11-0 7-0-1 6-10-14 4-1-2 6-10-14 7-0-1 Plate Offsets (X Y)-- [1:0-3-0,0-G-61,[1:0-0-1.0-5-1 11 11:0-0-0,0-0-11, j3:0-5-13 Edge),16:0-3-0,0-0-61,[6:0-0-1,0-5-111,16:0-0-0,0-0-11,18:0-4-4,Edge1 LOADING (psf) SPACING- 2-0-0 i CSI. I DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 i Vert(LL) -0.15 9-10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.40 9-10 >963 180 BCLL 0.0 j Rep Stress Incr YES WB 0.57 Horz(TL) 0.13 6 rVa n/a BCDL 10.0 Code FBC2014lf P12007 Matrix -AS Weight: 159 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except BOT CHORD 2x4 SP No.2 2-0-0 oc puffins (4-4-2 max.): 3-4. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (Ib/size) 1=1277/0-5-8,6=1277/0-5-8 Max Horz 1=-83(LC 10) Max Uplift 1=-141(LC 12), 6=-141(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2490/476, 2-3=-1970/437, 3-4=-1718/441, 4-5=-1940/433, 5-6=-2488/477 BOT CHORD 1-10=-387/2225, 9-10=-387/2225, 8-9=-264/1742, 7-8=-382/2222, 6-7=-382/2222 WEBS 2-9=-546/138, 3-9=-1 0/405, 4-8=-42/443, 5-8=-584/148 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=130mph (3 -second gust) Vasd=101 mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=32f ; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (directional) and C -C Exterior(2) 0-0-0 to 3-2-5, Interior(1) 3-2-5 to 13-7-9, Exterior(2) 13-7-9 to 23-0-0, Interior(1) 23-0-0 to 31-11-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 141 Ib uplift at joint 1 and 141 ib uplift at joint 6. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. A WARNING - Verlly dedgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR -7473 rev. 10/03/2015 BEFORE USE. Design valid for use orgy with MiTek® connectors. This design Is based only upon parameters shown. and is for an Individual building component, not a inns system. Before use, the building designer must verify the: applicability of design parameters and properly bx:cxporato this design into the overall Bracing Indicated is to b<ickling Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' building design. prevent of k always required for stability and to prevent collcpse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabr1cafion, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job ITruss T12702418 14790TO IT08 I Hip Building Component Supply, Jacksonville, FL - 32256, CSI. TC 0.79 BC 0.95 WB 0.72 Matrix -AS 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Dec 11 12:37:05 2017 Page 1 LUMBER- BRACING - a li system. Before use, the txriidng designer must verify the appllcabllty, of design parameters and properly tr c<wdorafe Bels design Into the overall Indicated budding Individual truss chard members orgy. AddlAonal temporary and permanent bracing ID:LWyFOeg8suwgt2AUo32OuFyF1?C-h?cvoPiaEjOvJp_30UJo1 W UGWzs05b?g2wAmXwyA1 ii TOP CHORD Structural wood sheathing directly applied. 13.1-14 20.1-4 5.10-15 11-9-12 Ig -74.j3 - 15-0.0 16-11-0 18-9-2 9-6- 26.0-1 31-11-0 5.10.15 5-10-13 - 1-10-2 1-11-0 1 -to -2-13 5-10-15 0-9-2 0.7-1 Scale = 1:54.9 6x6 ll sxs It 5.00 F12 1.4 _ 5 6 M1 — 14 13 12 11 6x6 = 2x4 II 8x10 = 8x10 = 2x4 I 6x6 = LOADING (psi) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress incr YES Code FBC2014frP12007 CSI. TC 0.79 BC 0.95 WB 0.72 Matrix -AS DEFL. in (loc) Udefl Ud PLATES GRIP Vert(LL) -0.51 11-12 >744 240 MT20 244/190 Vert(TL) -0.80 11-12 >482 180 Horz(TL) 0.12 10 Na Na Attic -0.36 12-13 263 360 Weight: 172 Ib FT = 20% LUMBER- BRACING - a li system. Before use, the txriidng designer must verify the appllcabllty, of design parameters and properly tr c<wdorafe Bels design Into the overall Indicated budding Individual truss chard members orgy. AddlAonal temporary and permanent bracing TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied. 2-5,6-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.1 'Except' WEBS 1 Row at midpt 4-7 12-13: 2x10 SP Not WEBS 2x4 SP No.3 *Except* 3-13,4-7,8-12: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 1=1318/0-5-8,10--1318/0-5-8 Max Horz 1=-93(LC 10) Max Uplift 1=116(1_C 12), 10=-116(LC 12) MaxGrav 1=1411(LC 18), 10=1411(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2860/389, 2-3=-2482/356, 3-4=-2161/362, 7-8=-2161/362, 8-9=-2482/356, 9-10=-2860/389 BOT CHORD 1-14= 312/2647, 13-14=-314/2646, 12-13=-186/2234, 11-12= 307/2577, 10-11=-305/2578 WEBS 2-13=-661/140, 3-13---Q(582,4-16=2449/348,15-16=-2443t347. 7-15=-2449/348, 8-12=-0/582, 9-12=-661/140 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=101mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=32ft; eave=4ft; Cat. Il; Exp B; Encl., GCpl=0.18; MW FRS (directional) and C -C Extedor(2) 0-0-0 to 3-2-5, Interior(1) 3-2-5 to 15-0-0, Extedor(2) 15-0-0 to 16-11-0, Interior(1) 21-5-3 to 31-11-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). 3-4, 7-8, 4-16, 15-16, 7-15 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 12-13 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 116 Ib uplift at joint 1 and 116 Ib uplift at joint 10. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Q WARNING • Verly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE AW 7473 rev. 10M2015 BEFORE USE Deslgn vdld for use only with Mllekt connectors. This design Is txjse.d only ufxm paramefers shown, and is for an Individual buiding component, not a li system. Before use, the txriidng designer must verify the appllcabllty, of design parameters and properly tr c<wdorafe Bels design Into the overall Indicated budding Individual truss chard members orgy. AddlAonal temporary and permanent bracing M iTe k building design. Broca ng Is to prevent of web and/or Is dways required for slabillty and to prevent collapse with possible persond ibRgy and property damage. For generd guldance regarding the fabrlcaticwt storage• delivery, erection and bracing of trusses and truss systems, seeANSVTMI Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avdlc"e from It= Plate linsflhNte. 218 N. Lee Sheet. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Tris Type City Ply ID:LWyFOeg8suwgt2AUo32OuFyF1?C-eNkfD5kglKedY78R8vMG6xacunXfZYH7VEftcoyAl ig " 13 12 13-1-14 T12702419 14790TO TOO Common 2 1 5-10.13 -7- 2-9-10 2-9-10 •9- 5-10-13 ' 5-10.15 5 10.15 Plate Offsets (X Y)-- [1:0-5-11 0-0-11 [1:0-0-1 0-0-01 f5:0-3-0,0-2-41,[9:0-5-11,0-0-11,[9:0-0-1,0-0-01,[11:0-3-8,Edgel,f12:0-3-8,Edgel 0-9-2 Job Reference (optional) Building Component Supply, Jacksonville, FL - 32256, 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Dec 11 12:37:07 2017 Page 1 ID:LWyFOeg8suwgt2AUo32OuFyF1?C-eNkfD5kglKedY78R8vMG6xacunXfZYH7VEftcoyAl ig 13 12 13-1-14 20-14 5-10-15 11-9-12 1$-4-13 15-11-8 18-9-2 19-6-$ 26.0-1 31-11-0 5-10-15 5-10.13 -7- 2-9-10 2-9-10 •9- 5-10-13 ' 5-10.15 5 10.15 Plate Offsets (X Y)-- [1:0-5-11 0-0-11 [1:0-0-1 0-0-01 f5:0-3-0,0-2-41,[9:0-5-11,0-0-11,[9:0-0-1,0-0-01,[11:0-3-8,Edgel,f12:0-3-8,Edgel 0-9-2 0-7-1 Scale = 1:53.1 LOADING (psf) SPACING- 2-0-0 CSI. 5x6 = S nn� 1to 13 12 11 10 6x6 — 2x4 II 8x10 = 8x10 = 2x4 11 6x6 = 5-10-1§11-9-12 20-1-4 26-0-1 31-11-0 5 10-15 5-10-13 8-3-8 5-10-13 5 10.15 Plate Offsets (X Y)-- [1:0-5-11 0-0-11 [1:0-0-1 0-0-01 f5:0-3-0,0-2-41,[9:0-5-11,0-0-11,[9:0-0-1,0-0-01,[11:0-3-8,Edgel,f12:0-3-8,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 VeR(LL) -0.53 12-13 >729 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.96 Ven(TL) -0.81 12-13 >474 180 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.12 9 Na n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -AS Attic -0.38 11-12 253 360 Weight: 172 lb FT =20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied. 1-2,8-9: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.1 `Except' JOINTS 1 Brace at Jt(s): 14 11-12: 2x10 SP No.2 WEBS 2x4 SP No.3 'Except` 4-6,7-11,3-12:2x4 SP No.2 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 1=1318/0.5-8, 9=1318/0-5-8 Max Hoa 1=-99(LC 10) Max Uplift 1=-116(LC 12), 9=-116(LC 12) Max Grav 1=1408(LC 20), 9=1408(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2857/36012-3-2481/314, 3-4=-2160/322, 6-7=-2160/322, 7-8=-2481/314, 8-9=-2857/360 BOT CHORD 1-13=-269/2647,12-13--271/2645,11-12=-146/2232, 10-11=-271/2578,9-10=-269/2579 WEBS 4-14=-2391/310, 6-14=-2391/310, 7-11=0/583, 8-11=-669/138, 3-12-0/583, 2-12=-669/138 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=130mph (3 -second gust) Vasd=101 mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=32tt; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C -C Extedor(2) 0-0-0 to 3-2-5, Interior(1) 3-2-5 to 15-11-8, Exterior(2) 15-11-8 to 19-1-10 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Ceiling dead load (5.0 psf) on member(s). 3-4,6-7, 4-14, 6-14 6) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 11-12 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 116 Ib uplift at joint 1 and 116 Ib uplift at joint 9. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. _ A V WARNING - Verity design parameters and READ NOTES ON TMS AND INCLUDED AfTEK REFERANCE PAGE A94473 rev. IG113/2015 BEFORE USE. D sign valid for use only with MlTeK,� Gonne 1(l rs. this design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, The buiiding designer must verify the applicability of design parameters and property Incorporate this design Into the overdk building design. Btocing Indicated Is to prevent buckling of individual truss web and/or chord members only. Addltkxtal temporary and permanent bracing MiTek' Is always required for stability and to prevent cdlapse with possible personal Injury and property damage. For general guidance regarding the tabrk;atim storage, delivery, erection and bracing of Mises and truss systems, seeANSUTPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. So" Irdormallon available from Trus Plate institute. 218 N. Lee Sheet. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job ' Truss I Truss Type I Qty I Ply 14790TO I T10 I Common Job T12702420 tmponent Supply, Jacksonville, FL - 32256, 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Dec 11 12:37:09 2017 Page 1 I D: LW yF0egBsuwgt2AUo32OuFyF1 ?C-amrQenl4HyuLoQHq FK0kCMfyaal7l RZQzYB_,ghyAt ie 13-1-14 20-14 5-10-15 11-9-12 1 -4- 3 15-11-8 18-9-2 9-6- 26-0-1 30-5-8 31-11-0 5-10-15 5-10-13 -7- 2-9-10 2-9-10 -9- 5-10-13 4-5-7 1-5-8 0-9.2 0-7-1 Scale = 1:55.7 5x6 = 5.00 j 12 16 15 14 13 12 11 5x6 11 2x4 1 8x10 = 8x10 - 2x4 11 45 = 2x4 I' IN 5-10-15 11-9-12 20-1-4 26-0-7 30-5-8 31-11-0,1 5-10-15 5-1013 8-3-8 510-13 4-57 1-5-8 Plate Offsets (X Y)-- [1:0-3-0.0-0-61, [1:0-0-1,0-5-111, [1:0-0-0,0-0-11, [5:0-3-0,0-2-41, [14:0-3-8 Edge], (15:0-3-8,Edge) LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.49 15-16 >772 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.64 Vert(TL) -0.77 15-16 >493 180 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.11 11 n/a tVa BCDL 10.0 Code FBC2014fTP12007 Matrix -AS Attic -0.35 14-15 272 360 Weight: 175 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied. 2-5,5-8: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP SS *Except* JOINTS 1 Brace at Jt(s): 17 14-15: 2x10 SP No.2 WEBS 2x4 SP No.3'Except* 4-6,7-14,3-15: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 1=1312/0-5-8,11=1312/Mechanical Max Horz 1=96(LC11) Max Uplift 1=-115(LC 12), 11=-116(LC 12) Max Grav 1=1402(LC 18), 11=1404(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2842/358, 2-3=-2463/309, 3-4=-2144/319, 6-7=-2145/314, 7-8=-2462/302, 8-9=-2749/323 BOT CHORD 1-16=-288/2631,15-16=-290/2630,14-15=-1 72/2216,13-14=-266/2495,12-13=-265/2494, 11-12=-266/2434 WEBS 4-17=-2371/307, 6-17=-2371/307, 7-14=0/574, 8-14=-608/115, 3-15=0/580, 2-15=-673/139,9-11=-2972/325,9-12=0/382 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=101 mph; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; B=45ft; L=32ft; eave=4fh Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 3-2-5, Intedor(1) 3-2-5 to 15-11-8, Exterior(2) 15-11-8 to 19-1-10, Intedor(1) 30-5-8 to 31-9-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). 3-4, 6-7, 4-17, 6-17 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 14-15 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 115 Ib uplift at joint i and 116 Ib uplift at joint 11. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MUEK REFERANCE PAGE M11-7473 rev. iMM2015 BEFORE USE. Design valid for use only wlttl MITek� conrreckxs. this design is based only upon parameters shown, and Is for an k1dlNdual txiNdirlg component, clot a Taus system. Before use, the building designer mint verity the apl.-ik:abllty, of design parameters and properly incorporate this design kilo the overall building design. Bracing Indicated is to prevent buckling of Individual taus web and/or chord members only. Additional temporary and permanent txacing MiTek' Is always recored for stability and to prevent collapse with possi personal Wy and property damage. For general guidance regarcling the fabrication, storage, delivery. erection and bracing of uses and taus systems, seeANSI/TPI l Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avalloble from Truss Rate Institute, 218 N. Lee Street, Suite 312. Alexandrla, VA 22314. Tampa. FL 33610 Job I Truss Truss Type 14790TO I T11 Monopitch Girder Building LOADING (psf) 2-0-0 TCLL 20.0 Plate Grip DOL TCDL 10.0 TC 0.41 BCLL 0.0 ' 1.25 BCDL 10.0 Rep Stress Incr 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Dec 11 1 I D: LW yFOeg8suwgt2AU o32OuFyF 1 ?C-2yPor7mi2FOC PasOp 1 vzkaBD7_t 3-5-8 3-5-8 2x4 11 6x6 = SPACING- 2-0-0 CSI. Plate Grip DOL 1.25 TC 0.41 Lumber DOL 1.25 BC 0.83 Rep Stress Incr NO I WB 0.00 Code FBC2014/TPI2007 Max Uplift 1=-72(LC 8), 3=-83(LC 8) Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=832/0-5-8, 3=726/Mechanical Safely Information aval,able from Truss Plate Institute, 218 N. Lee Sheet, Sulte 312. Alexandria. VA 22314. Max Horz 1=40(LC 8) Max Uplift 1=-72(LC 8), 3=-83(LC 8) Max Grav 1=859(LC 2), 3=747(LC 2) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. lid Scale = 1:13.1 DEFL. in (loc) Vdefl Ud PLATES GRIP Vert(LL) -0.03 3-6 >999 240 MT20 244/190 Vert(TL) -0.06 3-6 >633 180 Horz(TL) 0.01 1 n/a n/a Weight: 16 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-5-1 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=101mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 72 Ib uplift at joint 1 and 83 Ib uplift at joint 3. 6) Use USP THD26 (With 16d nails into Girder & NA91D nails into Truss) or equivalent at 1-6-4 from the left end to connect truss(es) to front face of bottom 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 + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-60, 3-4=-20 Concentrated Loads (Ib) Vert: 7=-1292(F) j Q WARNING . Vertly design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERANCE PAGE M&7073 rev. 10M2015 BEFORE USE. Design valid for use only with Mllek8 connectors. this design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the b uilchng designer must verify the <4.-0k t-Alty of design parameters and properly Incorporate this design into the over., Individual truss chord members only. Additional temporary and permanent bracing MiTek balling design. Brack) Indicated Is to prevent trickling of web and/or Is always required for stability and to prevent collapse with possible personal trt)aay and property damage. For general guidance regarding the 6904 Parke East Bbd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPll Quality Criteria. DSB-89 and SCSI Building Component Tampa, FL 33610 Safely Information aval,able from Truss Plate Institute, 218 N. Lee Sheet, Sulte 312. Alexandria. VA 22314. 14790T0 T12 Roof Special Girder 1 1 T12702422 lmponent Supply, Jacksonville, FL - 32256, 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Dec 11 12:37:12 2017 Page 1 ID:LWyFOeg8suwgt2AUo32OuFyF1?C-_ LXYGoozatGvfuOPwSxRp?HU?oFPEidsfWMeHOyA1 ib 5-3-14 10-7-1115-11-8 20-5-8 24-11-8 28-5-8 31-8-4 34-11-0 5-3-14 1 5-3-13 5-3-13 4-6-0 4-6-0 3-6-0 3-2-123-2-12i 5X6 — 5.00 F12 Scale = 1:60.9 6X6 2X4 11 4X5 = 7x10 = 6x6 = 4x5 = 2X4 11 5X12 = 2X4 I I = JUS24 NAILED 5-3-14 10-7-11 15-11-8 20-5-8 24-11-8 28-5-8 , 5-t 31-8-4 34-11-0 r 5-3-14 5-3-13 5-3-13 4-6-0 4-6-0 3-6-0 1-0 0 2-2-12 3-2-12 Plate Offsets (X Y)-- (1:0-5-11,0-0-11,(1:0-0-1,0-0-01 (4:0-3-0,0-2-41,(7:0-6-8,0-3-41,[9:0-2-4,0-2-81,110:Edge 0-3-81,(11:0-3-8,0-2-121 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 LUMBER- T 0 1" SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.27 13-14 >999 240 MT20 244/190 Lumber DOL 1.25 BC 0.92 Vert(TL) -0.68 13-14 >617 180 Rep Stress Incr NO WB 0.92 Horz(TL) 0.18 10 r1/a n/a Code FBC2014ITP12007 I Matrix -MS - Weight: 197 lb FT = 20% TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 'Except' Design valid for use only with MITek'D connectors. This design Is based orgy upon parameters shown, and is for an Individual bufidlny corn fonent, not 14-15: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 7-11,9-11: 2x4 SP No.2 WEDGE MiTek' 6904 Parke East Blvd. Left: 2x4 SP No.3 Tampa. FL 33610 REACTIONS. (Ib/size) 10=2097/0-5-8, 1=1455/0-5-8 Max Horz 1=95(LC 7) Max Uplift 10=-246(LC 8), 1=-161 (LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-3-1 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2896/336, 2-3=-2597/334, 3-4=-2118/312, 4-5=-2101/315, 5-6=-2880/373, 6-7=-3907/463, 7-8=-3372/398, 8-9=-3372/398, 9-10=-2015/261 BOT CHORD 1-17=-307/2604, 16-17=-309/2604, 15-16=-246/2362, 14-15=-267/2589, 13-14=-404/3590, 12-13=-588/5090,11-12=-585/5093 WEBS 2-16=-317/80, 3-16=0/328, 3-15=-647/120, 4-15=-150/1306, 5-15=-1053/163, 5-14=-55/807,6-14=-1214/169,6-13=-53/852, 7-13=-1678/206, 7-11=-1959/292, 9-11=-450/3809 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=101 mph; TCDL=5.Opst; BCDL=5.Opsf; h=25ft; B=45ft; L=35ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 246 Ib uplift at joint 10 and 161 Ib uplift at joint 1. 7) Use USP JUS24 (With 1 O nails into Girder & 1 O nails into Truss) or equivalent at 31-11-12 from the left end to connect truss(es) to back face of bottom chord. 8) Fill all nail holes where hanger is in contact with lumber. 9) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148'X3.25') toe -nails per NDS guidlines. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED Mrl"EK REFERANCE PAGE A104473 rev. 1OX312015 BEFORE USE. Design valid for use only with MITek'D connectors. This design Is based orgy upon parameters shown, and is for an Individual bufidlny corn fonent, not a truss system. Before use., the t"Iding designer must verity the applicability of design parameters and property Incorporate Ala deskln Into the overall fringing design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance ropor Ang the MiTek' 6904 Parke East Blvd. fabrication, storage. delivery, erection and bracing of trusses and inns systems, seeANSI/TPII Quality Criteria, DSB-89 and BCS[ Building Component Tampa. FL 33610 Safety Information available from Trus Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Job T12702422 14790TO IT12 Roof Special Girder 0.130s Sep 15 2017 MI I eK Industries, Inc. Mon Uec 11 12:37:122017 Page 2 ID:LWyFOeg8suwgt2AUo32OuFyF1?C-_LXYGoozatGvfuOPwSxRp?HU?oFPEidsfWMeH0yA1 ib LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-60, 4-7=-60, 7-9=-60, 10-18= 20 Concentrated Loads (lb) Vert: 11 =-706(B) 21 =-34(B) 22=-30(B) 0 WARNING - Vedly dedgn parometen and READ NOTES ON THIS AND NNCLUDED MITEK REFERANCE PAGE MI.7473 rev. IaWW15 BEFORE USE Design valid for use only with MITek8 connectors. This design Is based only upon parameters shown, and Is for an individual building component not a Truss system. Before use., the building designer must verify the, 4: 4:41col.Alty of design parameters and properly lnc: rporate. this design Into the overall building design. Bracing indkated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' Is always required for stodAlty and to prevent collapse with possible personal inlay and property damage. For general guidance regardng the fabr Callon, storage, delivery, erection and bracing of trusses and Truss systems, seeANSM I Quality Criteria, DSB-89 and BCSI Building Con"nent 6904 Parke East Blvd Safety Irdormatlon available from Trus Rate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ; Qty Ply 7-11-13 7-11-11 5-9-0 5-9-0 7-5-8 Plate Offsets (X Y)-- [1:0-3-0,0-0-61, 11:0 -0 -1,0 -5 -ill, 11:0-0-0,0-0-11, 712702423 14790TO T13 Roof Special 1 1 DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.27 Job Reference (optional) Building Component Supply, Jacksonville, FL - 32256, 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Dec 11 12:37:14 2017 Page 1 10-11 >598 180 ID:LWyFOeg8suwgt2AUo32OuFyFi?C-xjfJhUpD6UXduCAn2t-vvQMnSbyriby96grkMuyA1 iZ 7-11-13 15-11-8 21-8-8 27-5-8 34-11-0 7-11-13 7-11-11 5-9-0 5-9-0 7-5-8 Weight: 180 Ib FT = 20% LUMBER- Scale = 1:60.8 n 6 5.00 12 7x10 = 3 11 10 9 8 6x6 = US = 6x8 = 5x8 = 7 4x5 I I 7-11-1315-11-8 21-8-8 _ 27-5-8 34-11-0 7-11-13 7-11-11 5-9-0 5-9-0 7-5-8 Plate Offsets (X Y)-- [1:0-3-0,0-0-61, 11:0 -0 -1,0 -5 -ill, 11:0-0-0,0-0-11, 17:Edge 0-3-8) f8:0-3-8,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.27 8-9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.86 Vert(TL) -0.70 10-11 >598 180 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.14 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Weight: 180 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 3-5,1-2: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 6-8: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 7=1391/0-5-8, 1=1391/0-5-8 Max Horz 1=92(LC 11) Max Uplift 7=-156(LC 12), 1=-152(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2735/459. 2-3=-2717/560, 3-4=-1981/398, 4-5=-2825/478, 5-6=-3683/588, 6-7=-1304/272 BOT CHORD 1-11=-412/2445, 10-11— 250/1770, 9-10=-39512533, 8-9=-604/3748 WEBS 2-11=-471/216, 3-10=-55/806, 4-9=-33/577, 5-8=-965/247, 6-8=-583/3692, 5-9=-1283/225, 4-10=-974/204, 3-11=-205/922 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=101mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=35ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 3-5-14, Intedor(1) 3-5-14 to 15-11-8, Exterior(2) 15-11-8 to 19-5-6, Interior(1) 27-5-8 to 34-9-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 156 Ib uplift at joint 7 and 152 Ib uplift at joint 1. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. A WARNING - VsrW design parameters and READ NOTES ON THIS AND INCLUDED MUEK REFERANCE PAGE M11-7073 rev. 1 d91201S BEFORE USE. Design valid for use orgy with MlTekV connectors. this design Is based only upon parameters shown, and Is for an Individual building component. not a truss system. Before use., the building designer must verity the afAAic abllty of deskin parameters and properly incorporate fink design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web anti/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for siatAity and to prevent collapse with possible personal 7>funy and property damage. for general guidance regarding the fabrication, storage, delivery, erection and brcK-I g of trusses card truss systems, seeANSI/TPl l Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information avdilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 I14790TO IT14 Type Roof Special . Oty I Ply T12702424 Component Supply, Jacksonville, FL - 32256, 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Dec 11 12:37:15 2017 Page 1 I D: LW yFOegBsuwgt2AUo32OuFyF 1 ?C-PwDhvggrtof U W LI_caVBRdvOK? IOR4bJLUbluLyA1 iY 7-0-1 14-0-0 17-11-0 25-5-8 30-2-4 34-11-0 r 7-0-1 6-11-15 3-71-0 7-6-8 4-8-12 4-8-12 Scale = 1:60.4 7x10 = 7x10 = 3 19 420 5x6 11 2x4 11 6x6 — 4x5 = 7x10 — 4x5 = 2x4 II BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 8=1391/0-5-8, 1=1391/0-5-8 Max Horz 1=78(LC 12) Max Uplift 8=-157(LC 12), 1 =-1 50(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2762/496, 2-3=-2169/446, 3-4=-2007/466, 4-5=-3664!724, 5-6=-3135/563, 6-7=-1879/342, 7-8=-1338/282 BOT CHORD 1-13=-486/2475,12-13=-486/2475,11-12=-35411924, 10-11=-355/2007,9-10=-342/1879 WEBS 2-13=0/251, 2-12=-635/154, 3-12=-1 7/387, 3-11=-68/321, 4-10= 317/1649, 5-10=-1752/423, 6-10=-272/1517, 6-9=-1131/259, 7-9=-401/2203 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=101 mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=35ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 3-5-14, Interior(1) 3-5-14 to 14-0-0, Exterior(2) 14-0-0 to 21-4-14, Interior(1) 21-4-14 to 25-5-8 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 157 Ib uplift at joint 8 and 150 Ib uplift at joint 1. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Q WARNWG - VwW design parameters and READ NOTES ON THIS AND INCLUDED MfrEK REFERANCE PAGE Mil -7473 rev. 10103,2015 BEFORE USE. 7-01 14-0-0 17-11-0 25-5-8 30-2-4 34-11-0 a inns system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. AdcOWonat temporary and permanent tx, x:frwl 7-0-1 6-11-15 3-11-0 7-6-8 4-8-12 4-8-12 Plate Offsets (X Y)-- 11:0-3-0,0-0-61, [1:0-0-1,0-5-111, [1:0-0-0,0-0-11, [3:0-4-4,0-2-41, 1[7:0-2-4,0-2-01, [9:0-2-4,0-2-01,[10:0-3-8,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL1.25 TC 0.70 Vert(LL) -0.22 10-11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -0.67 10-11 >621 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(TL) 0.13 8 t1/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Weight: 192 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 4-5: 20 SP SS BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 8=1391/0-5-8, 1=1391/0-5-8 Max Horz 1=78(LC 12) Max Uplift 8=-157(LC 12), 1 =-1 50(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2762/496, 2-3=-2169/446, 3-4=-2007/466, 4-5=-3664!724, 5-6=-3135/563, 6-7=-1879/342, 7-8=-1338/282 BOT CHORD 1-13=-486/2475,12-13=-486/2475,11-12=-35411924, 10-11=-355/2007,9-10=-342/1879 WEBS 2-13=0/251, 2-12=-635/154, 3-12=-1 7/387, 3-11=-68/321, 4-10= 317/1649, 5-10=-1752/423, 6-10=-272/1517, 6-9=-1131/259, 7-9=-401/2203 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=101 mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=35ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 3-5-14, Interior(1) 3-5-14 to 14-0-0, Exterior(2) 14-0-0 to 21-4-14, Interior(1) 21-4-14 to 25-5-8 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 157 Ib uplift at joint 8 and 150 Ib uplift at joint 1. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Q WARNWG - VwW design parameters and READ NOTES ON THIS AND INCLUDED MfrEK REFERANCE PAGE Mil -7473 rev. 10103,2015 BEFORE USE. Design valid tot use only with MlTeka) connectors. Ibis design is based only upon parameters shown, and is for an IndlAclual building cornfxmenL rmt a inns system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. AdcOWonat temporary and permanent tx, x:frwl M1[Tek Is always required for stability and to prevent collapse with possible personal k*jry and property damage. For general guidance regadirrtl the fatxlcatlon, storage, delivery, erection and brcKIng of trusses and tnm systems, seeANSi/TPII Quality Criteria, DSB-89 and BCSI Building Component . 6904 Parke East Blvd. Safety Informa8on available from Truss Plate institute, 218 N. Lee Street, Sulte 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty I Ply 712702425 14790TO J15 Roof Special 1 1 Job Reference (optional) Building Component Supply, Jacksonville, FL - 32256, 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Dec 11 12:37:16 2017 Page 1 I D: LW yFOegesuwgt2AUo32OuFyF t ?C-t6m36ArTe5n L7VKA910N_rRDSPewAYSSa7KrOnyA1 iX 6-0-1 12-0-0 15-11-8 19-11-0 23-5-8 : 29-2-4 34-11-0 6-0-1 5-11-15 ~ 3-11-8 3-11-8 3-6-8 5-8-12 5-8-12 Scale = 1:60.4 6.6 0 6x6 11 4x5 = 3 20 421 22 5 14 13 12 11 10 9 5x6 11 2x4 11 700 = 700 = 4x5 = 4x5 = 2x4 11 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=101 mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft L=35ft; eave=oft Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 3-5-14, Interior(1) 3-5-14 to 12-0-0, Extedor(2) 12-0-0 to 23-5-8, Interior(1) 23-5-8 to 34-9-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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.Opst on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 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 160 Ib uplift at joint 9 and 148 Ib uplift at joint 1. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 0 WARNkVG - Verily design paramefen and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MB -7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mibekffil connectors. this design Is based only upon parameters shown, and Is for an individual buidi g component rKA 6-0-1 12-0-0 19-11-0 23-5-8 29-2-4 34-11-0 MiTek' 6-0-1 5-11-15 7-11-0 3-6-8 y 58-12 58-12 Plate Offsets (X Y)-- [1:0-3-0,0-0-61, (1:0-0-1 0-5-11) [1:0-0-0,0-0-11, (8:0-2-4,0-2-01, [10:0-2-4,0-2-01, [13:0-4-0,Edgel Tanga, FL 33610 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.18 12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.89 Vert(TL) -0.55 12-13 >764 180 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.14 9 rVa rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Weight: 196 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEDGE Lett: 2x4 SP No.3 REACTIONS. (Ib/size) 9=1391/0-5-8, 1=1391/0-5-3 Max Horz 1=102(LC 12) Max Uplift 9=-160(LC 12), 1=-148(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2764/510, 2-3=-2341/468, 3-4=-2103/467, 4-5=-2253/496, 5-6=-2462/508, 6-7=-2759/548, 7-8=-1762/337, 8-9=-1336/295 BOT CHORD 1-14=-534/2481, 13-14=-534/2481, 12-13=-458/2259,11-12=-554/2782, 10-11=-337/1762 WEBS 2-13=-451/129, 3-13=-57/557, 5-12=-911705, 6-12=-791/179, 7-10=-1069/294, 8-10=-403/2101, 6-11= 615/182, 7-11=-255/1210, 4-13=-388/93 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=101 mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft L=35ft; eave=oft Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 3-5-14, Interior(1) 3-5-14 to 12-0-0, Extedor(2) 12-0-0 to 23-5-8, Interior(1) 23-5-8 to 34-9-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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.Opst on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 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 160 Ib uplift at joint 9 and 148 Ib uplift at joint 1. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 0 WARNkVG - Verily design paramefen and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MB -7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mibekffil connectors. this design Is based only upon parameters shown, and Is for an individual buidi g component rKA a truss system. Before use, the Lxiidi g designer must verify the appik:al-tlity, of design parameters and properly incorporate this design Into the overall building design. &acing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addlrional temporary and permanenf Ixacing MiTek' is always required for stability and to prevent colicpse with possible personal Ir"y and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSI/TPI i Quality Criteria, DSB-89 and BCSI ButlCing Component 6904 Parke East Blvd. Safety IMormaBon available from Truss Plate Institute. 218 N. Lee Sheet. Suite 312. Alexundffa. VA 22314. Tanga, FL 33610 Job Truss Truss Type Oty Ply 712702426 14790TO T16 Half Hip 1 1 Job Reference (optional) Building Component Supply, Jacksonville, FL - 32256, 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Dec 11 12:37:18 2017 Page 1 ID:LWyFOeg8suwgt2AUo32OuFyF1?C-pVugXsskAj 13NpTYHj2r3GXSHCl l eR811 RpyVfyA1 iV 7-0-0 10-0-0 18-4-4 26-6-12 34-11-0 7-0-0 3-0-0 i 8-4-4 8-2-8 8-4-4 Scale = 1:59.3 7x10 = 6x8 = 6x8 = 46 = 5.00 — 3 16 17 4 18 19 5 20 6 5x6 11 7x6 — 7x10 — 7x6 = 3x4 11 10-0-0 26-6-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.21 9-10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -0.57 9-10 >737 180 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.12 7 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix -AS Weight: 177 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. REACTIONS. (Ib/size) 7=1391/0-5-8, 1=1391/Mechanical Max Horz 1=121(LC 12) Max Uplift 7=-162(LC 12), 1=-145(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2705/534, 2-3=-2487/495, 3-4=-2791/547, 4-5=-2791/547, 5-6=-2010/376, 6-7=-1313/306 BOT CHORD 1-10=-579/2416, 9-10=-482/2274, 8-9=-395/2070 WEBS 3-10=-5/412, 6-8=-417/2238, 3-9=-94/587, 5-8=-921/295, 4-9=-512/211, 5-9=-177/825 NOTES - 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=101 mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=35ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (directional) and C -C Exterior(2) 0 -0 -Oto 3-5-14, Interior(1) 3-5-14 to 10-0-0, Exterior(2) 10-0-0 to 14-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 162 Ib uplift at joint 7 and 145 Ib uplift at joint 1. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. A WARNING - Vedfy dedgn pararnefers and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MR -7073 rev. fO ZW15 BEFORE USE. Design valid for use only with MITek,ff, connectors. This design is based only upon parameters shown- and Is for an Individual building component not No' a truss system. Before use, file Ixrilalng designer Must verify the applicability of design parameters and property incorporate this design into The overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always regWred for stability and to prevent collapse wtth possible personal injury and property damage. For general guidance fegardng Sne fabrication, storage. delivery. erection and bracing of trusses and truss systems, seeANSVMI Qua@ly Criteria, DSB-89 and SCSI BuNdRV Component 6904 Parke East Blvd. Safety information available from Truss Rate Institute. 218 N. Lee Sheet. Suttle 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply PLATES GRIP MT20 244/190 Weight: 174 lb FT=20% 14790T0 T17 Half Hip i 1 T12702427 BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 Job Reference (optional) Building Component Supply, Jacksonville, FL - 32256, 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Dec 11 12:37:19 2017 Page 1 I D: LWyFOeg6suwgt2AUo32OuFyF 1?C-HhSCkCtMx09w?z21rQZ4cT3iLcf3NtXuG5ZV16yA1 iU B-0-0 14-9-10 21-5 8 28-1-6 34-11-0 8-0-0 6-9-10 6-7-14 6-7-14 6-9-10 5.00 FIT Scale = 1:59.3 7x10 = 4x5 = 64 = 4x5 = 4x6 = 2 17 16 19 3 4 20 P1 5 22 6 516 I I 2x4 11 6x6 = 7x10 = 4x6 = 3x4 11 34-11-0 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.70 BC 0.86 WB 0.91 Matrix -AS DEFL. in Vert(LL) -0.26 Vert(TL) -0.69 Horz(TL) 0.15 (loc) Wall Ud 9-10 >999 240 9-10 >607 180 7 n/a r -da PLATES GRIP MT20 244/190 Weight: 174 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEDGE Left: 20 SP No.3 REACTIONS. (Ib/size) 7=1391/0-5-8, 1=1391/Mechanical Max Horz 1=96(LC 12) Max Uplift 7=-160(LC 9), 1=-148(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2699/513, 2-3=-3304/635, 3-4=-3201/595,4-5=-3201/595, 5-6=-2135/394, 6-7=-1324/295 BOT CHORD 1-11=-522/2402, 10-11=-519/2408, 9-10=-641/3319, 8-9=-394/2135 WEBS 2-11=0/269, 6-8=-438/2380, 2-10=-160/1148, 5-8=-1010/284, 3-10=-409/145, 5-9=-232/1216, 4-9=-386/151 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=130mph (3 -second gust) Vasd=101 mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft L=35ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (directional) and C -C Exterior(2) 0-0-0 to 3-5-14, Interlor(1) 3-5-14 to 8-0-0, Exterior(2) B-0-0 to 12-11-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 160 Ib uplift at joint 7 and 148 Ib uplift at joint 1. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Q WARNING - Verity design parameters and READ NOTES ON THIS AND WCLUDED MrrEK REFERANCE PAGE MR -7473 iev. 1 aWQ015 BEFORE USE. Design valid for use only with MITek� & connectors. This design Is t ascd only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the txhialng designer must verity the, irolcabllty of design parameters and property Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Indivkivat truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required tot stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the fabricatkxL storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Crtlwla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SaWy InfomnaBon avallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa. FL 33610 Job (Truss Truss Type oty Pty 712702428 14790TO T18 HALF HIP GIRDER 1 2 Job Reference (optional) Building Component Supply, Jacksonville, FL - 32256, 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Dec 11 12:37:23 2017 Page 1 I D: LW yFOeg8suwgt2AUo32OuFyF t ?C-ASijaZws_FfMTaM W 4GeOMJ EKOD1 aJghU Bj 6-0-0 11-10-7 17-7-2 23-3-14 29-0-9 _ 34-11-0 6-0-0 5-10-7 5-8-11 5-8-11 5-8-11 5-10-7 Scale = 1:59.3 NAILED NAILED NAILED NAILED NAILED NAILED NAILED 7x10 = 5.00 1 12 2x4 11 7x10 = 2x4 I 7x10 - 2x4 11 NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 2 17 18 3 19 20 21 4 22 23 24 5 25 26 27 28 6 29 30 31 7 32 33 34 35 36 3/ - 38 39 4U 41 42 43 44 41b 4b 5x6 11 NAILED NAILED 2x4 11 NAILED 7x14 MT20HS = NAILED 2x4 11 NAILED 7x14 MT20HS = NAILED 2x4 11 NAILED 4x5 = NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 6-0-0 11-10-7 17-7-2 _ 23-3-14 29-0-9 6 0-0 5-10-7 5-8-11 5-8-11 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. 5-8-11 Plate Offsets (X Y)-- (1:0-3-0 0-0-61 (1:0-0-1 0-5-11),[1:0-0-0,0-0-11,[2:0-4-4 0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.36 17 >999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.91 10-11 >457 180 BCLL 0.0 Rep Stress Incr NO W0.96 B Horz(TL) 0.20 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS i LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except` TOP CHORD 2-4: 2x4 SP No.1 BOT CHORD 2x4 SP No.1 `Except' BOT CHORD 8-10: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 8=2797/0-5-8, 1=2747/Mechanical Max Harz 1=72(LC 8) Max Uplift 8=-327(LC 8), 1=-358(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5447/670, 2-3=-7846/950, 3-4=-7846/950, 4-5=-7666/903, 5-6=-7666/903, 7-8=-308/105 BOT CHORD 1-13=-640/4945.12-13=-637/4958.11-12=-1032/8661, 10-11=-1032/8661, 9-10=-569/4853, 8-9=-569/4853 WEBS 2-13=0/374, 2-12=-347/3202, 3-12=-694/240, 4-12=-908/114, 4-11=0/416, 4-10=-1108/143, 5-10=-621/216, 6-10=-373(3134, 6-9=0/449, 6-8=-5314/623 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 346 Ib FT = 20 Structural wood sheathing directly applied or 3-7-13 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) 2 -ply truss to be connected together with 1 Od (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. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=101 mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=35ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 327 Ib uplift at joint 8 and 358 Ib uplift at joint 1. 10) "NAILED" indicates 3-10d (0.148'x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. LOAD CASE(S) Standard V WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MIF7473 ray. 10173/2015 BEFORE USE. Design valld for use ordy with Miiekg connectors. This design is based only upon parameters shown. and Is for an Individual building component, not Q irurss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chard members only. Additional temporary and permanent bracing MiTek` Is always required tot stability and to prevent collapse with possible personal Injury and property damage. For general guidance regaralrrg the fabk:atlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Butidktg Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty Pty , . T12702428 14790TO T18 HALF HIP GIRDER 1 2 Job Reference (optional) Building Component Supply, Jacksonville, FL - 32256, a.13u s Sep 1 a zui I mi i enc inausrnes, mc. rvion vet; i i i e.o r za cu r r raye c I D:LWyFOegBsuwgt2AUo32OuFyF1?C-ASijaZws_FfMTaM W 4GeOmJEKODI aJghUBjXjAtyA1 iQ LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-60,2-7=-60, B-14=-20 Concentrated Loads (lb) Vert: 2=-1 01 (F) 13=-57(F) 12=-57(F) 3=1 01 (F) 17=-101(F)18= 101(F) 20=-101(F) 21= -101(F)22= -101(F)23= 101(F)24= -101(F) 25=-101 (F) 27=-101(F) 28=-101 (F) 29=-1 01 (F) 30=-101(F) 31=-1 1 O(F) 32=-229(F) 33=-159(F) 34=-57(F) 35=-57(F) 36=-57(F) 37= -57(F)38= -57(F)39= -57(F)40= -57(F)41= -57(F) 42=-57(F)43— 57(F)44= -57(F)45= -57(F)46= -60(F) A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE AIW7473 rev. M03 IS BEFORE USE. Design valid for use only wlth Milek� � connectors. This design is hued orgy upon parameters shown, and Is for an individual building component, not at t iss system. Before use, the building designer must verity the applicability of design porameters and property incorporate ti1k design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent tracing M!Tek, Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracfng of trusses and buss systems, seeANSI/TPI l Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate fnsll"e. 218 N. Lee Street. Sul1e 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type Oty Ply PLATES GRIP MT20 244/190 Weight: 80 Ib FT = 20% LUMBER- , TOP CHORD 2x4 SP No.2 T12702429 14790TO T19 Roof Special Girder 1 2 Job Reference (optional) Building Component Supply, Jacksonville, FL - 32256, tf.13U S Aep 1 D ZV1 / MI 18K mausutes, Inc. Mon Dec, 11 1 Z:3/:Z4 ZU 1 / rage i ID:LWyFOegBsuwgt2AUo32OuFyF1?C-efFSnvxUIZnD5kxidz9FJXnd_dLO2HzdPNGGiJyA1 iP 3-10-115 6-15 9-5-9 r 3-10-11 1-8-4 3-10-11 Scale = 1:17.6 NAILED 4x5 = 3.54 F12 NAILED NAILED 4x5 THD26 BxB = 6x6 - LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014fTP12007 CSI. TC 0.32 BC 0.91 WB 0.38 Matrix -MS DEFL in Vert(LL) -0.07 Vert(TL) -0.16 Horz(TL) 0.03 (loc) Vdetl L/d 6 >999 240 6 >717 180 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 80 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-14 oc purlins. BOT CHORD 2x6 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=3044/0-6-4,4=3337/0-6-4 Max Horz 1=-12(LC 23) Max Uplift 1= 390(LC 8), 4=-407(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-7222/914, 2-3=7087/907, 3-4=-7222/914 BOT CHORD 1-6=850/6877, 5-6=-87417087, 4-5=-852/6887 WEBS 2-6=-227/2006, 3-5=-212/1910 NOTES - 1) 2 -ply truss to be connected together with 1 Od (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 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 5-3 2x4 - 2 rows staggered at 0-2-0 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 7-10; Vint=130mph (3 -second gust) Vasd=101mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=241t; eave=oft Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 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.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 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 390 Ib uplift at joint 1 and 407 Ib uplift at joint 4. 9) Use USP THD26-2 (With 16d nails into Girder & 10d nails into Truss) or equivalent at 3-6-13 from the left end to connect truss(es) to front face of bottom chord. 10) Use USP THD26 (With 16d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 5-6-1 from the left end to 7-6-1 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 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 19 Ib down at 3-9-1, and 19 Ib down at 5-8-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MR -7471 rev. /WD MI5 BEFORE USE. Design valld for use only with Milek0 connectors. Isis design is txised only upon parameters shown, and Is for an Individual bulding cornporlenl, rat a trM System. Before use, the building designer must verify the applicability of desigt parameters and properly hx:orfx)rate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal krlrry and properly damage. For general guidance regarding the fc"Icatlon, storage, delivery, erection and tracing of trusses and inks systems, see.AN3VTPI I Quality Criteria, DSR -89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply MTek' Is always regutked for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, SeeANSI/TPI l Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety IrNotmallon available from Truss Plate Insfltute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 T12702429 14790TO T19 Roof Special Girder 1 2 Job Reference (optional) building Component supply, uacxsorlvule, t -L - azZbb, a.1 sus aep 1 a Zut r Mir ea muusmes, mu. mon vec i i i z.ot.e9 ev I r raye e ID:LWyFOeg8suwgt2AUo32OuFyF1?C-efF5nvxUIZnD5kxidz9FJXnd_dL02HzdPNGGiJyAl iP LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 7-10=-20 Concentrated Loads (lb) Vert: 2=-6(B) 3=-6(B) 5=-1390(F=1371, B=-19) 14=8(B) 16=-60(F) 17=-9(B) 18=-2746(F=2727, B=-19) 19=-19(B) 20=-9(B) 21=-1371(F) Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE ME -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek6 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not to a truss system. Before use, the building designer must verify the., fptAlccrblllty of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MTek' Is always regutked for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, SeeANSI/TPI l Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety IrNotmallon available from Truss Plate Insfltute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job iTruss ' I °`y I Ply 712702430 14790TO T20 Hip Girder I 1 I 1 I Job Reference (optional) Building Component Supply, Jacksonville, FL - 32256, 8.130 s Sep 15 2017 MITek Industries, Inc. Mon Dec 11 12.37.26 2017 Page i I D: LW y F0eg8suwgt2AUo32OuFyF 1 ?C-aI NrCbzl HAI wK2551OBj0yspPR t OW 9Dwthl NnCyAt i N 3-10-0 10-1-8 16-5-020-3-0 3-10-0 6-3-8 6-3-8 3-10-0 5x6 = NAILED NAILED 4 4x10 11 NAILED 20 II NAILED NAILEDNAILED 6x12 = NAILED - NAILED 2x4 I! NAILED 4x10 II NAILED NAILED NAILED 10-0 Scale = 1:38.2 to LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014/TP12007 CSI. TC 0.97 BC 0.94 WB 0.46 Matrix -MS DEFL. in Vert(LL) 0.17 Vert(TL) -0.31 Horz(TL) 0.08 (loc) Well Ud 9-10 >999 240 9-10 >773 180 7 rUa n/a PLATES GRIP MT20 244/190 Weight: 115 Ib FT = 20% LUMBER- BRACING - Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the labrbatlon, storage, delivery, erection and bracing of tR)SSeS and truss systems, seeANSIMI Quality Criteria, DSB-89 and SCSI Building Component TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-13 oc purlins. BOT CHORD 2x4 SP No.t BOT CHORD Rigid ceiling directly applied or 6-11-13 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 1-6-0, Right 2x4 SP No.3 1-6-0 REACTIONS. (Ib/size) 1=1214/0-3-8,7=1205/0-3-8 Max Horz 1=-54(LC 6) Max Uplift 1=-503(LC 8), 7. 498(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-1969/837, 3-4=-1291/538, 4-5=-1288/536, 5-7=-1943/823 BOT CHORD 1-10=-725/1756, 9-10=-723/1754, 8-9=-710/1730, 7-8=-712/1732 WEBS 9-11=-178/429, 4-11=-190/449, 3-11=-621/290, 5-11=-621/290 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=101 mph; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; porch lett and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 503 Ib uplift at joint 1 and 498 Ib uplift at joint 7. 6) 'NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 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 + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 4-7=-60,12-18=-20 Concentrated Loads (lb) Vert: 4=-42(F) 10=-35(F) 9=-35(F) 3=-42(F) 5=42(F) 8=-35(F) 24=-42(F) 25=-42(F) 26=-42(F) 27=-42(F) 28=-42(F) 29=-89(F) 30=-35(F) 31=-35(F) 32=-35(F) 33=-35(F) 34=-35(F) 35=-89(F) A WARNING - Verily desfirn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M&7073 rev. 101032815 BEFORE USE. Design valid for use only with MITek6 connectors. this design Is based only upon parameters shown, and Is for an individual bulding component nol a truss system. Before use, the Ixdldir>4T designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing irnllcated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent Lxac:ing M iTe k Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the labrbatlon, storage, delivery, erection and bracing of tR)SSeS and truss systems, seeANSIMI Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information ovallable from Truss Plate Institute. 218 N. Lee Sheet, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job (Truss Truss Type Oty Ply T12702431 14790TO T21 Half Hip Girder 2 1 Job Reference (optional) Building Component Supply, Jacksonville, FL - 32256, 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Dec 11 12:37:28 2017 Page 1 ID:LWyFOeg8suwgt2AUo32OuFyF1?C-WOVcdH_?pnHeaLETspEBTNxMPEs8_9XDK?EUr4yA1iL 2-2-0 1 4-0-0 2-2-0 1-10-0-� 5 2x4 I1 Special 3x5 11 Scale = 1:10.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 3=53/Mechanical, 4=109/Mechanical, 1=161/0-3-8 Max Horz 1=26(LC 6) Max Uplift 3=-25(LC 4), 4=-50(LC 9), 1= 55(LC 8) 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 7-10; Vult=130mph (3 -second gust) Vasd=101 mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 25 Ib uplift at joint 3, 50 Ib uplift at joint 4 and 55 Ib uplift at joint 1. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 45 Ib down and T7 Ib up at 2-2-0 on top chord, and 22 Ib down and 4 Ib up at 2-4-2 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 4-6=-20 Concentrated Loads (lb) Vert: 5=-9(F) Q WARNING - Varf fy dedpn parameters and READ NOTES ON THIS AND k9CLUDED MrrEK REFERANCE PAGE M17.7473 rev. 1W31W 15 BEFORE USE. 0-3-0 1 1-11-0 1-10-0 Plate Offsets (X Y)-- 11:0-0-0,0-0-11, f1:0-0-1 0-5-111 [1:0-2-4,0-0-141 prevent is always required tot stat-Alty and to prevent collapse with possble personal injury and property damage. For general guidance regarding tho 6904 Parke East Blvd. f("Icatlon, storage, delivery, erection and tracing of trusses and truss systems, seeANSI/TPI i Quality Criteria, DSB-89 and BCSI Building Component LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft Ud j PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) 0.03 5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.35 Vert(TL) -0.05 5 >898 180 BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(TL) 0.03 3 rVa n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MP Weight: 15 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 3=53/Mechanical, 4=109/Mechanical, 1=161/0-3-8 Max Horz 1=26(LC 6) Max Uplift 3=-25(LC 4), 4=-50(LC 9), 1= 55(LC 8) 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 7-10; Vult=130mph (3 -second gust) Vasd=101 mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 25 Ib uplift at joint 3, 50 Ib uplift at joint 4 and 55 Ib uplift at joint 1. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 45 Ib down and T7 Ib up at 2-2-0 on top chord, and 22 Ib down and 4 Ib up at 2-4-2 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 4-6=-20 Concentrated Loads (lb) Vert: 5=-9(F) Q WARNING - Varf fy dedpn parameters and READ NOTES ON THIS AND k9CLUDED MrrEK REFERANCE PAGE M17.7473 rev. 1W31W 15 BEFORE USE. Design valid for use only with MITek® connectors. this design is based only upon parameters shown. and Is for an Individual bu lding component, not a truss system. Before use, the I:xAcling designer must verify the: applicatAlty of design parameters and properly hc:orl.>orate this design Info the overall txAding design. Bracing Indicated is to truckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent is always required tot stat-Alty and to prevent collapse with possble personal injury and property damage. For general guidance regarding tho 6904 Parke East Blvd. f("Icatlon, storage, delivery, erection and tracing of trusses and truss systems, seeANSI/TPI i Quality Criteria, DSB-89 and BCSI Building Component Tampa. FL 33610 Safety Information available from Truss Plate Institute. 218 N. Lee Sheet. Sulte 312. Nexandda. VA 22314. Job Building Truss Truss Type Qty Ply (loc) Vdefl Ud 8-12 >999 240 8-12 >999 180 5 Na n/a PLATES GRIP MT20 244/190 Weight: 101 lb FT=20ge LUMBER- BRACING - Tampa. FL 33610 TOP CHORD 2x4 SP No.2 T12702432 1 14790T0 T22 Hip Girder t 1 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 Job Referenc-------- o tona Building Component Supply, Jacksonville, FL - 32256, 8.130 s Sep 15 2017 MITek Industries, Inc. Mon Dec t t 12.37.29 2017 age ID:LWyFOeg8suwgt2AUo32OuFyF1?C-?c3_rc?daSQVBVpgQXIQ?aUTue4yjXLNZf_7OXyA1 iK 6.0-0 9-11-813-11-0 19-11.0 6-0-0 3-11-8 3-11-8 6.0-0 Scale = 1:35.6 5x6 = NAILED 3 NAILED NAILED NAILED 4x10 = NAILED 2x4 II NAILED NAILED 5x6 I I 6h6 _ — 54 11 NAILED NAILED NAILED 13-11-0 I" a LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/rP12007 CSI. TC 0.44 BC 0.89 WB 0.37 Matrix -MS DEFL. in Vert(LL) -0.09 Vert(TL) -0.24 Horz(TL) 0.07 (loc) Vdefl Ud 8-12 >999 240 8-12 >999 180 5 Na n/a PLATES GRIP MT20 244/190 Weight: 101 lb FT=20ge LUMBER- BRACING - Tampa. FL 33610 TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-5 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (Ib/size) 1=1579/0-5-8,5=1579/0-5-8 Max Horz 1=-53(LC 6) Max Uplift 1=-231(LC 8), 5-231 (LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2782/392, 2-3=12631180, 3-4=12631180'4-5=-2782/392 BOT CHORD 1-8=-313/2510, 7-8=314/2493, 6-7=-314/2493, 5-6=-313/2510 WEBS 2-8=0/402, 2-7=-344/91, 7-9=-8/472, 3-9=-19/543, 4-7=-345/91, 4-6=0/402, 2-9=-1169/181, 4-9=-1169/181 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=101 mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 231 Ib uplift at joint 1 and 231 Ib uplift at joint 5. 6) "NAILED" indicates 3-10d (0.148'x3') or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 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 + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-3=-60, 3-5=-60,10-13---20 Concentrated Loads (lb) Vert: 3=101 (B) 8=-57(B) 2=-101(B) 7=-57(B) 4=-101(B) 6= -57(B)16= -101(B)17= -101(6)18= -229(B)19= -159(8)20=-57(B) 21=-57(B) 22=-159(8) 23=-229(8) Q WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED Mrr'EK REFERANCE PAGE AM -7473 rev. 1 N0312015 BEFORE USE Design valid for use only with Milek® connectors. This design Is based only upon parameters shown, and Is for an Individual buNdIng component, not a truss system. Before use, the building designer must verity the applk:ablllty of design parameters and property trx:orporate this design Into the overall building design. Bracing indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent is always required for stability and to prevent collapse with possible personal hlpay and property damage. For generd guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and tracing of trusses and truss systems, seeANS1/TPII Quality Criteria, DSB-89 and BCSI Butidng Component Tampa. FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Sheet. Suite 312, Alexandria. VA 22314. Job Truss Truss Type City I Ply 712702433 14790T0 T23 Common 7 1 Component Supply, Jacksonville, FL - 32256, 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Dec 11 12:37:30 2017 Page 1 ID:LWyFOegBsuwgt2AUo32OuFyF1?C-TodM2yOFLPYMpfOs_EGfYoOfE2R5SOeWoJjbwzyAt iJ 4-10-8 9-11-8 15-0-8 19-11-0 4-10-8 5-1-0 5-1-0 4-10-8 5.00 F12 15 2x4 11 2 14 1 7 3x8 11 7x6 1 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 TCDL 10.0 Lumber DOL 1.25 BC 0.83 BCLL 0.0 Rep Stress incr YES WB 0.24 BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (Ib/Size) 1=797/0-5-8, 5=797/0-5-8 Max Horz 1= 53(LC 10) Max Uplift 1=-88(LC 12), 5=-88(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1509/249,2-3=-14881313,3-4=-1 506/320, 4-5=-1511/246 BOT CHORD 1-7=-180/1338, 6-7=-115/890, 5-6=-178/1340 WEBS 4-6=-251/146, 3-7=-741619, 3-6=-82/636 7x6 = 3 Scale = 1:32.6 16 2x4 11 4 17 5 d 6 4x5 3x6 11 = 19-11-0 , DEFL in (loc) Udell Ud PLATES GRIP Vert(LL) -0.28 6-7 >854 240 Mf20 2441190 Vert(TL) -0.76 6-7 >313 180 Horz(TL) 0.04 5 Na rVa Weight: 90 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied BOT CHORD Rigid ceiling directly applied. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=101mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C -C Extedor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 9-11-8, Exterior(2) 9-11-8 to 12-11-8 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 88 lb uplift at joint 1 and 88 lb uplift at joint 5. 6) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. A WARNING- Verity design parameters and READ NOTES ON TM AND INCLUDED MIlEK REFERANCE PAGE W7473 rev. 1Av201S BEFORE USE. Design valld for use only with MITekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not 1111-urss system. Before use. fit,- LxiidiW designer must verify the a*-,plk ablllty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent Lwckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication storage, dellvery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Welty InformaMon available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. N MDI, 6904 Parke East Blvd. Tampa. FL 33610 'i Job Truss Truss Type Qty Ply CSI. DEFL. in (loc) Udell L/d PLATES GRIP r 712702434 14790TO Vol Valley 1 1 TCDL 10.0 Lumber DOL 1.25 BC 0.06 Job Reference (optional) Building Component Supply, Jacksonville, FL - 32256, 8.130s Sep 15 2017 MITek Industries, Inc. Mon Dec 11 12:37:312017 Page 1 ID:LW yFOegBsuwgt2AUo32OuFyF1?C-x?AkFI0t6igDRpz2Yynu5?ZvFSyNBW JfOzTBSPyA1 it 3.1.8 2-4-3 3.1-2 3-1,5 3.10.6 6-2-9 2-4-3 0-8-15 0-0-3 0-8-15 2-4-3 0-0-3 Scale: 1'=1' 0 0 d 354 Fl2 4x5 I I 3x6 ' 3 4 3x6 2x4 2x4 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.06 Ven(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix -S Weight: 18 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=90/6-1-6, 5=90/6-1-6, 6=196/6-1-6 Max Horz 1=11(LC 11) Max Uplift 1=-15(LC 12), 5=-15(LC 12), 6=-1 1 (LC 12) 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 7-10; Vult=130mph (3 -second gust) Vasd=101 mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C -C Exterior(2) 0-9-1 to 2-4-3, Intedor(1) 2-4-3 to 3-1-5, Exterior(2) 3-1-5 to 3-10-6 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15 Ib uplift at joint 1, 15 Ib uplift at joint 5 and 11 Ib uplift at joint 6. Q WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MS -7473 rev. 1&03,2015 BEFORE USE. Design valid for use only with Wek,N connectors. This design B txrmed only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer mast verify the applIcat-Alty of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent budding of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, deilvery, erection and bracing of trusses and truss systems, seeANSVMI Quality Criteria, DSB-49 and BCSI Buildng Component 6904 Parke East Blvd. Surety Information available from Trtffi Plate Institute. 218 N. Lee Sheet, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Truss 14790TO IV03 Truss Type GABLE 2i 0 T12702436 Jing Component Supply, Jacksonville, FL - 32256, 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Dec 11 12:37:34 2017 Page 1 ID:LWyFOegesuwgt2AUo32OuFyF1?C-LastuK3mOd2olGidD4LbieBP1 f_ 00tu6jxho3kyA1 iF 1 10 2 1-11 11 7-2-0 12-4-5 1215114 14.4-0 1-10.2 0-1-95-2-5 5.2-5 01-9 1.10-2 Scale = 1:22.6 TRUSS DESIGNED FOR WIND LOADS IN THE PLANE 5x6 = OF THE TRUSS ONLY. FOR STUDS EXPOSED TO WIND (NORMAL TO THE FACE), SEE STANDARD INDUSTRY 4 GABLE END DETAILS AS APPLICABLE, OR CONSULT r711 lAl IFIFn RI III nlNr; r)FSI(.NFR AS PER ANSVfPI 1. 3x4 12 11 10 9 8 3x4 14-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0-00 7 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix -S Weight: 47 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 14-4-0. (lb) - Max Horz 1=30(LC 11) Max Uplift All uplift 100 Ib or less atjoint(s) 1, 7, 11, 12, 9, 8 Max Grav All reactions 250 Ib or less at joints) 1, 7, 10, 11, 12, 9, 8 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 7-10; Vult=130mph (3 -second gust) Vasal=101 mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (directional) and C -C Extedor(2) 1-7-2 to 4.6-0, Interior(1) 4-&0 to 7-2-0, Exterior(2) 7-2-0 to 10-2-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 7, 11, 12, 9, 8. - - A WARNING - Vedly d"Irn parameters and READ NOTES ON TMS AND INCLUDED MTTE1r REFERANCE PAGE 11®-7473 rev. 10A)SW 1S BEFORE USE. I I Design valid for use only with MIIekq) connectors. INS design Is based only upon parameters shown. and Is for an Individual building component not W1. a truss system. Before use, the building designer mast verify the applicability of design parameters and property incorporate this design into the overall Bracing Indicated Is to buckling individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek building design. prevent of is always moored for stability and to prevent collapse with possible personal kdraY and property dame. For general guidance regarding the , 6904 Parke East Blvd. lal)dcatbn, storage, delivery, erection and tracing of trusses and truss systems, seeANSI/TPII Quality Cdtwla, DSB-89 and SCSI Bulidtng Component 1 Tampa, FL 33610 Satery UNomudlon available from Tori Plate Institute. 218 N. Lee Sheet, Supe 312, Alexandria, VA 22314. Job Building Component Supply, Jacksonville, FL - 32256, 8.130 s Sep 15 2017 MITek Industries, Inc. Mon Dec 11 12.• Truss Truss Type Qty Ply DEFL In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 712702437 14790TO VO4 GABLE 1 1 1.25 BC 0.05 Vert(TL) Na Na 999 BCLL 0.0 Job Reference (optional) . 734 2017 P 1 3 . age I D:LWyFOegesuwgt2AUo32OuFyF1?C-LastuK3mOd2olGidD4LbieBPMf_EOtw6jxho3kyA1 iF 1-10-2 1-11 11 6-10-0 11-8-5 11 9 14 13-8-0 1-10 2 0-1-9 4-10-5 4-10-5 0-1-9 1-10 2 Scale = 1:21.6 TRUSS DESIGNED FOR WIND LOADS IN THE PLANE OF THE TRUSS ONLY. FOR STUDS EXPOSED TO WIND 5x6 = (NORMAL TO THE FACE), SEE STANDARD INDUSTRY GABLE END DETAILS AS APPLICABLE, OR CONSULT QUALIFIED BUILDING DESIGNER AS PER ANSVTPI 1. 3x4 G 12 11 10 9 8 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) Na Na 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.05 Vert(TL) Na Na 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 7 Na Na BCDL 10.0 Code FBC2014/TPI2007 Matrix -S i Weight: 44 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 13-8-0. (lb) - Max Horz 1=-28(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 1, 7, 11, 12, 9, 8 Max Grav All reactions 250 Ib or less at joint(s) 1, 7, 10, 11, 12, 9, 8 FORCES. (ib) -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 7-10; Vult=130mph (3 -second gust) Vasd=101mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (directional) and C -C Extedor(2) 1-7-2 to 4-7-2, Interior(1) 4-7-2 to 6-10-0, Exterior(2) 6-10-0 to 9-10-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL. -1.60 plate grip DOL=1.60 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 7, 11, 12, 9, 8. ,A WARNING- Verify deagn permnetere and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE ANE7473 rev. 1OV32015 BEFORE USE. Design valid for use only with Mllek2l) connectors. This design Is t Kned only upon parameters shown, and Is for an Individual building component, not a tnus system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. AdAtorot temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal khkly and property damage. For general guidance regarding the fabicatlon, storoge, delivery, erection and bracing of trusses and tuts systems, seeANSI/TPI l Orality Criteria, DS8-09 and SCSI Sulli component 6904 Parke East Blvd. Safety Irdormaton avallable from Truss Plate Institute. 218 N. Lee Sheet, Sulfe 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type . Qty Ply 7 8 3 V 6 712702438 14790TO V05 Valley 1 1 4 Job Reference o tional Building Component Supply, Jacksonville, FL - 32256, 8.130 s aep 15 ZV t i Mr i tin oruruu wo, a n:. rvwi i GC 1 1 i c.w cv r weo ID:LWyFOeg8suwgt2AUo32OuFyFt?C-pmOF5g4O9xAtvQHgnnsgFrkYw3le7KxFxbRMbAyA1 iE 4-10-0 9-8-0 4-10-0 4-10-0 Scale = 1:17.5 v 0 o 5.00 F12 5 1 6 7 8 3 V 6 4 2x4 2x4 11 2x4 10 9-8-0 10 9-7-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in poc) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) n/a rVa 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.16 Vert(TL) rda rVa 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 3 n/a n1a BCDL 10.0 Code FBC2014ITP12007 Matrix -S Weight: 29 lb FT = 20°6 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1=144/9-6-13, 3=144/9-6-13,4--.365t9-6-13 Max Harz 1=-22(LC10) Max Uplift 1=-22(LC 12), 3� 22(LC 12), 4=-27(LC 12) Max Grav 1=147(LC 21), 3=147(LC 22), 4=365(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 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. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=101mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. ll; Exp B; Encl., GCpi=0.18; MW FRS (directional) and C -C Extedor(2) 0-9-1 to 3-9-1, Interior(1) 3-9-1 to 4-10-0, Exterior(2) 4-10-0 to 7-10-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3, 4. V WARNING - Verity design parameters and READ NOTES ON TMS AND INCLUDED ARTEK REFERANCE PAGE AIW 7473 rev. 10A3/20r5 BEFORE USE Design voild for use only with MITekq�%connectors. RNs design Is ixssed only upon parameters shown. and Is for an kidlvldual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and property h worrxxate this design into the overall buAalng design. Bracing Indicated is to prevent buckling of it dK4dud miss web and/or chord members only. Additional temporary and permanent bracing MiTe k Is always recidred for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the fabricatkin, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPII Quality Criteria. DSB-89 and SCSI Building Component 6904 Parke East Blvd, Safety IMormallon available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa. FL 33610 JobTruss Truss Type it ; Qty Ply 712702439 14790TO V06 Valley 1 1 _ Job Reference (optional) Building Component Supply, Jacksonville, FL - 32256, 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Dec 11 12:37:36 2017 Page 1 ID:LWyF0eg8suwgt2AUo32OuFyF1?C-Hy_dJ040wFIWXasOKVN3o3Gd5Talsnv0AFAv7dyA1 iD IT 0 6 0 3.00 ,� 5 4 Scale = 1:12.8 2x4 11 2 3x4 % 2x4 i' 3 PLATES GRIP MT20 244/190 Weight: 21 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=223/6-10-10,3=223/6-10-10 Max Horz 1=45(LC 8) Max Uplift 1=-27(LC 8), 3= 38(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; VuIt=130mph (3 -second gust) Vasd=101mph; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (directional) and C -C Exterior(2) 1-3-0 to 4-3-0, Intedor(l) 4-3-0 to 6-9-14 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. A WARNING - Va-hy dealgn pamnretars and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE AM -7473 rev. IOIV312015 BEFORE USE Design valid for use only with MITekG connectors. This design Is based only upon parameters shown, and Is for an individual building component. not G truss system. Before use, the building designer must verify the appiicabBity of design parameters and properly incoq-rote this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web aril/of chard members only. Additk>nd temporary and permanent bracing M iTek LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) Na Na 999 TCDL 10.0 Lumber DOL 1.25 i BC 0.39 Vert(TL) Na Na 999 BCLL 0.0 Rep Stress Inch YES WB 0.00 Horz(TL) 0.00 Na Na BCDL 10.0 Code FBC2014ITP12007 Matrix -P 3 PLATES GRIP MT20 244/190 Weight: 21 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=223/6-10-10,3=223/6-10-10 Max Horz 1=45(LC 8) Max Uplift 1=-27(LC 8), 3= 38(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; VuIt=130mph (3 -second gust) Vasd=101mph; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (directional) and C -C Exterior(2) 1-3-0 to 4-3-0, Intedor(l) 4-3-0 to 6-9-14 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. A WARNING - Va-hy dealgn pamnretars and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE AM -7473 rev. IOIV312015 BEFORE USE Design valid for use only with MITekG connectors. This design Is based only upon parameters shown, and Is for an individual building component. not G truss system. Before use, the building designer must verify the appiicabBity of design parameters and properly incoq-rote this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web aril/of chard members only. Additk>nd temporary and permanent bracing M iTek Is always required for stability and to prevent collapse with possible personal Ir>Iray amid property damage. for general guidance regarding the fabrication, storage, delivery, erection and bradng of trusses and truss systems, seeANSI/1PII Quality Criteria, DSB-89 and SCSI Budding Component 6904 Padre East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Nexandrfa, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply as system. Before use. the ldny designer must verity the applicability of design parameters and properly incorporate this design Into the overall a truss tu building design. Bracing indicated Is to prevent buckling of individual truss web aid/or chord members only. Additional temporary and permanent bracing M iTe k Is always required for stabiilty and to prevent collapse with possible personal trn&xY and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. seeANSI/TPII Quality Criteria, DSB-49 and BCSI Building Component li 6904 Parke East Blvd. Safely Informallon avaliable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria VA 22314. 712702440 14790TO V07 Valley 1 1 Job Reference o tional -77- 7/117 Denn 1 tsuitamgt omponemouppry, jacresurnvme,rr_-�cc—, I D:LW yFOeg8suwgt2AUo32OuFyF1 ?C-m9Y? W MSehYOM9kOCuCuIKGpvUs?gbEuYPvwSg3yA1 iC a a d .inn Fig 2 3x4 3 Scale =1:7.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/detl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.05 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 rva n/a BCDL 10.0 Code FBC2014/rP12007 Matrix -P Weight: 9 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-10 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=89/3-6-10,3--89/3-6-10 Max Horz 1=18(LC 8) Max Uplift 1=-11(LC 8), 3=-15(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=101 mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (directional) and C -C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 0 WARNING- Verily deslpn peremebrs and READ NOTES ON THIS AND INCLUDED M TEK REFERANCE PAGE MW -7473 rev. 10/03/2015 BEFORE USE Design valld for use only with MITeW connectors. Thus design Is based only upon parameters shown, and Is for on individual building component, not as system. Before use. the ldny designer must verity the applicability of design parameters and properly incorporate this design Into the overall a truss tu building design. Bracing indicated Is to prevent buckling of individual truss web aid/or chord members only. Additional temporary and permanent bracing M iTe k Is always required for stabiilty and to prevent collapse with possible personal trn&xY and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. seeANSI/TPII Quality Criteria, DSB-49 and BCSI Building Component li 6904 Parke East Blvd. Safely Informallon avaliable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria VA 22314. Tampa. FL 33610 Symbols Numbering System �,& General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-1116, T For 4 x 2 orientation, locate plates 0 -'lb" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft -in -sixteenths (Drawings not to scale) 2 3 TOP CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC -ES Reports: ESR -1311, ESR -1352, ESR 1988 ER -3907, ESR -2362, ESR -1397, ESR -3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek� MiTek Engineering Reference Sheet: Mil -7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X -bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stock materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1, 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Comber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, s¢e, orlentation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and s¢e, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft, spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.