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307 4th St RES20-0074 Permit Packet sir,. City of Atlantic Beach APPLICATION NUMBER Building Department (To be assi ned by the Building Department.) In 800 Seminole Road r Atlantic Beach, Florida 32233-5445 — �� J\ a Phone(904)247-5826 • Fax(904)247-5845 Atir ��7 �•� -, , E-mail: building-dept@coab.us Date routed: til/ City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: 077 4 .�l- De a ment review required Yes/� No _ uildin• V Applicant: � I c / Tree Adminis T Project: K) E-1,0 S t Or, LE fj-f1/L 1 LI Public • - Iic Utilities ,s, PublicSafety Fire Services Review fee $ _ Dept Signature 111.111111.- �eV t-S(.0 XDS Review or Receipt ^n Other Agency Review or Permit Required of Permit Verified By Date ' Y l L Florida Dept. of Environmental Protection /�(� V n�`/ � Florida Dept. of Transportation �'J`< St. Johns River Water Management District I Army Corps of Engineers (— Division of Hotels and Restaurants l i'� � 0._. _1 l Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: nApproved. Denied. ❑Not applicable (Circle ••- Comments: BUILD , ' PLANNING &ZONINGv�/� 3/2G/ Reviewed by: / I \� Date: TREE ADMIN. Second Review: Approved as revised. (Denied. ❑Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: 2'" Date: 4"/ 4140 FIRE SERVICES Third Review: nApproved as revised. ❑Denied. ❑Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 Building Permit Application 1FFICE COPS v Updated 10/9/18 / Cityof Atlantic Beach BuildingDepartment **ALL INFORMATION FL 32233 HIGHLIGHTED IN GRAY ;. ,0,;� ; V 800 Seminole Road, Atlantic Beach, IS REQUIRED. Phone: (904) 247-5826 Email: Building-Dept@coab.us Job Address: 30-1 ql-ti- s-riare A'CLoNnc...13,rz# ,Ft 32233 Permit Number: RE.,, C U 74 Legal Description S-641% 1(9-2S-29 . A t'TtiGFSE V4I4OFFr LOrO i{ E3 E# \VI ?7_ r-0000 L Valuation of Work(Replacemeent Cost)$ 571, 11(a,°° Heated/Cooled SF 37S I Non- Heated/Cooled 1255 • Class of Work: riVew ❑Addition ❑Alteration ❑Repair ❑Move ❑Demo ❑Pool ❑Window/Door • Use of existing/proposed structure(s): ❑Commercial NResidential • If an existing structure, is a fire sprinkler system installed?: ❑Yes riiIIO • Will tree(s) be removed in association with proposed project? ❑Yes(must submit separate Tree Removal Permit)1P'‘��.1 ;l Describe in detail the type of work to be performed: P1Ev4,4SQC-Clot4 (sL. SINE eA.f1.1 LiIZeS14 cmc E" Florida Product Approval# for multiple products use product approval form Property Owner Information Name D'AV 1 (> FL.toTz Nlcg. Address 1207 '+'nt STQ City ATtAWOC. 1 Efe--14 State FL Zip 3 jZ- 3 Phone 0'4) -15�cl--3243 E-Mail PPVt4f-1,6TC14ER10t -(7M-u.-•LON% Owner or Agent(If Agent, Power of Attorney or Agency Letter Required) N/A Contractor Information Name of Company c.I.>C,INC-. Qua fyingA�}en't V6L-0•1,N1 AmgR$sD'4 Address $.j0- 15 AA N. 5-(f t (poi city rOhl'f£` G1tate FL Zip '32082 ` Office Phone (40i) 035^1P- 3 2. Or'4 Job Site Contact Number B5-(.33 7.- State ZState Certification/Registration#CLL 150(a 231 E-Mail 114E00 FLL.INC.oRf.oR,A-r>Ed. C ).4A Architect Name& Phone# Engineer's Name& Phone# '" t / Workers Compensation Insurer AMER1G4*l1JILd sv�Lo OR Exempt ❑ Expiration Date 112!412070 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 regulating 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. NOTICE: In addition to the requirements of this permit,there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts,state agencies,or federal agencies. EC E PVF OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be ne ir]�prnpli�n2bxyjth I applicable laws regulating construction and zoning. MM tt\ 11 LLUU WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMM ,CEMENT MA RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTC► NEY BEFORE RECORDING % R OTICE OF COMMENCEMENT. I/ (Signature of Owner or Agent) (Signature o Contractor) Signed and sworn to(or affirmed) before me this 11 day of Signed and sworn to(or affirmed) before me this % ' day of -ZRJJ M ( ,7.4"2v , by14 u- '•t...1..t'1.S. ,>i3 F[NVI Acoi , 1o.2-0 , by L i.e7dr.1 ,Q-AN ce,S-cv- (Stats re o lRt••! lellan (Sign o ��No McClellan c� , son NOTARY PUBLIC zr NOTARY PUBLIC C6. STATE OF FLORIDA ySTATE OF FLORIDA ersonall Known OR �1 Personally Known OR i1. Comm#GG105441 y ��.,. . Comm#GG105441 [ I Produced Identification s4V 19 Expires 5/18/2021 [ 1 Produced Identification �4'CE 19 . Expires 5/16/2021 Type of Identification: Type of Identification: A OFFICE COPY PERMITTED BUILDING DATA DO NOT WRITE BELOW- OFFICE USE ONLY Applicable Codes: 6th Edition (2017) Florida Building Code DEVELOPMENT SIZE: Habitable Space (ft2): 3 7S' / Non-Habitable Space (ft2): LAND INFORMATION: ...�. � L' Zoning District: Flood Zone: ) crow+ 5 v r v e / Minimum FFE: /0. BUILDING INFORMATION: Construction Type: Occupancy Group: S.h3 f-e .f ryl J P1Siden/,a/ Number of stories: �.. Max. Occupancy Load: Fire Sprinklers Required: CONDITIONS/COMMENTS: 01..A1: City of Atlantic Beach APPLICATION NUMBER ;3s A- Building Department (To be assigned by the Building Department.) 0 A 800 Atlantic Seminole Road 32233 5445 "T k S _ 0074 07/(Beach, Florida `O Phone(904)247-5826• Fax(904)247-5845 3All Z©7 �-Com/� E-mail: building-dept@coab.us Date routed: City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM `-? 4L1/1\- Property Address: SC) Department review required Yes No >tuildin. Applicant: FG--)C— I -nning &Zoning / Tree Adminis . . Project: S( !fir,(C Pt-AA i L, C Publ�c 1 ar 7 dsublic Utilities a Public Safety • Fire Services Review fee $ 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: APPLICATION STATUS Reviewing Department First Review: ❑Pc roved. El Denied. ['Not applicable (Circle one.) Comments: BUILDING PLANNING &ZONING J 20 ZC� Reviewed bye,. LTi Date: TREE ADMIN. Second Review: ❑Approved as revised. ❑Denied. ❑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 ft;a, City of Atlantic Beach APPLICATION NUMBER • ell Building Department (To be assigned by the Building Department.) 4 ,' 800 Seminole Road K�s _ 0074-c 7/( j Atlantic Beach, Florida 32233-5445 66 ` 1 Phone(904)247-5826 Fax(904)247-5845 3 Z© ;AV t E-mail: building-dept@coab.us Date routed: 7._(:) City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM • Property Address: SC) Department review required Yes No r-- ' uildin Applicant: " G _ ' 13e— nning &Zoning P- Tree Adminsfrator Project: I !�( S t (� F-4ft) L CPukihc ar lic Utilities Public Safety Fire Services Review fee $ 50 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: APPLIC ION STATUS Reviewing Department First Review: pproved. ❑Denied. ❑Not applicable (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed by: Date: 3-1,7— 2-e-2 TREE ADMIN. Second Review: ❑Approved as revised. ['Denied. ❑Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ['Approved as revised. 'Denied. I 'Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 0,. Eiimor Xr City of Atlantic Beach .ttf PUBLIC UTILITIES DEPARTMENT '!) 902 Assisi Lane " � Jacksonville, FL 32233 ;/,� (904) 247-5834 NEW WATER / SEWER TAP REQUEST 3/3 _20 Service Address 3v 7 S Date YAP � " Number of Units 1 Commercial Residential V Multi-Family New Water Tap(s) & Meter(s) Meter Size(s) 4I' New Irrigation Meter Upgrade Existing Meter from to (size) New Reclaim Water Meter Size New Connection to City Sewer Applicant Name Billing Address City State Zip Phone Email Applicant Signature CITY STAFF USE ONLY Application# 0E5 2-0 - 6107 Water System Development Charge $ Sewer System Development Charge $ -a-- Water a'Water Meter Only $ Reclaim Meter Only $ Water Meter Tap $ Sewer Tap $ Cross Connection $ Sa , 7d Other $ TOTAL $ SO, 66 (Notes) APPROVED ' ti� Date 3- /-1- Zd Pubhi {Utilities Director or Authorized Signature ALL TAP REQUESTS MUST BE APPROVED BY THE PUBLIC UTILITIES DEPARTMENT BEFORE FEES CAN BE ASSESSED PUBLIC UTILITIES PLAN REVIEW COMMENTS Date: 3-13-20 Application#: gE,S 20 — 007" Project Address: J0 7 44-1,) 67ZECT Check Box Check APPLICATION TRACKING COMMENTS to Add Box to Comment Print Underground Avoid damage to underground water and sewer utilities. Verify vertical and Water Sewer horizontal location of utilities. Hand dig if necessary. If field coordination is Utilities needed, call 247-5878. Meter Boxes Ensure all meter boxes, sewer cleanouts and valve covers are set to grade SewerGY/ 11}7 Cleanout and visible. A sewer cleanout must be installed at the property line. Cleanout must be ,✓' RT1 Sewer covered with an RT1 concrete box with metal lid. Cleanout to be set to grade L9✓ Cleanout and visible. A reduced pressure zone backflow preventer must be installed if irrigation will RPZ Backflow be provided or if there is a private well on the property. Backflow preventer ❑ ❑ must be tested by a certified tester and a copy of the results sent to Public Utilities. Plans note the building will be unsprinkled. If plans change, any fire tine Sensus installed must be metered with a Sensus touch-read meter in a properly sized Touch-Read vault and an appropriate backflow preventer installed. Backflow preventer 0 0 Meter must be tested by a certified tester and a copy of the results sent to Public Utilities. Fire Backflow Sprinkler If fire sprinkler system is provided, call 247-5878 for backflow requirements. 0 0 Requirement At a minimum,will require a double check backflow preventer. Fire Line Fire lines must be metered with a Sensus touch-read meter. Meters larger ❑ ❑ Meter than 2" must be installed in a vault as noted in JEA specifications. Utility Map See attached Utility Map. 0 0 Disconnect &Cap Disconnect and cap water and sewer lines. 0 0 Inspection MUST call the Inspection Line at 247-5814 to request an inspection of the ❑ ❑ Prior disconnected and capped water and sewer lines PRIOR to demolition. Utility All water&sewer utility connections must be inspected prior to cover up. S / Inspections Please call the inspection line at 247-5814 to schedule inspections 24 hours in ® ®/ advance. System All fees must be paid for water& sewer connections before meters will be set. Development Please call the finance department customer service line 247-5816 to 0 0 Fees coordinate payment of fees. 0 0 OFFICE COPY ot... " PRODUCT APPROVAL INFORMATION SHEET FOR THE CITY OF ATLANTIC BEACH, FLORIDA (*REQUIRED) *Project Address: O1 4 c i /-\.1-1, 11. / 'z233 Permit#: 2 -06 7`f *Owner/Project Name: F\ -' Qk T- 1..:A L 4C- 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 Product Description Limitation of Use State# Local# A. EXTERIOR DOORS 1.Swinging .(,ncti[ti Lfii- ,Docr.S, PL \,5225.3 2. Sliding tnlie c(6 1.,Si 1,5 (�LSS l izoo. 2, 3. Sectional 4. Garage Roll-Up 5.Automatic 6. Other B.WINDOWS 1. Single hung (i1 J .5`10 ir3 /1w5 cL< r (4) Rte, 2- 2. Horizontal slider 3. Casement 4. Double hung 5. Fixed f11 T 3 vIP-{'t) PL 1 -7S'45 2 6.Awning 7. Pass-through 8. Projected 9. Mullion 10.Wind breaker 11. Dual action 12. Other Page 1 of 4 Updated 10/17/18 OFFICE COPY Category/Subcategory Manufacturer Product Description Limitation of Use State# Local# C. PANEL WALL 1. Siding 3-c cs 1-6-() C /Se a i nS PL 13Z2� 2 2.Soffits qt5,oC (,-5 SoFF f L 1 S L12- ,4 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 Cec1'G.'1 �-tc0 AS ptict\4- Stiv 1c5 FL S441/4-1 , 2. Underlayments alph4 Nkck &i,iger 54(04,G ;=IL 5 3. Roofing fasteners c� �t 'ccb PL Si 3S , 4. Nonstructural metal StoU-i- e,c v'n llon S dU roof cAr.‘ct L FL On 5 1 5. Built-up roofing 6. Modified bitumen 7.Single ply roofing _ 8. Roofing tiles 9. Roofing insulation 10.Waterproofing 11.Wood shingles/shakes 12. Roofing slate 13. Liquid applied roofing 14. Cement-adhesive coats 15. Roof tile adhesive 16.Spray applied polyurethane roof 17. Other Page 2 of 4 Updated 10/17/18 Category/Subcategory Manufacturer Product Description Limitation of Use State# Local# E.SHUTTERS 1.Accordion OFFICE COPY 2. Bahama 3.Storm panels 4.Colonial 5. Roll-up 6. Equipment 7.Other F.STRUCTURAL COMPONENTS 1.Wood S',• son Val Afus5 6,(p5 PL. "Sisk l connector/anchor 2.Truss plates M + PITles }M ' Coin. 3. Engineered lumber 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 2.Other H. NEW EXTERIOR ENVELOPE PRODUCTS 1. 2. Page 3 of 4 Updated 10/17/18 . OFFICE COPY 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. *Contractor Name (Print Name): F1-› 6 Lr+Z- (6 ,4Anicasty,)*Contractor Signature: >tf *Company Name: , LNL *Mailing Address: A'A N. SI \(d *City: Pt),-4 ik vC�/ZA 44- *State: *Zip Code: -27 2"0 (6 2.. *Telephone Number: Ca°`O *E-mail Address: 11•1F---.' �' FL'LIi'I("o Q PJ 172'4i- CSN Cell Phone Number: g'-44) Gs S b33 2 Fax Number: Page 4 of 4 Updated 10/17/18 OFFICE COPY FORM R405-2017 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: The Fletcher Residence Builder Name: cb,c INc. , Street: 307 4th Street Permit Office: C.p.A. City,State,Zip: Atlantic Beach, FL,32233 Permit Number: Owner: Fletcher Residence Jurisdiction: 24,1 ,-I O O Design Location: FL,Jacksonville County: Duval(Florida Climate Zone 2) 1. New construction or existing New(From Plans) 9. Wall Types(4035.2 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame Wood,Exterior R=19.0 2312.80 ft2 b. Frame-Wood,Exterior R=13.0 1352.30 ft' 3. Number of units, if multiple family 1 c. Frame-Wood,Adjacent R=19.0 370.00 ft' 4. Number of Bedrooms 4 d. N/A R= ft2 5. Is this a worst case? No 10.Ceiling Types (2646.0 sqft.) Insulation Area a.Under Attic(Vented) R=30.0 2646.00 ft2 6. Conditioned floor area above grade(ft2) 3751 b.N/A R= ft2 Conditioned floor area below grade(ft') 0 c. N/A R= ft2 11.Ducts R ft' 7. Windows(556.0 sqft.) Description Area a.Sup:Attic, Ret:Attic,AH:Walkways 6 375.1 a. U-Factor Dbl, U=0.35 556.00 ft2 b.Sup: Attic, Ret:Attic,AH: Loft 6 172.1 SHGC: SHGC=0.27 b. U-Factor N/A ft2 12.Cooling systems kBtu/hr Efficiency SHGC: a.Central Unit 56.5 SEER:14.00 b.Central Unit 23.4 SEER:14.00 c. U-Factor: N/A ft2 SHGC: 13.Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a.Electric Heat Pump 59.0 HSPF:8.20 SHGC: b.Electric Heat Pump 23.2 HSPF:8.20 Area Weighted Average Overhang Depth: 2.043 ft. Area Weighted Average SHGC: 0.270 14. Hot water systems a. Natural Gas Tankless Cap: 1 gallons 8. Floor Types (3751.0 sqft.) Insulation Area EF:0.820 a.Slab-On-Grade Edge Insulation R=0.0 2646.00 ft2 b. Conservation features b. Floor Over Other Space R=0.0 1105.00 ft2 None c. N/A R= ft2 15. Credits CF, Pstat Total Proposed Modified Loads: 90.15 PASS Glass/Floor Area: 0.148 Total Baseline Loads: 99.65 I hereby certify that the plans and specifications covered by Review of the plans and rO IHE STA, this calculation are in ompliance with the Florida Energy specifications covered by this ti if _ , 0�• Code. (� calculation indicates compliance ;;;* co ,..0. C- with the Florida Energy Code. �, :, • •:',. --•,,%.4- „ O t. Ronald Miller , loo,` .:' �? PREPARED BY: Before construction is completed r =--- DATE: 3/6/2020 this building will be inspected for ;0 a compliance with Section 553,908 I hereby certify that this building, as designed, is in compliance Florida Statutes. �=...f,� y,c./ with the Florida Energy Cod '''sCOD ty� �,~' ' � OWNER/AGENT BUILDING OFFICIAL: �) DATE: to � + 72F0 DATE: 3a_5490 - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory-sealed in accordance with R403.3.2.1. -Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and this project requires an envelope leakage test report with envelope leakage no greater than 5.31 ACH50(R402.4.1.2). A c,--Q,Q C . Certified Energy Rater#1494 3/6/2020 7:18 AM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 7 FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT PROJECT Title: The Fletcher Residence Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 3751 Lot# Owner Name: Fletcher Residence Total Stories: 2 Block/Subdivision: #of Units: 1 Worst Case: No PlatBook: Builder Name: Rotate Angle: 0 Street: 307 4th Street Permit Office: Cross Ventilation: County: Duval Jurisdiction: Whole House Fan: City,State,Zip: Atlantic Beach , Family Type: Single-family FL, 32233 New/Existing: New(From Plans) Comment: CLIMATE / Design Temp Int Design Temp Heating Design Daily Temp V Design Location TMY Site 97.5% 2.5% Winter Summer Degree Days Moisture Range FL,Jacksonville FL JACKSONVILLE INT 32 93 70 75 1281 49 Medium BLOCKS Number Name Area Volume 1 Block1 2646 29202 2 Block2 1105 10092.5 SPACES Number Name Area Volume Kitchen Occupants Bedrooms Infil ID Finished Cooled Heated 1 Foyer and Stairwell 174 3741 No 0 1 Yes Yes Yes 2 Walkways 180 1800 No 0 0 1 Yes Yes Yes 3 Bedroom 2 228 2280 No 1 1 1 Yes Yes Yes 4 Bathroom 2 73 730 No 0 0 1 Yes Yes Yes 5 Laundry Room 123 1230 No 0 0 1 Yes Yes Yes 6 Powder and Mech 74 666 No 0 0 1 Yes Yes Yes 7 Master Bedroom 286 2860 No 2 1 1 Yes Yes Yes 8 Master Bathroom 209 2090 No 0 0 1 Yes Yes Yes 9 Master Closet 147 1470 No 0 0 1 Yes Yes Yes 10 Great Room and Ca 600 6600 No 0 0 1 Yes Yes Yes 11 Kitchen 215 2365 Yes 0 0 1 Yes Yes Yes 12 Flex Space 177 1770 No 0 0 1 Yes Yes Yes 13 Pantry 160 1600 No 0 0 1 Yes Yes Yes 14 Landing 59 678.5 No 0 0 1 Yes Yes Yes 15 Bathroom 3 154 1386 No 0 0 1 Yes Yes Yes 16 Bedroom 3 197 1773 No 1 1 1 Yes Yes Yes 17 Laundry 2 75 675 No 0 0 1 Yes Yes Yes 18 Loft 256 2304 No 0 0 1 Yes Yes Yes 19 Bathroom 4 99 891 No 0 0 1 Yes Yes Yes 20 Bedroom 4 265 2385 No 1 1 1 Yes Yes Yes 3/6/2020 7:18 AM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 2 of 7 —. FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT FLOORS # Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab-On-Grade Edge Insulatio Foyer and Stairwe11.67 ft 0 174 ft2 ___ 0 1 0 2 Slab-On-Grade Edge lnsulatio Walkways 1 ft 0 180 ft2 ___ 0 0 1 3 Slab-On-Grade Edge Insulatio Bedroom 2 30.83 ft 0 228 ft2 ___ 0 0 1 4 Slab-On-Grade Edge Insulatio Bathroom 2 9.17 ft 0 73 ft2 ___ 1 0 0 5Slab-On-Grade Edge Insulatio Laundry Room 10.33 ft 0 123 ft2 ___ 0 1 0 6 Slab-On-Grade Edge Insulatio Powder and Mech 1 ft 0 74 ft2 ___ 1 0 0 7 Slab-On-Grade Edge Insulatio Master Bedroom 15.67 ft 0 286 ft2 ___ 0 0 1 8 Slab-On-Grade Edge Insulatio Master Bathroom 38.67 ft 0 209 ft2 ___ 1 0 0 9 Slab-On-Grade Edge Insulatio Master Closet 14 ft 0 147 ft2 ___ 0 0 1 10Slab-On-Grade Edge Insulatio Great Room and 50 ft 0 600 ft2 ___ 0 0 1 11SIab-On-Grade Edge lnsulatio Kitchen 4 ft 0 215 ft2 ___ 0 1 0 12SIab-On-Grade Edge lnsulatio Flex Space 38.5 ft 0 177 ft2 ___ 0 0 1 13SIab-On-Grade Edge Insulatio Pantry 19.83 ft 0 160 ft2 ___ 0 1 0 14Floor Over Other Space Landing __ ___ 59 ft2 0 0 0 1 15FIoor Over Other Space Bathroom 3 __ ___ 154 ft2 0 1 0 0 16Floor Over Other Space Bedroom 3 __ ___ 197 ft2 0 0 0 1 17FIoor Over Other Space Laundry 2 __ ___ 75 ft2 0 0 1 0 18Floor Over Other Space Loft __ ___ 256 ft2 0 0 0 1 19FIoor Over Other Space Bathroom 4 __ ___ 99 ft2 0 1 0 0 20Floor Over Other Space Bedroom 4 -- __- 265 ft2 0 0 0 1 ROOF / Roof Gable Roof Rad Solar SA Emitt Emitt Deck Pitch V # Type Materials Area Area Color Barr Absor. Tested Tested Insul. (deg) 1 Gable or shed Composition shingles 2959 ft2 662 ft2 Medium N 0.96 No 0.9 No 0 26.6 ATTIC V # Type Ventilation Vent Ratio(1 in) Area RBS IRCC 1 Full attic Vented 300 2646 ft2 N N 3/6/2020 7:18 AM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 3 of 7 FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT CEILING # Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic(Vented) Foyer and Stairwe 30 Blown 174 ft2 0.11 Wood 2 Under Attic(Vented) Master Bathroom 30 Blown 138 ft2 0.11 Wood 3 Under Attic(Vented) Master Closet 30 Blown 77 ft2 0.11 Wood 4 Under Attic(Vented) Great Room and 30 Blown 600 ft2 0.11 Wood 5 Under Attic(Vented) Kitchen 30 Blown 215 ft2 0.11 Wood 6 Under Attic(Vented) Flex Space 30 Blown 177 ft2 0.11 Wood 7 Under Attic(Vented) Pantry 30 Blown 160 ft2 0.11 Wood 8 Under Attic(Vented) Landing 30 Blown 59 ft2 0.11 Wood 9 Under Attic(Vented) Bathroom 3 30 Blown 154 ft2 0.11 Wood 10 Under Attic(Vented) Bedroom 3 30 Blown 197 ft2 0.11 Wood 11 Under Attic(Vented) Laundry 2 30 Blown 75 ft2 0.11 Wood 12 Under Attic(Vented) Loft 30 Blown 256 ft2 0.11 Wood 13 Under Attic(Vented) Bathroom 4 30 Blown 99 ft2 0.11 Wood 14 Under Attic(Vented) Bedroom 4 30 Blown 265 ft2 0.11 Wood WALLS / Adjacent Cavity Width Height Sheathing Framing Solar Below V it Omt To---ape Space R-Value Ft In Ft In Area R-Value Fraction Absnr Grade% 1 E Exterior Frame-Wood Foyer and Sta 19 12 11 132.0 ft2 0.23 0.75 0 2 W Exterior Frame-Wood Foyer and Sta 19 2 11 22.0 ft2 0.23 0.75 0 3 S Exterior Frame-Wood Foyer and Sta 19 7 8 21 6 164.8 ft2 0.23 0.75 0 4 S Exterior Frame-Wood Bedroom 2 19 12 4 10 123.3 ft2 0.23 0.75 0 5 W Exterior Frame-Wood Bedroom 2 19 18 6 10 185.0 ft2 0.23 0.75 0 6 W Exterior Frame-Wood Bathroom 2 19 9 2 10 91.7 ft2 0.23 0.75 0 7 S Exterior Frame-Wood Laundry Roo 19 3 10 30.0 ft2 0.23 0.75 0 8 S Garage Frame-Wood Laundry Roo 19 7 4 10 73.3 ft2 0.23 0.75 0 9 E Exterior Frame-Wood Master Bedro 19 15 8 10 156.7 ft2 0.23 0.75 0 10 E Exterior Frame-Wood Master Bathro 19 23 10 230.0 ft2 0.23 0.75 0 11 S Garage Frame-Wood Master Bathro 19 8 8 10 86.7 ft2 0.23 0.75 0 12 W Garage Frame-Wood Master Bathro 19 7 10 70.0 ft2 0.23 0.75 0 13 S Garage Frame-Wood Master Closet 19 10 10 100.0 ft2 0.23 0.75 0 14 W Garage Frame-Wood Master Closet 19 4 10 40.0 ft2 0.23 0.75 0 15 W Exterior Frame-Wood Great Room a 19 20 11 220.0 ft2 0.23 0.75 0 16 N Exterior Frame-Wood Great Room a 19 30 11 330.0 ft2 0.23 0.75 0 17 N Exterior Frame-Wood Kitchen 19 4 11 44.0 ft2 0.23 0.75 0 18 W Exterior Frame-Wood Flex Space 19 11 8 10 116.7 ft2 0.23 0.75 0 19 N Exterior Frame-Wood Flex Space 19 15 10 150.0 ft2 0.23 0.75 0 20 E Exterior Frame-Wood Flex Space 19 11 10 10 118.3 ft2 0.23 0.75 0 21 E Exterior Frame-Wood Pantry 19 19 10 10 198.3 ft2 0.23 0.75 0 22 N Exterior Frame-Wood Landing 13 7 8 11 84.3 ft2 0.23 0.75 0 23 E Exterior Frame-Wood Landing 13 2 11 22.0 ft2 0.23 0.75 0 24 W Exterior Frame-Wood Landing 13 2 11 22.0 ft2 0.23 0.75 0 25 N Exterior Frame-Wood Bathroom 3 13 12 4 9 111.0 ft2 0.23 0.75 0 26 W Exterior Frame-Wood Bathroom 3 13 12 1 9 108.8 ft2 0.23 0.75 0 3/6/2020 7:18 AM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 4 of 7 FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT WALLS V #_ornt Adjacent Cavity Width Height Sheathing Framing Solar Below To wan Type Space R-Value Ft In Ft In Area R-Value Fraction Absor. Gradp% 27 W Exterior Frame-Wood Bedroom 3 13 15 7 9 140.3 ft2 0.23 0.75 0 28 S Exterior Frame-Wood Bedroom 3 13 12 4 9 111.0 ft2 0.23 0.75 0 29 S Exterior Frame-Wood Laundry 2 13 10 5 9 93.8 ft2 0.23 0.75 0 _30 E Exterior Frame-Wood Laundry 2 13 6 8 9 60.0 ft2 0.23 0.75 0 31 S Exterior Frame-Wood Loft 13 2 9 9 24.8 ft2 0.23 0.75 0 32 N Exterior Frame-Wood Loft 13 5 5 9 48.8 ft2 0.23 0.75 0 33 S Exterior Frame-Wood Bathroom 4 13 13 10 9 124.5 ft2 0.23 0.75 0 34 E Exterior Frame-Wood Bathroom 4 13 6 10 9 61.5 ft2 0.23 0.75 0 35 E Exterior Frame-Wood Bedroom 4 13 14 2 9 127.5 ft2 0.23 0.75 0 36 N Exterior Frame-Wood Bedroom 4 13 23 7 9 212.3 ft2 0.23 0.75 0 DOORS V # Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 S Insulated Laundry Roo None .46 2 8 8 21.3 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. / Wall Overhang V # Ornt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation Int Shade Screening 1 E 1 Vinyl Low-E Double Yes 0.35 0.27 N 48.0 ft2 7 ft 0 in 2 ft 0 in Drapes/blinds None 2 S 4 Vinyl Low-E Double Yes 0.35 0.27 N 36.0 ft2 0 ft 0 in 0 ft 0 in Drapes/blinds None 3 W 5 Vinyl Low-E Double Yes 0.35 0.27 N 12.0 ft2 0 ft 0 in 0 ft 0 in Drapes/blinds None 4 W 6 Vinyl Low-E Double Yes 0.35 0.27 N 8.0 ft2 0 ft 0 in 0 ft 0 in Drapes/blinds None 5 E 9 Vinyl Low-E Double Yes 0.35 0.27 N 36.0 ft2 0 ft 0 in 0 ft 0 in Drapes/blinds None 6 E 10 Vinyl Low-E Double Yes 0.35 0.27 N 54.0 ft2 0 ft 0 in 0 ft 0 in Drapes/blinds None 7 W 15 Vinyl Low-E Double Yes 0.35 0.27 N 36.0 ft2 0 ft 0 in 0 ft 0 in Drapes/blinds None 8 N 16 Vinyl Low-E Double Yes 0.35 0.27 N 96.0 ft2 0 ft 0 in 0 ft 0 in Drapes/blinds None 9 W 18 Vinyl Low-E Double Yes 0.35 0.27 N 40.0 ft2 20 ft 0 in 2 ft 0 in Drapes/blinds None 10 N 19 Vinyl Low-E Double Yes 0.35 0.27 N 54.0 ft2 0 ft 0 in 0 ft 0 in Drapes/blinds None 11 E 21 Vinyl Low-E Double Yes 0.35 0.27 N 24.0 ft2 0 ft 0 in 0 ft 0 in Drapes/blinds None 12 N 22 Vinyl Low-E Double Yes 0.35 0.27 N 12.0 ft2 0 ft 0 in 0 ft 0 in Drapes/blinds None 13 W 27 Vinyl Low-E Double Yes 0.35 0.27 N 12.0 ft2 0 ft 0 in 0 ft 0 in Drapes/blinds None 14 S 28 Vinyl Low-E Double Yes 0.35 0.27 N 30.0 ft2 0 ft 0 in 0 ft 0 in Drapes/blinds None 15 S 29 Vinyl Low-E Double Yes 0.35 0.27 N 12.0 ft2 0 ft 0 in 0 ft 0 in Drapes/blinds None 16 S 33 Vinyl Low-E Double Yes 0.35 0.27 N 4.0 ft2 0 ft 0 in 0 ft 0 in Drapes/blinds None 17 E 35 Vinyl Low-E Double Yes 0.35 0.27 N 30.0 ft2 0 ft 0 in 0 ft 0 in Drapes/blinds None 18 N 36 Vinyl Low-E Double Yes 0.35 0.27 N 12.0 ft2 0 ft 0 in 0 ft 0 in Drapes/blinds None 3/6/2020 7:18 AM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 5 of 7 • FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg.Wall Height Exposed Wall Insulation 1 702 ft2 702 ft2 79 ft 10 ft 1 INFILTRATION # Scope Method SLA CFM 50 ELA EqLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000354 3478.7 190.97 359.16 .1955 5.3117 HEATING SYSTEM V # System Type Subtype Speed Efficiency Capacity Block Ducts 1 Electric Heat Pump/ Split Singl HSPF:8.2 59 kBtu/hr 1 sys#1 2 Electric Heat Pump/ Split Singl HSPF:8.2 23.2 kBtu/hr 2 sys#2 COOLING SYSTEM V # System Type Subtype Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit/ Split Singl SEER: 14 56.5 kBtu/hr 2000 cfm 0.75 1 sys#1 2 Central Unit/ Split Singl SEER: 14 23.4 kBtu/hr 800 cfm 0.75 2 sys#2 HOT WATER SYSTEM V # System Type SubType Location EF Cap Use SetPnt Conservation 1 Natural Gas Tankless Exterior 0.82 1 gal 70 gal 120 deg None SOLAR HOT WATER SYSTEM V FSEC Collector Storage Cert # Company Name System Model# Collector Model# Area 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 6 375.1 ft Attic 93.775 Default Leakage Walkways (Default) (Default) 1 1 2 Attic 6 172.1 ft Attic 42.1 ft2 Default Leakage Loft (Default) (Default) 2 2 3/6/2020 7:18 AM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 6 of 7 • FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT TEMPERATURES Programable Thermostat: Y Ceiling Fans: Cooling Jan Feb Mar May Jul Aug ; ! I VentinHeating X"Jan Jan �' Feb X Mar X Apr May lX�Jun �Jun X�Jul tX�AuJun Jul g X' SeSep 'X1 Oct X 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 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling(WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating(WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 MASS Mass Type Area Thickness Furniture Fraction Space Default(8 lbs/sq.ft. 0 ft2 0 ft 0.3 Foyer and Stairwell Default(8 lbs/sq.ft. 0 ft2 0 ft 0.3 Walkways Default(8 lbs/sq.ft. 0 ft2 0 ft 0.3 Bedroom 2 Default(8 lbs/sq.ft. 0 ft2 0 ft 0.3 Bathroom 2 Default(8 lbs/sq.ft. 0 ft2 0 ft 0.3 Laundry Room Default(8 lbs/sq.ft. 0 ft2 0 ft 0.3 Powder and Mech Default(8 lbs/sq.ft. 0 ft2 0 ft 0.3 Master Bedroom Default(8 lbs/sq.ft. 0 ft2 0 ft 0.3 Master Bathroom Default(8 lbs/sq.ft. 0 ft2 0 ft 0.3 Master Closet Default(8 lbs/sq.ft. 0 ft2 0 ft 0.3 Great Room and Ca Default(8 lbs/sq.ft. 0 ft2 0 ft 0.3 Kitchen Default(8 lbs/sq.ft. 0 ft2 0 ft 0.3 Flex Space Default(8 lbs/sq.ft. 0 ft2 0 ft 0.3 Pantry Default(8 lbs/sq.ft. 0 ft2 0 ft 0.3 Landing Default(8 lbs/sq.ft. 0 ft2 0 ft 0.3 Bathroom 3 Default(8 lbs/sq.ft. 0 ft2 0 ft 0.3 Bedroom 3 Default(8 lbs/sq.ft. 0 ft2 0 ft 0.3 Laundry 2 Default(8 lbs/sq.ft. 0 ft2 0 ft 0.3 Loft Default(8 lbs/sq.ft. 0 ft2 0 ft 0.3 Bathroom 4 Default(8 lbs/sq.ft. 0 ft2 0 ft 0.3 Bedroom 4 3/6/2020 7:18 AM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 7 of 7 Florida Building Code, Energy Conservation, 6th Edition (2017) Mandatory Requirements for Residential Performance, Prescriptive and ERI Methods ADDRESS: 307 4th Street Permit Number: Atlantic Beach , FL,32233 MANDATORY REQUIREMENTS See individual code sections for full details. V SECTION R401 GENERAL ryR401.3 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 Statutes)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 code compliance for the building.A copy of the EPL display card can be found in Appendix RD. ErR402.4 Air leakage(Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.4.1 through R402.4.5. Exception: Dwelling units of R-2 Occupancies and multiple attached single family dwellings shall be permitted to comply with Section C402.5. R402.4.1 Building thermal enveldjie 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. El R402.4.1.1 InstallationThe 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 R402.4.1.1,as applicable to the method of construction.Where required by the code official,an approved third party shall inspect all components and verify compliance. El R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate not exceeding seven air changes per hour in Climate Zones 1 and 2,and three air changes per hour in Climate Zones 3 through 8.Testing shall be conducted in accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g.(50 pascals).Testing shall be conducted by either individuals as defined in Section 553.993(5)or(7),Florida Statutes,or individuals licensed as set forth in Section 489.105(3)(f),(g)or(i)or 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. Exception: Testing is not required for additions,alterations, renovations, or repairs, of the building thermal envelope of existing buildings in which the new construction is less than 85 percent 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. 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 or doors,and outdoor combustion air.Where using tight-fitting doors on factory-built fireplaces listed and labeled in accordance with UL 127,the doors shall be tested and listed for the fireplace. Where using tight-fitting doors on masonry fireplaces, the doors shall be listed and labeled in accordance with UL 907. ❑ R402.4.3 Fenestration air leakagdNindows,skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot(1.5 L/s/m2), and swinging doors no more than 0.5 cfm per square foot(2.6 L/s/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. 3/6/2020 7:18 AM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 5 MANDATORY REQUIREMENTS - (Continued) in R402.4.4 Rooms containing fuel-burning appliances. In Climate Zones 3 through 8,where open combustion air ducts provide combustion air to open combustion fuel burning appliances,the appliances and combustion air opening shall be located outside the building thermal envelope or enclosed in a room,isolated from inside the thermal envelope. Such rooms shall be sealed and insulated in accordance with the envelope requirements of Table R402.1.2,where the walls,floors and ceilings shall meet not less than the basement wall R-value requirement.The door into the room shall be fully gasketed and any water lines and ducts in the room insulated in accordance with Section R403.The combustion air duct shall be insulated where it passes through conditioned space to a minimum of R-8. Exceptions: 1. Direct vent appliances with both intake and exhaust pipes installed continuous to the outside. 2. Fireplaces and stoves complying with Section R402.4.2 and Section R1006 of the Florida Building Code, Residential. R402.4.5 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 L/s)when tested in accordance with ASTM E283 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. SECTION R403 SYSTEMS R403.1 Controls. LJ R403.1.1 Thermostat provision(Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. is-7 R403.1.3 Heat pump supplementary heat(Mandatory). Heat pumps having supplementary electric-resistance heat shall have controls LLYYJJ that,except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. R403.3.2 Sealing(Mandatory) All ducts,air handlers,filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers,shall be constructed and sealed in accordance with Section C403.2.9.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria below. Duct tightness shall be verified by testing in accordance with ANSI/RESNET/ICC 380 by either individuals as defined in Section 553.993(5)or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f),(g)or(i), Florida Statutes,to be"substantially leak free"in accordance with Section R403.3.3. R403.3.2.1 Sealed air handler. Air handlers shall have a manufacturer's designation for an air leakage of no more than 2 percent of the design airflow rate when tested in accordance with ASHRAE 193. R403.3.3 Duct testing(Mandatory).Ducts shall be pressure tested to determine air leakage by one of the following methods: 1. Rough-in test:Total leakage shall be measured with a pressure differential of 0.1 inch w.g.(25 Pa)across the system, including the m< air handler enclosure if installed at the time of the test.All registers shall be taped or otherwise sealed during the test. 2. Postconstruction test:Total leakage shall be measured with a pressure differential of 0.1 inch w.g.(25 Pa)across the entire system,including the manufacturer's air handler enclosure. Registers shall be taped or otherwise sealed during the test. Exceptions: 1. A duct air leakage test shall not be required where the ducts and air handlers are located entirely within the building thermal envelope. 2. Duct testing is not mandatory for buildings complying by Section 405 of this code. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. gR403.3.5 Building cavities(Mandatory). Building framing cavities shall not be used as ducts or plenums. 403.4 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. R403.4.1 Protection of piping insulation. Piping insulation exposed to weather shall be protected from damage, including that caused by sunlight, moisture, equipment maintenance and wind,and shall provide shielding from solar radiation that can cause degradation of the material.Adhesive tape shall not be permitted. R403.5.1 Heated water circulation and temperature maintenance systems(Mandatory)Heated water circulation systems shall be in �OC[JJ accordance with Section R403.5.1.1. Heat trace temperature maintenance systems shall be in accordance with Section R403.5.1.2. Automatic controls,temperature sensors and pumps shall be accessible. Manual controls shall be readily accessible. R403.5.1.1 Circulation systems. Heated water circulation systems shall be provided with a circulation pump.The system return pipe shall be a dedicated retum pipe or a cold water supply pipe. Gravity and thermosiphon circulation systems shall be prohibited. Controls for circulating hot water system pumps shall start the pump based on the identification of a demand for hot water within the occupancy.The controls shall automatically turn off the pump when the water in the circulation loop is at the desired temperature and when there is no demand for hot water. ❑ R403.5.1.2 Heat trace systems.Electric heat trace systems shall comply with IEEE 515.1 or UL 515.Controls for such systems shall automatically adjust the energy input to the heat tracing to maintain the desired water temperature in the piping in accordance with the times when heated water is used in the occupancy. 3/6/2020 7:18 AM EneravGauae®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 2 of 5 MANDATORY REQUIREMENTS - (Continued) RyR403.5.5 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%inches(89 mm)in the hot water distribution line and cold water line located as close as possible to the storage tank. R403.5.6 Water heater efficiencies(Mandatory). R403.5.6.1.1 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). ❑ R403.5.6.1.2 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. a R403.5.6.2 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 meet the criteria of Section R403.5.6.2.1. R403.5.6.2.1 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. RI R403.6 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 including: Natural, Infiltration or Mechanical means. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. ❑ R403.6.1 Whole-house mechanical ventilation system fan efficacy.When installed to function as a whole-house mechanical ventilation system,fans shall meet the efficacy requirements of Table R403.6.1. Exception: Where whole-house mechanical ventilation fans are integral to tested and listed HVAC equipment,they shall be powered by an electronically commutated motor. a R403.6.2 Ventilation air. Residential buildings designed to be operated at a positive indoor pressure or for mechanical ventilation shall meet the following criteria: 1. The design air change per hour minimums for residential buildings in ASHRAE 62.2,Ventilation for Acceptable Indoor Air Quality,shall be the maximum rates allowed for residential applications. 2. No ventilation or air-conditioning system make-up air shall be provided to conditioned space from attics, crawlspaces, attached enclosed garages or outdoor spaces adjacent to swimming pools or spas. 3. If ventilation air is drawn from enclosed space(s),then the walls of the space(s)from which air is drawn shall be insulated to a minimum of R-11 and the ceiling shall be insulated to a minimum of R-19,space permitting,or R-10 otherwise. R403.7 Heating and cooling equipment(Mandatory). R403.7.1 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 that affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems.New or replacement heating and cooling equipment shall have an efficiency rating equal to or greater than the minimum required by federal law for the geographic location where the equipment is installed. TABLE R403.6.1 WHOLE-HOUSE MECHANICAL VENTILATION SYSTEM FAN EFFICACY FAN LOCATION AIRFLOW RATE MINIMUM MINIMUM EFFICACY a AIRFLOW RATE MAXIMUM (CFM) (CFM/WATT) (CFM) Range hoods Any 2.8 cfm/watt Any In-line fan Any 2.8 cfm/watt Any Bathroom. utility room 10 1.4 cfm/watt <90 Bathroom. utility room 90 2.8 cfm/watt Any For SI: 1 cfm=28.3 L/min. a. When tested in accordance with HVI Standard 916 3/6/2020 7:18 AM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 3 of 5 • MANDATORY REQUIREMENTS - (Continued) ❑ R403.7.1.1 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 403.7,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. The published value for AHRI total capacity is a nominal,rating-test value and shall not be used for equipment sizing. Manufacturer's expanded performance data 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 temperatures 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 multiple-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 multiple-family units,the capacity of equipment may be sized in accordance with good design practice. R403.7.1.2 Heating equipment capacity. ❑ R403.7.1.2.1 Heat pumps. Heat pump sizing shall be based on the cooling requirements as calculated according to Section R403.7.1.1,and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load even if the design heating load is 1.15 times greater than the design cooling load. ❑ R403.7.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.7.1. ❑ R403.7.1.2.3 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 R403.7.1. ❑ R403.7.1.3 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. ❑ R403.8 Systems serving multiple dwelling units(Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the IECC—Commercial Provisions in lieu of Section R403. ▪ R403.9 Snow melt and ice 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 50°F(10°C),and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F(4.8°C). ❑ R403.10 Pools and permanent spa energy consumption(Mandatory). The energy consumption of pools and permanent spas shall be in accordance with Sections R403.10.1 through R403.10.5. R403.10.1 Heaters. The electric power to heaters shall be controlled by a readily accessible on-off switch that is an integral part of the heater mounted on the exterior of the heater,or external to and within 3 feet(914 mm)of the heater.Operation of such switch shall not change the setting of the heater thermostat. Such switches shall be in addition to a circuit breaker for the power to the heater.Gas-fired heaters shall not be equipped with continuously burning ignition pilots. R403.10.2 Time switches.Time switches or other control methods that can automatically turn off and on according to a preset schedule shall be installed for heaters and pump motors.Heaters and pump motors that have built-in time switches shall be in compliance with this section. Exceptions: 1. Where public health standards require 24-hour pump operation. 2. Pumps that operate solar-and waste-heat-recovery pool heating systems. 3. Where pumps are powered exclusively from on-site renewable generation. ❑ R403.10.3 Covers. Outdoor heated swimming pools and outdoor permanent 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: Where more than 70 percent of the energy for heating,computed over an operation season,is from site-recovered energy,such as from a heat pump or solar energy source,covers or other vapor-retardant means shall not be required. ❑ R403.10.4 Gas-and oil-fired pool and spa heaters. All gas-and oil-fired pool and spa 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 or LP gas shall not have continuously burning pilot lights. 3/6/2020 7:18 AM FnernvGaunen URA 6 0(17(RRV 11-FlaRes2017 FRC Ath Friitinn(70171 Cmmnliant Snftwara Pana d of • ❑ R403.10.5 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. ❑ R403.11 Portable spas(Mandatorgs�e energy consumption of electric-powered portable spas shall be controlled by the requirements of APSP-14. SECTION R404 ELECTRICAL POWER AND LIGHTING SYSTEMS dR404.1 Lighting equipment(Mandatory). Not less than 75 percent of the lamps in permanently installed lighting fixtures shall be high-efficacy lamps or not less than 75 percent of the permanently installed lighting fixtures shall contain only high-efficacy lamps. Exception:Low-voltage lighting. R404.1.1 Lighting equipment(Mandatory)Fuel gas lighting systems shall not have continuously burning pilot lights. '/Ri9n9n 7.15R Ann Fnornvrlal inan I ISA R n n2(Rav 11-FlaRas7n17 FRC Rth Fdition 120171 Compliant Software Paae 5 of 5 EMS Heat Loss/Heat Gain Calculation Company: Green Engineering Solutions, Inc. Customer: Fletcher Residence 1st Floor Preparer: Misty Miller#1493 Address: 307 4th Street Atlantic Beach, FL Phone: 904-400-0624 32233 Phone: Date: 3/3/2020 This HVAC load calculation has been performed using sound engineering principles as prescribed by Manual J seventh and eighth abridged editions and ASHRAE Fundamentals. Duct sizing has been performed as prescribed by Manual D. 1. Design Conditions Total conditioned area (sq.ft.) Indoor Outdoor Temp. Diff. Front of home is facing: Winter 70 34 36 South Summer 75 95 20 2. How would you describe the summer humidity in your area? Very Humid 60 Grains difference 3. How tight is the house? Average-over 1500 Sq. Ft. Winter air change/hr: 0.7 Summer air change/hr: 0.35 4. Fireplace evaluation : Number: None Tightness: No fireplace 0 5. Number of occupants: 3 6. Overhang characteristics (optional) East West S/SE/SW Distance of overhang from top of window (Ft.) Length of overhang 7. Solar gain through glass Facing Total area- Sq.Ft. Type glass of HTM Linear lunshadedsShaded BTUH N/Shaded 150 Trpl or 20 Below 150 low-E OH NE/NW — Select 0 0 South 84 Trpl or 33 84 0 2772 low-E - SE/SW — Select 0 0 0 East 114 Trpl or 65.0 114 0 7410 low-E West 96 Trpl or 65.0 96 0 6240 low-E Skylight — Select 0 Total North and Shaded 150 3000 Total Solar Gain 19422 Adjust for tinted or reflective window coating? No 1 19422 8. Ducts/Pipes 'Location: Trunk and branches in attic Attic Temp. Insulation Leakage Area 130 R-6 1 J sealed 1 2646 'Duct gain: 0.409 'Duct loss: 0.208 9. Load Calculation Elements of Load Insulation / R-value Area/lin.ft. U-value Heat Loss Heat Gain Gross Wall 2572.8 Glass solar gain 19422 Glass 1 Trpl or low-E 444 0.42 6713 Glass 2 J-- Select -- 0 (,Skylight -- Select -- 0 0 Doors Insulated or Storm 21.33 0.4 _307 171 Net walls IR-19 2107 0.06 4552 2529 Ceilings 'R-30 1541 0.033 1831 2288 Floors -- Select -- 0 0 Open floors -- Select -- 0 0 Slab floors No Insulation 242.67 0.8 6989 0 !Volume of your building or zone (cu. Ft.) 29202 13491 3748 'People 900 'Appliances 3000 Sub Total 33883 32058 'Duct Loss/Gain 7042 13104 Sensible Load 40926 45161 Latent Load 7640 TOTAL BTUH 40926 52802 Summary BTUH Tons Total heating load 40926 Total cooling load 52802 4.4 Room by Room Total Heat Loss 40926 System CFM (cooling) 2000 Total Heat Gain 45162 System CFM (heating) 2000 Room Master Master Master G Foyer/Stairwell Walkways Bedroom Bathroom Laundry Powder/Mech name 2 2 Bedroom Bath Closet lZ( Gross wall 208.91 308.3 91.7 103.3 156.7 386.7 140 E North windows 9E NE/NW windows ISouth 48 36 vvindows SE/SW indows _ _ East windows 36 54 West 12 8 3E windows Skylight C 'Doors 21.33 C Net walls 161 0 260 84 82 0 121 333 140 41 Ceiling 174 138 77 EC Floor-crawl C Floor-open Floor-slab 11.67 30.83 9.17 10.33 15.67 38.67 14 E Infiltration 48 0 48 8 21 0 36 54 0 E People _ 1 2 II 'Appliances 0 500 500 500 51 'Heat loss 3633 0 4309 964 1691 0 2778 5288 963 F E ensible3412 0 4884 965 1325 0 5459 6409 398 meat Gain Cooling 151 0 216 43 59 0 242 284 18 5 CFM heating FM 178 0 211 47 83 0 136 258 47 5") 'Room name Kitchen Flex Space Pantry Gross wall 44 385 198.3 North windows 54 [NE/NW windows South windows SE/SW windows East windows 24 [West windows 1 40 Skylight 'Doors Net walls 44 291 174 Ceiling 215 177 160 Floor-crawl Floor-open (Floor-slab 4 38.5 19.83 Infiltration 0 94 24 People 'Appliances 500 500 'Heat loss 562 7361 2653 Sensible Heat Gain 1229 7817 3099 Cooling CFM 54 346 137 'Heating CFM 27 360 130 Air Ducts Sizing Total measured length of ducts 45 Use cooling CFM Total equivalent length of fittings 27 Flex ducts used Available static pressure for duct .34 Friction rate .07 CFM No. outlets Outlet CFM Duct diam. Air vel. Supply trunk/branch First section off AHU 2000 21.3 805 1st reduction/branch 1600 19.6 763 2nd reduction/ branch 1200 17.6 _ 711 3rd reduction/branch 800 15.1 644 4th reduction /branch 400 11.6 _ 545 _ 5th reduction/branch 200 8.9 460 Return trunk/branch First section off AHU 2000 21.3 805 1st reduction/branch 1600 19.6 763 2nd reduction/ branch 1200 17.6 711 3rd reduction/branch 800 15.1 644 4th reduction /branch 400 11.6 545 5th reduction /branch 200 8.9 460 Room runs Foyer/Stairwell 151 1 151 8 429.7 Walkways 0 0 0 Bedroom 2 216 1 216 9.2 468.8 _ Bathroom 2 43 1 43 5 316.7 Laundry 59 1 59 5.6 342 Powder/Mech 0 0 0 Master Bedroom 242 2 121 7.4 407.2 Master Bath 284 2 142 7.8 J 423.4 Master Closet 18 1 18 3.6 256.3 Great Room/Cafe 450 3 150 8 429 Kitchen 54 1 54 5.4 334.7 Flex Space 346 2 173 _ 8.5 __ 444.2 Pantry 137 1 137 7.7 419.7 Equipment selection as per Manual S BTUH Nom.Tons Total heat loss 40926 Design temp. Outdoor Indoor Total heat gain 52802 4.4 Winter 34 70 Sensible heat gain 45161 Summer 95 75 Latent heat gain 7640 ID design RH 50%, 63F WB Sensible/total ratio 0.86 Altitude Target cooling TD 17 Predominantly Cool climate Manufacturer's Equipment Specification Equipment Manufacturer Model No. BTUH output Furnace Clg. capacity @ OD design temp. Boiler Total Sensible Latent Heat pump /AC_[Amana kSZ14060 56500 42375 14125 Evaporator Air handler kmana kASPT61D 14 TOTAL CAPACITY with altitude correction 0 56500 42375 14125 Selected equipment size OK OK OK OK Heating Cooling CFM Ext. static pressure of CFM (rec.) blower 2000 2266 .5 Available static pressure for duct Supplemental heat needed for heat pump 'Blower ext. static press. .5 IIIP capacity @ 47F 59000 coil pressure drop IIIP capacity @ 17F 36000 filter pressure drop _ _.1 'HP capacity @ ODDT 49033 register pressure drop .03 (BTUH supplemental heat -8107 grille pressure drop .03 KW supplemental heat -2 other 'Available SP for duct 0.34 EMS Heat Loss/Heat Gain Calculation Company: Green Engineering Solutions, Inc. Customer: Fletcher 2nd FL Preparer: Misty Miller#1493 Address: 307 4th Street Atlantic Beach, FL Phone: 904-400-0624 32233 Phone: Date: 3/3/2020 This HVAC load calculation has been performed using sound engineering principles as prescribed by Manual J seventh and eighth abridged editions and ASHRAE Fundamentals. Duct sizing has been performed as prescribed by Manual D. 1. Design Conditions Total conditioned area (sq.ft.) Indoor Outdoor Temp. Diff. Front of home is facing: Winter 70 34 36 South Summer 75 95 20 2. How would you describe the summer humidity in your area? Very Humid 60 Grains difference 3. How tight is the house? Average-over 1500 Sq. Ft. Winter air change/hr: 0.7 Summer air change/hr: 0.35 4. Fireplace evaluation : Number: None Tightness: No fireplace 0 5. Number of occupants: 2 6. Overhang characteristics (optional) East West S/SE/SW Distance of overhang from top of window (Ft.) Length of overhang 7. Solar gain through glass Facing Total area- Sq.Ft. Tglass f HTM Llft ar Unshaded Shaded BTUH 24 lowTrplE 20BLN/Shaded OH elow 24 NE/NW — Select 0 0 South 46 Trpl or 33 46 0 1518 low-E SE/SW — Select 0 0 0 East 30 Trpl or 65.0 30 0 1950 low-E West 12 Trpl or 65.0 12 0 780 low-E Skylight — Select 0 -- Total North and Shaded 24 ' 480 Total Solar Gain 1 4728 Adjust for tinted or reflective window coating? No 1 4728 8. Ducts/Pipes Location: [Trunk and branches in attic Attic Temp. Insulation Leakage Area 130 R-6 1 sealed 1 1105 'Duct gain: 0.316 'Duct loss: 0.146 9. Load Calculation Elements of Load Insulation / R-value Area/lin.ft. U-value Heat Loss Heat Gain Gross Wall 1352.37 Glass solar gain 4728 Glass 1 Trpl or low-E 112 0.42 1693 Glass 2 -- Select -- 0 Skylight -- Select -- 0 'Doors -- Select -- 0 0 'Net walls 1R-19 1240 0.06 2679 1488 Ceilings IR-30 1105 0.033 1313 1641 Floors -- Select -- 0 0 Open floors -- Select -- 0 0 Slab floors -- Select -- 0 0 !Volume of your building or zone (cu. Ft.) 10092.5 4663 1295 !People 600 !Appliances 2400 Sub Total 10348 12153 Duct Loss/Gain 1513 3844 Sensible Load 11861 15996 Latent Load 7 2862 TOTAL BTUH 11861 18858 Summary BTUH Tons Total heating load 11861 Total cooling load 18858 1.6 Room by Room Total Heat Loss 11861 System CFM (cooling) 800 Total Heat Gain 15997 System CFM (heating) 800 'Room name Landing Bath 3 Bedroom 3 Laundry 2 Loft Bath 4 Bedroom 4 Gross wall 128.37 219.78 251.28 153.72 73.53 186.03 339.75 'North windows 12 12 INE/NW windows _ South windows 30 12 4 SE/SW windows East windows 30 West windows 12 Skylight _ Doors Iet walls 116 220 209 142 74 182 298 Ceiling 59 154 197 75 256 99 265 Floor-crawl _ Floor-open _ door-slab Infiltration 12 _0 42 _ 12 0 4 42 People 1 1 Appliances 0 500 900 500 500 'Heat loss 1149 754 3518 1234 531 846 3830 Sensible Heat Gain 798 648 4738 2259 1275 716 5563 Cooling CFM 40 32 237 113 _ 64 36 278 'Heating CFM 77 51 237 83 _ 36 57 258 Air Ducts Sizing Total measured length of ducts 45 Use cooling CFM Total equivalent length of fittings 27 Flex ducts used Available static pressure for duct .34 Friction rate .07 CFM No. outlets Outlet CFM Duct diam. Air vel. Supply trunk/branch First section off AHU 800 15.1 644 1st reduction/branch 600 13.5 601 2nd reduction / 400 11.6 545 branch 3rd reduction/branch 200 8.9 460 4th reduction /branch 100 6.9 389 5th reduction/branch 50 5.3 329 Return trunk/ branch First section off AHU 800 15.1 644 1st reduction /branch 600 13.5 601 2nd reduction/ 400 11.6 545 branch 3rd reduction/branch 200 8.9 460 4th reduction/branch 100 6.9 389 5th reduction/ branch 50 5.3 329 Room runs Landing 40 2 20 3.7 j 262.9 Bath 3 32 2 16 3.4 249.1 Bedroom 3 237 2 118.5 7.3 405.2 Laundry 2 113 1 113 7.2 400.5 Loft 64 1 64 5.8 348.8 Bath 4 36 1 36 4.7 303.3 Bedroom 4 278 2 139 7.8 421.2 Equipment selection as per Manual S BTUH Nom.Tons Total heat loss 11861 Design temp. Outdoor Indoor Total heat gain 20858 1.7 Winter 34 70 Sensible heat gain 16996 Summer 95 75 _ Latent heat gain 3862 ID design RH 50%, 63F WB Sensible/total ratio 0.81 Altitude Target cooling TD 19 Predominantly Cool climate Manufacturer's Equipment Specification Equipment Manufacturer Model No. BTUH output Furnace _ Clg. capacity @ OD design temp. Boiler 1 Total Sensible Latent Heat pump/AC'Amana [ASZ 14024 23400 18720 4680 Evaporator Air handler Amana ARUF25B14 TOTAL CAPACITY with altitude correction 0 23400 18720 4680 Selected equipment size OK OK OK OK Heating Cooling CFM Ext. static pressure of CFM (rec.) blower 800 896 .5 Available static pressure for duct Supplemental heat needed for heat pump 'Blower ext. static press. .5 'HP capacity @ 47F 23200 coil pressure drop IHP capacity @ 17F 12600 filter pressure drop .1 'IP capacity @ ODDT 18607 register pressure drop .03 (BTUH supplemental heat -6746 grille pressure drop .03 KW supplemental heat -2 other 'Available SP for duct 0.34 . 2017 -AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: The Fletcher Residence Builder Name: Street: 307 4th Street Permit Office: City,State,Zip: Atlantic Beach, FL, 32233 Permit Number: U Owner: Fletcher Residence Jurisdiction: w Design Location: FL,Jacksonville U COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA General A continuous air barrier shall be installed in the building envelope. Air-permeable insulation shall The exterior thermal envelope contains a continuous air barrier. not be used as a sealing material. requirements Breaks or joints in the air barrier shall be sealed. The air barrier in any dropped ceiling/soffit shall be aligned with the The insulation in any dropped ceiling/soffit Ceiling/attic insulation and any gaps in the air barrier shall be sealed. shall be aligned with the air barrier. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Walls The junction of the foundation and sill plate shall be sealed. Cavities within corners and headers of frame walls The junction of the top plate and the top of exterior walls shall be shall be insulated by completely filling the cavity with sealed. a material having a thermal resistance of R-3 per Knee walls shall be sealed. inch minimum. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Windows,skylights The space between window/door jambs and framing,and and doors skylights and framing shall be sealed. Rim joists Rim joists shall include the air barrier. Rim joists shall be insulated. Floors The air barrier shall be installed at any exposed edge of Floor framing cavity insulation shall be installed to (including insulation. maintain permanent contact with the underside of above-garage subfloor decking,or floor framing cavity insulation and cantilevered shall be permitted to be in contact with the top side floors) of sheathing,or continuous insulation installed on the underside of floor framing and extends from the bottom to the top of all perimeter floor framing members. Crawl space walls Exposed earth in unvented crawl spaces shall be covered with Where provided instead of floor insulation, insulation a Class I vapor retarder with overlapping joints taped. shall be permanently attached to the crawlspace Shafts,penetrations Duct shafts,utility penetrations,and flue shafts opening to exterior or unconditioned space shall be sealed. Batts in narrow cavities shall be cut to fit,or narrow Narrow cavities 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 Recessed light fixtures installed in the building shall be sealed to the drywall. thermal envelope shall be air tight and IC rated. 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 The air barrier installed at exterior walls adjacent to showers and Exterior walls adjacent to showers and tubs shall on exterior wall tubs shall separate them from the showers and tubs. be insulated. Electrical/phone box or The air barrier shall be installed behind electrical or communication exterior walls 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. Concealed When required to be sealed,concealed fire sprinklers shall only be sprinklers sealed in a manner that is recommended by the manufacturer. Caulking or other adhesive sealants shall not be used to fill voids between fire sprinkler cover plates and walls or ceilings. a. In addition,inspection of log walls shall be in accordance with the provisions of ICC-400. 3/6/2020 7:18 AM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 1 of 1 Envelope Leakage Test Report (Blower Door Test) Residential Prescriptive, Performance or ERI Method Compliance 2017 Florida Building Code, Energy Conservation, 6th Edition Jurisdiction: 2.C-, t 4 o ip Permit#: Job Information Builder: 'c , Community: Lot: NA Address: 307 4th Street City: Atlantic Beach State: FL Zip: 32233 Air Leakage Test Results Passing results must meet either the Performance, Prescriptive, or ERI Method QPRESCRIPTIVE METHOD-The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour at a pressure of 0.2 inch w.g.(50 Pascals)in Climate Zones 1 and 2. QPERFORMANCE or ERI METHOD-The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding the selected ACH(50)value,as shown on Form R405-2017(Performance)or R406-2017(ERI),section labeled as infiltration,sub-section ACH50. ACH(50)specified on Form R405-2017-Energy Ca/c(Performance)or R406-2017(ERI): 5.312 x 60 - 39295 = Method for calculating building volume: CFM(50) Building Volume ACH(50) O Retrieved from architectural plans PASS •Code software calculated When ACH(50)is less than 3, Mechanical Ventilation installation Q Field measured and calculated must be verified by building department. R402.4.1.2 Testing.Testing shall be conducted in accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g.(50 Pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5)or(7), Florida Statues.or individuals licensed as set forth in Section 489.105(3)(f), (g),or(i)or 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 thecode 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, back draft 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. 6.Supply and return registers, if installed at the time of the test,shall be fully open. Testing Company Company Name: Phone: I hereby verify that the above Air Leakage results are in accordance with the 2017 6th Edition Florida Building Code Energy Conservation requirements according to the compliance method selected above. Signature of Tester: Date of Test: Printed Name of Tester: License/Certification #: Issuing Authority: 3/6/2020 7:18:30 AM EnergyGauge®USA 6.0.04(Rev. 1)-FlaRes2017 FBC 6th Edition(2017)Compliant Software Page 1 of 1 2017 EPL DISPLAY CARD ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 90 The lower the Energy Performance Index, the more efficient the home. 1. New home or, addition 1. New(From Plans) 12. Ducts, location & insulation level a)Supply ducts R 6.0 2. Single-family or multiple-family 2. Single-family b) Return ducts R 6.0 c)AHU location varies 3. No. of units (if multiple-family) 3. 1 4. Number of bedrooms 4. 4 13. Cooling system: Capacity 79.9 a)Split system SEER 14.0 5. Is this a worst case?(yes/no) 5. No b)Single package SEER c)Ground/water source SEER/COP 6. Conditioned floor area (sq. ft.) 6. 3751 d) Room unit/PTAC EER e)Other 7. Windows, type and area a) U-factor:(weighted average) 7a. 0.350 b)Solar Heat Gain Coefficient(SHGC) 7b. 0.270 14. Heating system: Capacity 82.2 c)Area 7c. 556.0 a)Split system heat pump HSPF 8.2 b)Single package heat pump HSPF 8. Skylights c)Electric resistance COP a) U-factor:(weighted average) 8a. NA d)Gas furnace, natural gas AFUE b)Solar Heat Gain Coefficient(SHGC) 8b. NA e)Gas furnace, LPG AFUE f)Other 9. Floor type, insulation level: a)Slab-on-grade(R-value) 9a. 0.0 b)Wood, raised (R-value) 9b. 15. Water heating system c)Concrete, raised (R-value) 9c. a) Electric resistance EF b)Gas fired, natural gas EF 0.82 10. Wall type and insulation: c)Gas fired, LPG EF A. Exterior: d)Solar system with tank EF 1. Wood frame (Insulation R-value) 10A1. varies e) Dedicated heat pump with tank EF 2. Masonry(Insulation R-value) 10A2. f) Heat recovery unit HeatRec% B. Adjacent: g)Other 1. Wood frame (Insulation R-value) 10B1. 19.0 2. Masonry(Insulation R-value) 10B2. 16. HVAC credits claimed (Performance Method) 11. Ceiling type and insulation level a)Ceiling fans Yes a) Under attic 11a. 30.0 b)Cross ventilation No b)Single assembly 11b. c)Whole house fan No c)Knee walls/skylight walls 11c. d) Multizone cooling credit d) Radiant barrier installed 11d. No e) Multizone heating credit f) Programmable thermostat Yes *Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. I certify that this home has complied with the Florida Building Code, Energy Conservation,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 insXa ed code compliant features. Builder Signature: Date: /l.o /7-02.0 Address of New Home: 307 4th Street City/FL Zip: Atlantic Beach, FL 32233 3/6/2020 7.18:16 AM EnergyGauge®USA 6.0.04(Rev. 1)-FlaRes2017 FBC 6th Edition(2017)Compliant Software Page 1 of 1 lot Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. g. OFFICE COPY MiTek RE: 2198843 - MiTek USA, Inc. 'Site Information: 6904 Parke East Blvd. Tampa,FL 33610-4115 Customer Info: Bathroom Renu Project Name: 2198843 Model: Custom • Lot/Block: . Subdivision: . Address: 307 4th Street, . City: Atlantic Beach State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TPI2014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 32.0 psf Floor Load: 55.0 psf This package includes 67 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. r a�8 �t No. Seal# Truss Name Date No. Seal# Truss Name Date g- e a ., 1 T19295509 CJO1 1/31/20 23 T19295531 F15 1/31/20 it•> E, 2 119295510 CJO2 1/31/20 24 119295532 F16 1/31/20 ; - 11 3 119295511 CJO3 1/31/20 25 119295533 F17 1/31/20 r Lr 4 T19295512 CJO4 1/31/20 26 T19295534 F18 1/31/20 0 320# 5 719295513 CJ 05 1/31/20 27 T19295535 F19 1/31/20 5 '°-. a • 6 T19295514 CJO6 1/31/20 28 T19295536 F20 1/31/20 E `� : i 7 T19295515 EJ01 1/31/20 29 T19295537 HJO1 1/31/20 a -, s g Z :li;E 8 119295516 EJ02 1/31/20 30 T19295538 HJO2 1/31/20 a -. ; e . . 9 T19295517 EJ05 1/31/20 31 T19295539 HJO3 1/31/20 ., 10 T19295518 F01 1/31/20 32 119295540 T01 1/31/20 ° U -,:; 013 ,0 11 T19295519 F02 1/31/20 33 T19295541 T02 1/31/20 n+r1_ = . 12 T19295520 F03 1/31/20 34 T19295542 T03 1/31/20 % I 13 T19295521 F04 1/31/20 35 T19295543 T04 1/31/20 ''t L V c 1 14 119295522 F05 1/31/20 36 119295544 T05 1/31/20 s 15 T19295523 F06 1/31/20 37 T19295545 T06 1/31/20 ,L 2, . - ``- 16 T19295524 F07 1/31/20 38 T19295546 TO6A 1/31/20 ra t. 1 a N 17 T19295525 F08 1/31/20 39 T19295547 T07 1/31/20 1. . i 4 18 719295526 F09 1/31/20 40 719295548 708 1/31/20 r R s 3 at x � � 19 119295527 F11 1/31/20 41 T19295549 TO9 1/31/20 20 119295528 F12 1/31/20 42 T19295550 T10 1/31/20 7 T s t.t a t x 21 T19295529 F13 1/31/20 43 T19295551 T11 1/31/20 '' ¢ " � y 5° , 1 d , 22 T19295530 F14 1/31/20 44 T19295552 T12 1/31/20 4, D LI , F u- - `` oillU►ifii,1 The truss drawing(s) referenced above have been prepared by LEER P. pi'', MiTek USA, Inc. under my direct supervision based on the parameters ..‘G E N S��ti�'0, provided by Builders FirstSource-Jacksonville. .0. 1. Truss Design Engineer's Name: Finn, Walter * ; No 22839 •:: My license renewal date for the state of Florida is February 28, 2021. - * IMPORTANT NOTE:The seal on these truss component designs is a certification O:• STATE OF "LI that the engineer named is licensed in the jurisdiction(s)identified and that the i•.�•••x`4 OV-.... `�� designs comply with ANSIITPI 1. These designs are based upon parameters °,0<(‘. •, O R 6? Ns shown(e.g.,loads,supports,dimensions,shapes and design codes),which were A:e siS/• • ••••'. Ns" given to MiTek or TRENCO. Any project specific information included is for MiTek's or I,,,/�N AI- •`‘ TRENCO's customers file reference purpose only,and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the Walter P.Finn PE No.22839 applicability of the design parameters or the designs for any particular building. Before use, MiTek USA,Inc.FL Cert 6634 the building designer should verify applicability of design parameters and properly 6904 Parke East Blvd.Tampa FL 33610 incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. Date: January 31,2020 Finn, Walter 1 of 2 RE: 2198843 - Site Information: Customer Info: Bathroom Renu Project Name: 2198843 Model: Custom Lot/Block: . Subdivision: . Address: 307 4th Street, . City: Atlantic Beach State: FL No. Seal# Truss Name Date 45 T19295553 T14 1/31/20 46 T19295554 T15 1/31/20 47 T19295555 T16 1/31/20 48 T19295556 T16A 1/31/20 49 T19295557 T17 1/31/20 50 T19295558 T18 1/31/20 51 T19295559 T19 1/31/20 52 T19295560 T20 1/31/20 53 T19295561 T21 1/31/20 54 T19295562 T22 1/31/20 55 T19295563 T23 1/31/20 56 T19295564 T24 1/31/20 57 T19295565 T25 1/31/20 58 T19295566 T26 1/31/20 59 T19295567 T27 1/31/20 60 T19295568 T28 1/31/20 61 T19295569 T29 1/31/20 62 T19295570 T30 1/31/20 63 T19295571 T40 1/31/20 64 T19295572 T41 1/31/20 65 T19295573 T42 1/31/20 66 T19295574 TF01 1/31/20 67 T19295575 TGO1 1/31/20 2 of 2 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. M ileka • RE: 2198843 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Bathroom Renu Project Name: 2198843 Model: Custom Tampa, FL 33610-4115 Lot/Block: . Subdivision: . Address: 307 4th Street, . City: Atlantic Beach State: FL Name Address and License#of Structural Engineer of Record, If there is one, for the building. Name: License#: Address: City: State: General Truss Engineering Criteria & Design Loads(Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TPI2014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 32.0 psf Floor Load: 55.0 psf This package includes 67 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. Seal# Truss Name Date No. Seal# Truss Name Date 1 119295509 CJO1 1/31/20 23 T19295531 F15 1/31/20 2 T19295510 CJO2 1/31/20 24 T19295532 F16 1/31/20 3 119295511 CJO3 1/31/20 25 T19295533 F17 1/31/20 4 119295512 CJO4 1/31/20 26 T19295534 F18 1/31/20 5 T19295513 CJO5 1/31/20 27 T19295535 F19 1/31/20 6 T19295514 CJO6 1/31/20 28 T19295536 F20 1/31/20 7 T19295515 EJ01 1/31/20 29 T19295537 HJO1 1/31/20 8 T19295516 EJ02 1/31/20 30 T19295538 HJO2 1/31/20 9 T19295517 EJ05 1/31/20 31 T19295539 HJO3 1/31/20 10 T19295518 F01 1/31/20 32 T19295540 101 1/31/20 11 T19295519 F02 1/31/20 33 T19295541 T02 1/31/20 12 T19295520 F03 1/31/20 34 T19295542 T03 1/31/20 13 T19295521 F04 1/31/20 35 T19295543 T04 1/31/20 14 T19295522 F05 1/31/20 36 T19295544 T05 1/31/20 15 119295523 F06 1/31/20 37 T19295545 T06 1/31/20 16 T19295524 F07 1/31/20 38 T19295546 TO6A 1/31/20 17 T19295525 F08 1/31/20 39 T19295547 T07 1/31/20 18 T19295526 F09 1/31/20 40 119295548 T08 1/31/20 19 T19295527 F11 1/31/20 41 T19295549 T09 1/31/20 20 119295528 F12 1/31/20 42 T19295550 T10 1/31/20 21 T19295529 F13 1/31/20 43 T19295551 T11 1/31/20 22 T19295530 F14 1/31/20 44 T19295552 T12 1/31/20 ,.`�tuutttiti,i The truss drawing(s)referenced above have been prepared by JNA-c R P A- ....... MiTek USA, Inc.under my direct supervision based on the parameters �.` .• �G '• ti �.� provided by Builders FirstSource-Jacksonville. •• �' Truss Design Engineer's Name: Finn, Walter *:� No 22839 •::* My license renewal date for the state of Florida is February 28,2021. IMPORTANT NOTE: �'• STATE OF "141:: The seal on these truss component designs is a certification1. 4/4 that the engineer named is licensed in the jurisdiction(s)identified and that the � T••.f„. -.' designs comply with ANSI/TPI 1. These designs are based upon parameters •t O R t'.••,�N• shown(e.g.,loads,supports,dimensions,shapes and design codes),which were �it�s '•• given to MiTek or TRENCO. Any project specific information included is for MiTek's or a.ettN A; os�� TRENCO's customers file reference purpose only,and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the Wafter P.Finn PE No.22839 applicability of the design parameters or the designs for any particular building. Before use, MiTek USA,Inc.FL Cert 6634 the building designer should verify applicability of design parameters and properly 6904 Parke East Blvd,Tampa FL 33610 incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. Date: January 31,2020 Finn, Walter 1 of 2 MiTek. MiTek USA, Inc. RE: 2198843- 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Customer Info: Bathroom Renu Project Name: 2198843 Model: Custom Lot/Block: . Subdivision: . Address: 307 4th Street, . City: Atlantic Beach State: FL No. Seal# Truss Name Date 45 T19295553 T14 1/31/20 46 T19295554 T15 1/31/20 47 T19295555 T16 1/31/20 48 T19295556 T16A 1/31/20 49 T19295557 T17 1/31/20 50 T19295558 T18 1/31/20 51 T19295559 T19 1/31/20 52 T19295560 T20 1/31/20 53 T19295561 T21 1/31/20 54 T19295562 T22 1/31/20 55 T19295563 T23 1/31/20 56 T19295564 T24 1/31/20 57 T19295565 T25 1/31/20 58 T19295566 T26 1/31/20 59 T19295567 T27 1/31/20 60 T19295568 T28 1/31/20 61 T19295569 T29 1/31/20 62 T19295570 T30 1/31/20 63 T19295571 T40 1/31/20 64 T19295572 T41 1/31/20 65 T19295573 T42 1/31/20 66 T19295574 TF01 1/31/20 67 T19295575 TGO1 1/31/20 2 of 2 Job Truss Truss Type Qty Ply T19295509 2198843 CJO1 Jack-Open 4 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:23:16 2020 Page 1 ID:XaTH9PpIiEHIr6cD6EXS9my7O3r-Vg8DYoXHi72BLkXJPSxWu9k1 ufENfswoxl XcDNzpr?f -1-4-0 1-0-0 1-4-0 i 1-0-0 Scale=1:6.1 3 • 4.00 12 — y2 4 3x4 = I 1-0-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:5 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=157/0-5-8,4=-27/Mechanical Max Horz 2=36(LC 8) Max Uplift 2=132(LC 8),4=27(LC 1) Max Gray 2=157(LC 1),4=24(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (7) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 132 lb uplift at joint 2 and 27 lb uplift at joint 4. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: January 31,2020 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1-7473 rev.10/03/2015 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 truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,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. I Tampa.FL 36610 Job Truss Truss Type Qty Ply 119295510 2198843 CJO2 Jack-Open 4 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:23:17 2020 Page 1 ID:XaTH9PpliEHIr6cD6EXS9my703r-z1 ibl7YvTRA2yu6WN9SIRMHBe3YKOJ9y9hG9lpzpr?e -1-4-0 3-0-0 1-4-0 3-0-0 Scale=1:9.4 3 4.00 12 N 2 d L 1 3x4 = 4 3-0-0 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(CT) 0.01 4-7 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:11 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=56/Mechanical,2=186/0-3-8,4=20/Mechanical Max Horz 2=60(LC 8) Max Uplift 3=-35(LC 8),2=-141(LC 8),4=-27(LC 9) Max Gray 3=56(LC 1),2=186(LC 1),4=37(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (7) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 35 lb uplift at joint 3,141 lb uplift at joint 2 and 27 lb uplift at joint 4. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22839 MiTek USA,Inc FL Cart 8634 6904 Parka East Blvd.Tampa Fl.33610 Date: January 31,2020 a.WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 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 truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,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 36610 Job Truss Truss Type Qty Ply • T19295511 2198843 CJO3 Jack-Open 4 1 Job Reference(optional) Builders FirstSource. Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:23:18 2020 Page 1 ID:XaTH9PpliEH Ir6cD6EXS9my703r-SDFzzTZXEllva2hixtz_agJ WSgG7mP5OLOjHFzpr?d -1-4-0 5-0-0 1-4-0 5-0-0 Scale=1:12.7 3 A 4.00 1:712— N 12N 2 4 3x4 = 5-0-0 5-0-0 Plate Offsets(X,Y)— (2:0-1-6,Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.09 4-7 >667 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) 0.08 4-7 >763 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 i Matrix-MP Weight:18 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=108/Mechanical,2=243/0-5-8,4=40/Mechanical Max Horz 2=84(LC 8) Max Uplift 3=-68(LC 8),2=177(LC 8),4=48(LC 8) Max Gray 3=108(LC 1),2=243(LC 1),4=66(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (7) 1)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 68 lb uplift at joint 3,177 lb uplift at joint 2 and 48 lb uplift at joint 4. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22609 MiTek USA,Inc.FL Cart 6604 6904 Parke East Blvd.Tampa FL 33610 Date: January 31,2020 t I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 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 truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking 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,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,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 36610 c Job Truss Truss Type Oty Ply T19295512 2198843 CJO4 Jack-Open 10 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:23:18 2020 Page 1 ID:XaTH9PpliEHlr6cD6EXS9my703r-SDFzzTZXEllva2hixtz_agM?Sve7m P50LOjHFzpr?d ( -1-4-0 1-0-0 1-4-0 1-0-0 Scale=1:7.8 3 6.00 12 2 1 4 3x4 = 1-0-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:6 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=161/0-5-8,4=-21/Mechanical Max Horz 2=37(LC 12) Max Uplift 2=-61(LC 12),4=-21(LC 1) Max Gray 2=161(LC 1),4=30(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (7) 1)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)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 fd between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 61 lb uplift at joint 2 and 21 lb uplift at joint 4. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Welter P.Finn PE No.22839 MiTak USA,Inc.FL Cart 6634 6804 Parke East Blvd.Tampa FL 33610 Date: January 31,2020 1 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev.10/03/2015 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 Nur a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP/1 Quality Criteria,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 36610 Job Truss Truss Type Qty Ply • T19295513 2198843 CJO5 Jack-Open 10 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:23:20 2020 Page 1 ID.XaTH9PpIiE HIr6cD6EXS9my7O3r-ObNkN9bnmMZdgLr521?T3?viUGaabgvOsfVpM8zpr?b -1-4-0 3-0-0 1-4-0 3-0-0 Scale=1:12.8 3 �' • 6.00 12 2 I d 0ill= 1111M0i 1 ,, 4 2x4 = I 3-0-0 Plate Offsets(X,Y)-- (2:0-4-0,0-0-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:121b FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=58/Mechanical,2=188/0-5-8,4=18/Mechanical Max Horz 2=73(LC 12) Max Uplift 3=-38(LC 12),2=-56(LC 12) Max Gray 3=58(LC 1),2=188(LC 1),4=38(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (7) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 38 lb uplift at joint 3 and 56 lb uplift at joint 2. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Waiter P.Finn PE No.22839 MiTek USA.Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: January 31,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 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 truss system.Before use,the building designer must venfy the applicability of design parameters and properly incorporate this design into 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 fabrication.storage,delivery.erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T19295514 2198843 CJO6 Jack-Open 8 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:23:21 2020 Page 1 I D:XaTH9PpliEH Ir6cD6EXS9my703r-sox6bVbPXghU RVQ He?WibC SgcgtgK79X4JENuazpr?a -1-4-0 ( 5-0-0 1-4-0 5-0-0 Scale=1:17.8 -,, 6.00 12 2 oi 0 0 el011111111.11111111111111111111111111111111111111111111111111111111111111111111111111 4 3x4 = 5-0-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.04 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.04 4-7 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:18 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=109/Mechanical,2=244/0-3-8,4=38/Mechanical Max Horz 2=110(LC 12) Max Uplift 3=-71(LC 12),2=-65(LC 12),4=1(LC 12) Max Gray 3=109(LC 1),2=244(LC 1),4=67(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (7) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces 8,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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 71 lb uplift at joint 3,65 lb uplift at joint 2 and 1 lb uplift at joint 4. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22639 MTak USA,Inc.FL Cart 6634 6904 Parka East Blvd.Tampa FL 33610 Date: January 31,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek* building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSITPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply • T19295515 2198843 EJ01 Jack-Open 19 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:23:22 2020 Page 1 I D:XaTH9PpIiEHIr6cD6EXS9my7O3r-K_VUorc21zpL3f?TAj2x8Qyg49n3YchJz_WQOzpr?Z -1-4-0 3-9-2 7-0-0 1-4-0 3-9-2 3-2-14 Scale=1:16.2 4 A 4.00 12 2x4 3 r N 2 \/ el 1 6 5 3x4 = 4x4 = 7-0-0 7-0-0 Plate Offsets(X,Y)— [2:0-1-6,Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.18 6-9 >453 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) 0.16 6-9 >517 180 BCLL 0.0 ' Rep Stress lncr YES WB 0.18 Horz(CT) -0.00 5 n/a n/a BCDL 5.0 Code FBC2017 TPI2014 Matrix-MS Weight:28 lb 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 6-3-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=64/Mechanical,2=304/0-3-8,5=151/Mechanical Max Horz 2=109(LC 8) Max Uplift 4=-41(LC 12),2=-217(LC 8),5=-136(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-317/418 BOT CHORD 2-6=-553/294 WEBS 3-6=-320/603 NOTES- (7) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces 8,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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 41 lb uplift at joint 4,217 lb uplift at joint 2 and 136 lb uplift at joint 5. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cart 6634 6964 Parke East Blvd.Tampa FL 33610 Date: January 31,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mil 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 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,see ANSUTPtI Duality Criteria,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 36610 Job Truss Truss Type Oty Ply T19295516 2198843 EJ02 Jack-Open 13 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:23:23 2020 Page 1 ID:XaTH9PpIiEHIr6cD6EXS9my7O3roA3soBdg3HxChpZfkQZAhdX4 WTVbol egYdj UyTzpr?Y -1-4-0 7-0-0 1-4-0 7-0-0 Scale=1:22.6 3 -,---, 6.00 12 (0n d c4 2 � ',1 3x4 4 — 70-0 7-0-0 Plate Offsets(X,Y)— [2:0-2-10,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.16 4-7 >536 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.17 4-7 >491 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 5.0 Code FBC2017(TPI2014 Matrix-MS Weight:24 lb 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. REACTIONS. (lb/size) 3=159/Mechanical,2=305/0-3-8,4=56/Mechanical Max Horz 2=146(LC 12) Max Uplift 3=-103(LC 12),2=-76(LC 12),4=-1(LC 12) Max Gray 3=159(LC 1),2=305(LC 1),4=96(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (7) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 103 lb uplift at joint 3,76 lb uplift at joint 2 and 1 lb uplift at joint 4. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No,22839 uTak USA,Inc.FL Curt 8934 P904 Parke East Blvd.Tampa FL 33810 Date: January 31,2020 1 r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. mil- Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Miiek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply • T19295517 2198843 EJ05 Jack-Open 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:23:23 2020 Page 1 ID:XaTH9PpIiEHIr6cD6EXS9my703r-oA3sOBdg3HxChpZfkQZAhdXA6TZIo1 egYdjUyTzpr?Y -1-4-0 5-0-0 l 1-4-0 5-0-0 Scale=1:17.8 • 3 • 0000400000000000001110111111111111111111111111111111111116.00 12 2 i II 4 354 = 5-0-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.04 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.04 4-7 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:18 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=109/Mechanical,2=244/0-3-8,4=38/Mechanical Max Horz 2=110(LC 12) Max Uplift 3=-71(LC 12),2=-65(LC 12),4=-1(LC 12) Max Gray 3=109(LC 1),2=244(LC 1),4=67(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (7) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces 8 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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 71 lb uplift at joint 3,65 lb uplift at joint 2 and 1 lb uplift at joint 4. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22839 MiTdt USA Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: January 31,2020 � I O WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/1015 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 NI" a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 whh possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T19295518 2198843 F01 GABLE 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:23:25 2020 Page 1 ID:XaTH9PpliEHIr6cD6EXS9my703r-kZBdRtewbuBvw7j2rrbem2caDHlfGxb7?xCa1 Lzpr?W 0-h8 Scale=1:29.3 • 3x4 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 e. o o e o 0 0 o e o o e o o • X N e o e o 0 0 0 o e o 0 0 0 • 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 3x4 = 3x4 = 1-6-12I 2-10-12 4-2-12 I 5-6-12 I 6-10-12 I 8-2-12 I 9-6-12 10-10-12 I 12-2-12 I 13-6-12 I 14-10-12 I 16-2-12 I 17-6-12 a8-1-8I 1-6-12 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 12 Plate Offsets(X,Y)— ]29:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl 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(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 16 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 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 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 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 18-1-8. (Ib)- Max Gray All reactions 250 lb or less at joint(s)30,16,29,28,27,26,25,24,23,22,21,20,19,18,17 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (7) 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. 6)CAUTION,Do not erect truss backwards. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22839 MiTek USA Inc.FL Cart 8836 3904 Parke East Blvd.Tampa FL 33310 Date: January 31,2020 I I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 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 truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 end 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 36610 Job Truss Truss Type Qty Ply e T19295519 2198843 F02 Floor 10 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244. 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:23:26 2020 Page 1 I D:XaTH9Ppli E H Ir6cD6EXS9my703r-D Ik?eCfYM C J m Y G I EPY6tIG9egh W2?FfG Eby8Zozpr?V 0-1-8 H I 1-3-0 I I 1-4-0 0-118 Sca =1:31.2 ' 4x6 = 4x6 = 1.5x3 = 4x6 = 304 = 3x4 = 1.5x3 II 3x4 = 1.5x3 II 3x4 = 4x8 = 1.5x3 = 1 2 3 4 5 6 7 8 9 10 -/I' e +\\ ///` X / a +`\\ //`4. q t : / I e ew e Alb. .dlk 19 18 17 18 15 14 13 12 w 4x4 = 4x6 = 4x4 = 3x4 = 1.5x3 II 3x4 = 3x8 = 4x4 = 4x6 = 4x4 = 1-6-0I 4-0-0 j 6-6-0 [ 14-5-8 16-11-8 I 18-5-8 1-6-0 2-6-0 2-6-0 7-11-8 2-6-0 1-6-0 Plate Offsets(Xy)— [1:Edge,0-1-8],[4:0-1-8,Edge],[10:0-1-8,Edge],[11:Edge,0-1-8],[15:0-1-8,Edgej,[20:Edge,0-1-8] LOADING (psi) SPACING- 2-0-0 CSI. , DEFL. in (loc) I/defl Ltd PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.55 Vert(LL) -0.25 14-15 >874 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.51 1 Vert(CT) -0.35 14-15 >631 240 BCLL 0.0 Rep Stress Int' YES WB 0.62 Horz(CT) 0.05 11 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:97 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 M 31(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) 20=995/0-5-0,11=995/0-3-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-20=-989/0,10-11=-990/0,1-2=-1012/0,2-3=2507/0,3-4=3396/0,4-5=-3736/0, 5-6=-3736/0,6-7=3448/0,7-8=-3448/0,8-9=2501/0,9-10=1014/0 BOT CHORD 18-19=0/1908,17-18=0/3076,16-17=0/3736,15-16=0/3736,14-15=0/3687,13-14=0/3068, 12-13=0/1910 WEBS 10-12=0/1309,1-19=0/1306,9-12=1246/0,2-19=-1246/0,9-13=0/822,2-18=0/834, 8-13=-789/0,3-18=-791/0,8-14=0/516,3-17=0/511,6-14=-370/0,4-17=-638/0, 6-15=-230/406 NOTES- (3) 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)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22839 Mitek USA.Inc.FL Cert 6634 6904 Parke East Blvd,Tampa FL 33610 Date. January 31,2020 t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 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 Mil a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSICIPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 719295520 2198843 F03 FLOOR 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:23:27 2020 Page 1 ID:XaTH9PpliEHIr6cD6EXS9my7O3r-hylNrYgA7 WRd9QtRzGd6rTirTSglkijQTFhhsEzpr?U 0-1-8 H I 1-3-7 I I 1-3-0 2-1-15 Scale=1:17.1 1.5x3 = 5x8 II 6x8 = 4x6 II 4x8 II 3x6 II 1 2 3 4 13 5 • • • • • —NiN 7_ 12 NNNNT ; ,:zz 9 7 1 3x4 = 4x6 = 1.5x3 I 1.5x3 H 3x4 = 5x8 = 1.5x3 ll 1-6-7 1-7-�5 3-0-7 7-11-6 9-3-14 1-6-7 0-1 1-4-8 4-10-15 1-4-8 Plate Offsets(X,Y)— [1:Edge,0-1-8],[1:0-1-8,0-1-8],[2:0-3-0,Edge],[3:0-3-0,Edge],[4:0-3-0,Edge],[11:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.43 Vert(LL) 0.05 9 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.68 Vert(CT) 0.07 9-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.64 Horz(CT) -0.01 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:63 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP M 31(flat) TOP CHORD Structural wood sheathing directly applied or 9-3-14 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. REACTIONS. (Ib/size) 6=91/0-5-7,11=2445/0-3-8 Max Uplift 6=-213(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/2166,2-3=0/1557,3-4=0/879,4-5=0/384 BOT CHORD 10-11=-2165/0,9-10=-879/0,8-9=-879/0,7-8=879/0 WEBS 2-11=-829/0,1-11=-2684/0,5-7=-510/0,2-10=0/1080,4-7=0/656,3-10=-1198/0 NOTES- (6) 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 213 lb uplift at joint 6. 3)Load case(s)1,2,3,4,5,6,7,8,9,10 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 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. 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:6-12=10,1-5=-100 Concentrated Loads(Ib) Vert:1=-1531 2)Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:6-12=10,1-5=-100 Concentrated Loads(Ib) Vert:1=-1531 3)1st Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(ptf) Walter P.Finn PE No.22839 Vert:6-12=10,1-2=100,2-5=-20 MiTak USA Inc.FL Cent 6634 Concentrated Loads(Ib) 680.1 Parke East Blvd.Tampa FL 33610 Vert:1=-1531 Date: January 31,2020 ontinued on Daae 2 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 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 truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSICIPI1 Quality Criteria,DSB-s9 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra.VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply • TI9295520 2198843 F03 FLOOR 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244. 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:23:28 2020 Page 2 ID:XaTH9PpIiE HIr6cD6EXS9my703r-98s13uhoupZUnaSdWz8LNhEODUA_T9zZhvRFegzpr?T LOAD CASE(S) Standard 4)2nd Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) Vert:6-12=10,1-2=-20,2-13=-100,5-13=-20 •Concentrated Loads(Ib) Vert:1=1531 5)3rd unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pH) Vert:6-12=10,1-2=100,2-5=-20 Concentrated Loads(Ib) Vert:1=-1531 6)4th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pif) Vert:6-12=10,1-2=20,2-13=-100,5-13=-20 Concentrated Loads(lb) Vert:1=-1531 7)1st chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pif) Vert:6-12=10,1-2=20,2-4=100,4-5=-20 Concentrated Loads(Ib) Vert:1=-1531 8)2nd chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) Vert:6-12=10,1-2=100,2-3=-20,3-5=100 Concentrated Loads(Ib) Vert:1=-1531 9)3rd chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:6-12=10,1-2=-20,2-4=100,4-5=-20 Concentrated Loads(Ib) Vert:1=-1531 10)4th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:6-12=10,1-2=100,2-3=20,3-5=100 Concentrated Loads(Ib) Vert:1=-1531 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 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 truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,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 36610 Job Truss Truss Type Oty Ply T19295521 2198843 F04 Floor 3 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:23:29 2020 Page 1 ID:XaTH9PpIiEHIr6cD6EXS9my703r-dKQ7GEhRe7hLPk1 p4hgawun5FuXSChyjwZAoA6zpr?S 0-1-8 H I 1-3-8 I 1 2-3-00 scar61:20.6 1.5x3 = _ 1.5x3 = 1 2 3 3 4 5 6 7 iS 18 zzzZ 14 13�! 12 11 10 9 3x6 = 3x6 = 3x6 = 1-6-81 12-3-8 1-6-8 0- 10-7-8 Plate Offsets(X,Y)— [7:0-1-8,Edge] LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.80 Vert(LL) -0.07 9-10 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.60 Vert(CT) -0.11 9-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.27 Horz(CT) 0.00 8 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:69 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 6-0-0 oc bracing. REACTIONS. (lb/size) 8=293/0-5-0,13=1152/0-3-8 Max Gray 8=298(LC 4),13=1152(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 7-8=-306/0,1-2=0/738,2-3=0/576,3-4=-453/159,4-5=-453/159,5-6=-453/159, 6-7=-274/0 BOT CHORD 12-13=-738/0,11-12=-400/111,10-11=159/453,9-10=-19/472 WEBS 2-13=-529/0,1-13=-954/0,2-12=0/532,3-12=-546/0,3-11=0/563,4-11=-266/0, 7-9=0/351,6-9=-275/50 NOTES- (6) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Load case(s)1,2,3,4,5,6,7,8,9,10 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 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. 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pi) Vert:8-14=7,1-7=67 Concentrated Loads(Ib) Vert:1=-570 2)Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:8-14=7,1-7=67 Concentrated Loads(Ib) Vert:1=-570 Walter P.Finn PE No.22839 3) 1st Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 MiTek USA Inc.FL Cert 6634 Uniform Loads(plf) 6004 Parke East Blvd.Tampa FL 33610 Vert:8-14=7,1-2=67,2-7=13 Date: January 31,2020 —ontinued on Daae 2 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 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 truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply • T19295521 2198843 F04 Floor 3 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:23:29 2020 Page 2 ID:XaTH9PpIiEHIr6cD6EXS9my703r-dKQ7GEhRe7hLPk1 p4hgawun5FuXSChyjwZAoA6zpr?S LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:1=-570 4)2nd Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 •Uniform Loads(plf) Vert:8-14=-7,1-2=13,2-7=-67 Concentrated Loads(Ib) Vert:1=-570 S 3rd unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) Vert:8-14=-7,1-2=67,2-7=13 Concentrated Loads(Ib) Vert:1=-570 6)4th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:8-14=-7,1-2=13,2-7=-67 Concentrated Loads(Ib) Vert:1=-570 7) 1st chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:8-14=7,1-2=13,2-5=-67,5-7=13 Concentrated Loads(Ib) Vert:1=-570 8)2nd chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:8-14=-7,1-2=-67,2-4=13,4-7=-67 Concentrated Loads(Ib) Vert:1=-570 9)3rd chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pif) Vert:8-14=-7,1-2=13,2-5=-67,5-7=-13 Concentrated Loads(Ib) Vert:1=-570 10)4th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:8-14=-7,1-2=-67,2-4=13,4-7=67 Concentrated Loads(Ib) Vert:1=-570 � I A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not �� a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Tampa.FL 36610 Job Truss Truss Type Oty Ply 719295522 2198843 F05 Floor 7 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:23:30 2020 Page 1 ID:XaTH9PpliEHIr6cD6EXS9my703r-5X_WUai3PRpCOuc0e0BpT6JLzlu Wx7Ls9DwLiZzpr?R 0-1-8 H I 1-3-0I I 2-3-0 0 Scat 1:18.0 1.5x3 = 1.5x3 = 1 2 3 4 5 6 e e e • a V 1 e• 14 ° • ° e e d 11 a 10 9 3x6 8 4x4 = 3x6 = 4x4 = 10-9-0 10-9-0 Plate Offsets(X,Y)— 16:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TO 0.48 Vert(LL) -0.07 10-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.48 Vert(CT) -0.08 10-11 >999 240 BOLL 0.0 Rep Stress Incr YES WB 0.32 Horz(CT) 0.01 7 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:59 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. (lb/size) 12=571/0-5-0,7=571/0-3-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-12=-567/0,6-7=-567/0,1-2=-528/0,2-3=-1213/0,3-4=-1213/0,4-5=-1213/0,5-6=-528/0 BOT CHORD 10-11=0/979,9-10=0/1213,8-9=0/979 WEBS 1-11=0/677,2-11=-628/0,2-10=0/456,6-8=0/677,5-8=-628/0,5-9=0/456 NOTES- (4) 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. 4)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cart 6634 6004 Parke East Blvd.Tampa FL 33010 Date: January 31,2020 t / A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mil 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 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,see ANSUTPII Quality Criteria,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 36610 Job Truss Truss Type Qty 'Ply T19295523 2198843 F06 Floor Girder 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:23:31 2020 Page 1 ID:XaTH9PpliE HIr6cD6EXS9my703r-ZjYuhwjhAkx3e2BC C6i2?JsW3iCjgWbONtfvE?zpr?Q 0-1-8 H I 1-3-0 I I 2-3-0 I O Scale A 1:18.0 1.5x3 = 1.5x3 = 5x6 I I 5x8 II 3x6 I I 3x6 II 5x6 II 5x6 II • 1 13 2 3 4 5 6 o o °oo 0 ' h N.NNN NNNN. . 11 a e e 7.; 1Z\ 10 9 3x6 B e 7�( 4x6 = 3x6 = 4x6 = 4x4 = 4x4 = 10-9-0 I 10-9-0 Plate Offsets(X,Y)— [1:0-1-8,0-0-8],[6:0-3-0,Edge],[6:0-1-8,0-0-8],[7:Edge,0-1-8),[12:Edge,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.46 Vert(LL) -0.06 10-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.61 Vert(CT) -0.08 10-11 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.58 Horz(CT) 0.02 7 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:73 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. (lb/size) 12=974/0-5-0,7=665/0-3-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-12=-971/0,6-7=-657/0,1-2=-942/0,2-3=-1663/0,34=1663/0,4-5=-1663/0,5-6=-651/0 BOT CHORD 10-11=0/1748,9-10=0/1663,8-9=0/1216 WEBS 1-11=0/1215,2-11=-1095/0,2-10=298/0,6-8=0/840,5-8=-768/0,5-9=0/738,4-9=417/0 NOTES- (5) 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)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)537 lb down at 2-0-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 5)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:7-12=10,1-6=-100 Concentrated Loads(Ib) Vert:13=-484(B) Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cart 9634 6904 Parke East Blvd.Tampa FL 33610 Date: January 31,2020 1 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. hill 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 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 guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra.VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T19295524 2198843 F07 Floor Girder 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:23:32 2020 Page 1 ID:XaTH9PpIiEHIr6cD6EXS9my703r-1 v6GvGkJx23wGCmOlpDHYXPnE6gYP3K9cXPSnRzpr7P 3x6 II 13-0 - - 3x6 II 168 3x6 3x6 I I 1 2 9 3 10 4 Scale=1:9.4 • • • 3x4 = 3x4 = 8 101° 7 6 1.5x3 II 1.5x3 II 4-6-8 4-6-8 Plate Offsets(X,Y)— [3:03-0,0-0-0],[6:0-1-8,Edge],[7:0-1-8,Edge] LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.11 Vert(LL) -0.00 6 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.12 Vert(CT) -0.01 6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.16 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:31 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-6-8 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. (lb/size) 8=234/0-5-8,5=315/0-3-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 4-5=-307/0,1-2=-264/0,2-3=-264/0,3-4=-264/0 BOT CHORD 6-7=0/264 WEBS 4-6=0/344,1-7=0/344 NOTES- (5) 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)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)113 lb down at 2-4-12,and 147 lb down at 3-8-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 5)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-8=-7,1-4=-67 Concentrated Loads(Ib) Vert:9=-113(F)10=-113(F) Walter P.Finn PE No.22839 MTak USA,Inc.FL Cart 6834 6904 Parke East Blvd.Tampa Fl.33610 Date: January 31,2020 � r A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 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 tut a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 fabrication,storage,delivery,erection and bradng of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 end 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 36610 Job Truss Truss Type Qty Ply • T19295525 2198843 F08 Floor 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:23:33 2020 Page 1 ID:XaTH9PpIiE HIr6cD6EXS9my703r-V6fe6clxiMBntLKaJ WkW4kxs9Vws8VH IrA8?Juzpr?0 I 1-3-0 I 1-8-8 0, Scale=1:15.8 • 1.5x3 II 1 2 3 4 5 12 J e 1.5x 0 7- t, e e e ). 17-' 10 9 8 7 6 1.5x3 II 1.5x3 II 1-6-0I 7-2-8 I 8-7-0 1-6-0 5-8-8 1-4-8 Plate Offsets(X,Y)— [4:0-1-8,Edge],[5:0-1-8,Edge],[9:0-1-8,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.42 Vert(LL) -0.06 9-10 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.50 Vert(CT) -0.07 9-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(CT) -0.01 11 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight 45 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. (lb/size) 6=462/Mechanical,11=456/0-3-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 5-6=-452/0,1-11=-455/0,1-2=-404/0,2-3=-771/0,3-4=-771/0,4-5=-381/0 BOT CHORD 9-10=0/732,8-9=0/771,7-8=0/771 WEBS 1-10=0/518,5-7=0/518,2-10=-456/0,4-7=-530/0 NOTES- (6) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 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"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22839 MTak USA,Inc.FL Cart 6634 6964 Parke East Blvd.Tampa FL 33610 Date: January 31,2020 t , A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MlI-7473 rev.10/03/2015 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 truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,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 36610 Job Truss Truss Type Qty Ply T19295526 2198843 F09 GABLE 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:23:35 2020 Page 1 ID:XaTH9PpIiEHIr6cD6EXS9my703r-SUnOXHmBEzSV7fUzRxn_A91 HhJjxcS4blUd6Nmzpr?M 0 /43 Scale=1:15.8 • 1 3x4 = 2 3 4 5 6 7 8 16 0 N � e -e e e e :ieeeeeeeeei:i:i :0iei0ee:eeeeeeieieeeeeieeeeeieeeiei:i:i:iei:ieieieieeei1DOOeee:ieieeeeeeeieieeeiei:i:•:,:iei�ieeeeeieieeeeeieeeieeeieieeeiei*:i�eeeeeeeeeeiii:i 4•:i:i:ieeeieeeieeei:e:iei�ieieeee:i�eeeeiei:e*: eeeeee��e�eeeeeeeeeeeeeeeeeeee�ee�eeseseeeeeeeeeeeeeeeee�e���eseeeeeeeeeeeeeeeeeeeeeee�����eseeeeeeeeeseeeeeeeeee�ee 15 14 13 12 11 10 9 3x4 = 3x4 = 3x4 = 1-6-12I 2-10-12 I 4-2-12 I 5-6-12 6-10-12 I 8-2-12 18-74) 1-6-12 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 0-4-4 Plate Offsets(X,Y)— 114:0-1-8,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 9 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:42 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. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 8-7-0. (Ib)- Max Gray All reactions 250 lb or less at joint(s)15,9,14,13,12,11,10 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (7) 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. 6)CAUTION,Do not erect truss backwards. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22839 MiTak USA Inc.FL Cad 8834 6864 Parke East Blvd.Tampa FL 33810 Date: January 31,2020 I 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. • . mil Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSUTPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Sae 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply • T19295527 2198843 F11 Floor Girder 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:23:36 2020 Page 1 ID:XaTH9PpliEHIr6cD6EXS9my703r-wgLnkdnq?HaLkp39_fIDiNZLZjxzLoP IX8NgWDzpr?L 0-1-8 H I 13-0I I 011-8 1.553 = Scale=1:11.5 4x6 II 3x6 II 3x6 II 3x6 II • 1 2 3 10 4 1.5x3 II 3x4 = 9 8 7 6 5 454 = 354 = 1.5x3 II 3-11-8 5-4-0 3-11-8 1-4-8 Plate Offsets(X,Y)— [1:0-1-8,0-0-8],[8:0-1-8,Edge] LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.54 Vert(LL) -0.02 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.48 Vert(CT) -0.03 6-7 >999 240 BOLL 0.0 Rep Stress Incr NO WB 0.48 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:38 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-4-0 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. (lb/size) 9=604/0-3-0,5=551/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-9=-619/0,4-5=-553/0,1-2=-789/0,2-3=-789/0,3-4=-424/0 BOT CHORD 7-8=0/789,6-7=0/789 WEBS 4-6=0/562,1-8=0/1002,3-6=-486/0,2-8=-530/0 NOTES- (5) 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 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-9=-7,1-4=-67 Concentrated Loads(Ib) Vert:2=-389 10=-389 Walter P.Finn PE No.22839 MiTak USA,Inc.FL Curt 6634 6904 Parke East Blvd.Tampa FL 33810 Date: January 31,2020 � 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MD-7473 rev.10/03/2015 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 truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking 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,delivery,erection and bracing of trusses and truss systems,see ANSI/772H Quality Criteria,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 36610 Job Truss Truss Type Qty Ply T19295528 2198843 F12 Floor 3 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:23:36 2020 Page 1 ID:XaTH9PpIiE HIr6cD6EXS9my703r-wgLnkdnq?HaLkp39_flDiNZS ij 1 GLuYIX8NgwDzpr?L 1-3-0 I 1-5-0 3x4 = 1 3x4 = 2 1.5x3 II 3 1.5x3 II 4 Scale=1:9.4 • • 3x4 = 3x4 = 8 7 6 5 1.5x3 II 1.5x3 II 45-0 4-5-0 Plate Offsets(X,Y)— [4:0-1-8,Edge],[6:0-1-8,Edge],[7:0-1-8,Edge] LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.07 Vert(CT) -0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:24 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-5-0 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. (lb/size) 8=157/Mechanical,5=157/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (4) 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 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.228313 MiTek USA Inc.FL Cart 6634 6604 Parke East Wed.Tampa FL 33610 Date: January 31,2020 1 l A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 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 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 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/7P11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T19295529 2198843 F13 FLOOR 3 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:23:37 2020 Page 1 I D:XaTH 9Ppl iE H Ir6cD6EXS9m y703r-Otv9yzoSmaiC MzeMYMpS Fa6cK7Nj4Kxumo6D Sfzpr?K 3x4 = 1-3-0 1-8-0 I 1 3x4 = 2 1.5x3 II 3 1.5x3 II 4 Scale=1:9.3 • • 4 r1 r Ni 3x4 = 3x4 = 8 7 6 1.5x3 II 1.5x3 H 4-8-0 4-8-0 Plate Offsets(X,Y)— [4:0-1-8,Edge],[6:0-1-8,Edge],[7'0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.15 Vert(LL) -0.01 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.12 Vert(CT) -0.01 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:25 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-8-0 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. (lb/size) 8=250/Mechanical,5=250/0-3-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 4-6=0/292,1-7=0/292 NOTES- (4) 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 3-10d(0.131"X 31 nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22839 MITek USA Inc.FL Cart 6634 6804 Parke East Blvd.Tampa FL 33610 Date: January 31,2020 IMMO � 1 A WARNING•Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 iTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/7PII Quality Criteria,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 36610 Job Truss Truss Type Qty Ply T19295530 2198843 F14 FLOOR GIRDER 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:23:38 2020 Page 1 ID:XaTH9PpliE HIr6cD6EXS9my703r-s3TX9Jo4Xug3_7DY64Khnofm_Wgepi22_Ssm_5zpr?J 4x6 II1-3-0 3x6 III 1-11-0 3x6 II 4x6 II { 1 9 2 10 3 4 Scale=1:9.3 e • • 4x4 = 4x4 = 8 7 6 5 1.5x3 II 1.5x3 II 4-11-0 4-11-0 Plate Offsets(X,Y)— [3:0-3-0,0-0-01,[4:0-3-0,Edge],[6:0-1-8,Edge],[7:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.22 Vert(LL) -0.01 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.27 Vert(CT) -0.01 7 >999 240 BCLL 0.0 Rep Stress lncr NO WB 0.47 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:32 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-11-0 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. (lb/size) 8=781/0-3-0,5=634/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-8=-770/0,4-5=-631/0,1-2=-756/0,2-3=-756/0,3-4=-756/0 BOT CHORD 6-7=0/756 WEBS 4-6=0/984,1-7=0/984,2-7=-622/0,3-6=-605/0 NOTES- (6) 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 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)499 lb down at 1-0-12,and 468 lb down at 3-0-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-8=10,1-4=100 Concentrated Loads(lb) Vert:9=-444(F)10=-444(F) Walter P.Finn PE No.22839 MiTek USA Inc.FL GR 6634 6804 Parka East Blvd.Tampa FL 33616 Date: January 31,2020 t AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIN7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based ony upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Duality Criteria,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 36610 Job Truss Truss Type City Ply T19295531 2198843 F15 FLOOR GIRDER 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:23:39 2020 Page 1 ID:XaTH9PpliEHlr6cD6EXS9my703r-KF1 vNfpilCywbGokgnrwK7Bv6wuWY7mBD6bKXXzpr?I 1-3-0 1-10-0 Scale=1:15.8 5x6 II 556 II 356 II 6x8 = 5x6 II 1 12 2 13 3 14 4 15 5 • • b e e e e 11� 10 9 8 354 = 7 4x6 = 1.553 II 4x6 = 2x4 I I 2x4 I I 1-4-8 7-2-8 8-7-0 1-4-8 5-10-0 1-4-8 Plate Offsets(X,Y)— [2:0-3-0,Edge],[3:0-3-0,0-0-0],[5:0-3-0,Edge],[6:0-1-8,Edge],[8:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.33 Vert(LL) -0.07 7-8 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.81 Vert(CT) -0.10 7-8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.63 Horz(CT) 0.02 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:52 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. (lb/size) 11=943/0-5-8,6=953/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-11=-932/0,5-6=-951/0,1-2=-1126/0,2-3=-2265/0,3-4=-2265/0,4-5=-1108/0 BOT CHORD 9-10=0/2265,8-9=0/2265,7-8=0/2111 WEBS 5-7=0/1303,1-10=0/1324,4-7=-1196/0,2-10=-1339/0,4-8=0/289 NOTES- (5) 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)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)236 lb down at 0-4-12,201 lb down at 2-4-12,153 lb down at 3-8-12,206 lb down at 5-0-12,and 230 lb down at 6-2-4,and 236 lb down at 8-2-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 5)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pIt) Vert:6-11=10,1-5=-100 Concentrated Loads(Ib) Vert:4=-150(B)2=150(B)12=-183(B)13=-150(B)14=150(B)15=-183(B) Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: January 31,2020 t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mirrek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ' a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 end property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Intonation available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T19295532 2198843 F16 GABLE 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:23:40 2020 Page 1 ID:XaTH9PpIiE H Ir6cD6EXS9my703roSbHa?gK3V4nDQNxDVM9tDk8Q KQ9HjJKSmLt3_zpr?H 0 /143 Scale=1:16.2 1 3x4 = 2 3 4 5 6 7 8 9 • • 0 0 o e o 0 0 0 • 0 0 Y —\. — — — — — — — e \ e o 0 o e o 0 0 •' "4"•Je,Or••Weee• i JJ•:PO4•••J•,JJP4WAre POPOP•••41PMrO•i eeee4&eeeeeeeee••••••♦eeeeeee•e••••••••eeeeeeeeeeeeeee•Oe••••••ttat•••• •:••:•••�P•••••••:••:•••:•••�O•••••••••j•�•�•1•�•••�•�•�•�•�•"JJ�J9X00+00•44 ♦♦eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee••ecce•eeeeeeeeeee•eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee•eeeeeeeee�0e�e�e�e�e�e�•�e�e�e�e�e♦ w.w�sw.wwwewwwwwwwww�.�.www.eww.ee_�.�.•.wweww.www.�w_�_�_�_eewwwe.•www.eeww.�.es_w�w.�.w�ww we.�.ws_�_�_�.��.e_�w.�w.�.ewwwew.e.�.�_�.�.�.�_e_eewewwwewww.•wwww.�.�w.wwwweww.wwew.�.�!i!i. 18 17 16 15 14 13 12 11 10 3x4 = 3x4 = 1.6-12I 2-10.12 I 4-2-12 5-6-12 ( 6-10-12 I 8-2-12 I 9-6-12 110-1-0 I 1-6-12 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 0-6-4 Plate Offsets(X,Y)— [17:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud 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(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.04 Horz(CT) 0.00 10 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:48 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 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 10-1-0. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)10 Max Gray All reactions 250 lb or less at joint(s)18,10,17,16,15,14,13,12,11 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (8) 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)10. 6)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. 7)CAUTION,Do not erect truss backwards. 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22839 MiTek USA Inc.FL Cert 6034 6904 Parke East Blvd.Tampa FL 33610 Date: January 31,2020 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. legt 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 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,see ANSI/TP11 Duality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply • T19295533 2198843 F17 Floor 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:23:41 2020 Page 1 ID:XaTH9PphiE HIr6cD6EXS9my703r-Ge8gnLrygpCeray7nCtOPQH EXkgCO6MUhQ4RbQzpr?G 0-1-8 H I 1-3-0 I I 1-11-8 _ _) Scale=1:17.0 • 1.5x3 = 1.5x3 II 1.5x3 II 1 2 3 4 5 6 • o r • e eNiNN ///7 v i3 0 T -NN - 11 10 9 e 8 7 1.5x3 II 1-6-0 8-8-8 10-1-0 1-6-0 7-2-8 1-4-8 Plate Offsets(X,Y)— 16:0-1-8,Edge],[9:0-1-8,Edge],[10:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.39 Vert(LL) -0.05 10-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.41 Vert(CT) -0.06 10-11 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.30 Horz(CT) 0.01 7 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:52 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. (lb/size) 12=538/0-5-0,7=544/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-12=-534/0,6-7=-539/0,1-2=-491/0,2-3=-1083/0,3-4=-1083/0,4-5=-1083/0,5-6=-470/0 BOT CHORD 10-11=0/909,9-10=0/1083,8-9=0/896 WEBS 6-8=0/639,1-11=0/631,5-8=593/0,2-11=-581/0,5-9=0/391,2-10=0/378 NOTES- (6) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 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"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cart 8634 6904 Parke East Blvd.Tampa FL 33610 Date: January 31,2020 / A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M147473 rev.10/03/2015 BEFORE USE. 1st 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 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,see ANSUTPII Quality Criteria,DS8-89 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 36610 Job Truss Truss Type Qty Ply T19295534 2198843 F18 Floor Girder 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:23:42 2020 Page 1 I D:XaTH 9P pl iE H Ir6cD6EXS9m y703r-Iq i2?hsaa7 KVS k WJ LvPdyepN88yzIT9dv4q_7szpr?F 0-1-8 H F 1 1-6-0 I 0,1,e Scat 6 1:20.6 1.5x3 = 1.5x3 = 5x6 11 5x811 3x6 I I 3x6 11 5x6 1 1 5x6 11 1 2 3 4 5 15 6 0 0 : o _ Ni 'ZINN Zo 0 zz/zz"\NN 7 e e 13 12 11 10 9 B e 3 ' 4x4 = 4x6 = 3x4 = 1.5x3 II 1.5x3 II 3x4 = 4x6 = 4x4 = 1-6-01 4-0-0 1 8-3-0 1 10-9-0 12-3-0 1-6-0 2-6-0 4-3-0 2-6-0 1-6-0 Plate Offsets(X,Y)— [1:0-1-8,0-0-8],[6:0-3-0,Edge],[6:0-1-8,0-0-8],[7:Edge,0-1-8],[14:Edge,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) -0.07 10 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.69 Vert(CT) -0.09 10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.65 Horz(CT) 0.03 7 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:81 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. (lb/size) 14=740/0-5-0,7=1087/0-5-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-14=-735/0,6-7=-1080/0,1-2=-755/0,2-3=-1757/0,3-4=-2113/0,4-5=-2068/0,5-6=-1064/0 BOT CHORD 12-13=0/1404,11-12=0/2113,10-11=0/2113,9-10=0/2113,8-9=0/1991 WEBS 6-8=0/1373,1-13=0/975,5-8=-1260/0,2-13=-881/0,2-12=0/524,3-12=-551/0 NOTES- (5) 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)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)561 lb down at 10-2-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 5)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:7-14=10,1-6=-100 Concentrated Loads(Ib) Vert:15=-508(B) Walter P.Finn PE No.22839 MTak USA Inc.FL Cart 0834 0904 Parke East Blvd.Tampa FL 33610 Date: January 31,2020 I I A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 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 mit a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPI1 Quality Criteria,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 36610 Job Truss Truss Type Qty Ply 719295541 2198843 T02 Common 15 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:23:53 2020 Page 1 ID:XaTH9PpIiE HIr6cD6EXS9my703r-wytCJ R_U?YxHQsQ Uj5CuymGxZhAgPmFRI_30jzpr?4 -1-4-0 4-6-5 8-9-3 13-0-0 17-2-13 21-5-11 26-0-0 27-4-0 [1-4-0 I 4-6-5 I 4-2-13 I 4-2-13 I 4-2-13 4-2-13 4-6-5 11-4-0 4x6 = Scale=1:53.1 • 6 6.00 12 3x4 = ridi 3x4 = 5 Iu$ 7 2x4 II 2x4 II - 4 17 8 2x4 II • 5x6 4 ' 5x6 3 9 Ir 4.1 2x4 I 8-2-3 2x4 II 2 10 11 �1 p ® v 16 15 14 13 12 6x8 = 3x4 = 4x6 3x4 = 8x8 = I 8-9-3 I 17-2-13 I 26-0-0 8-9-3 8-5-11 8-9-3 Plate Offsets(X,Y)— [3:0-2-4,0-3-0],[9:0.2-4,0-3-0],[12:Edge,0-4-4],[16:Edge,0-4-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ude L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.28 13-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.41 13-15 >757 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.79 Horz(CT) 0.03 12 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:164 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPM 31'Except' TOP CHORD Structural wood sheathing directly applied or 5-10-10 oc purlins, 1-3,9-11:2x4 SP No.2 except end verticals. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-5-0 oc bracing. WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s):17 REACTIONS. (lb/size) 16=1076/0-5-8,12=1076/0-5-8 Max Horz 16=104(LC 11) Max Uplift 16=-314(LC 12),12=-314(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-1377/962,4-5=-1109/888,5-6=-185/356,6-7=-185/356,7-8=-1109/888, 8-9=-1377/962,2-16=-223/274,10-12=-223/274 BOT CHORD 15-16=-749/1253,13-15=-594/1185,12-13=-757/1186 WEBS 8-13=-185/426,4-15=-185/426,3-16=1433/932,9-12=1433/932,5-17=-1537/1206, 7-17=-1537/1206 NOTES- (8) 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=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=5.Opsf. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except((t=lb) 16=314,12=314. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=54,2-6=-54,6-10=54,10-11=-54,15-16=10,13-15=-50(F=-40),12-13=-10 Walter P.Finn PE No.22839 MiTak USA,Inc.FL Cart 8634 8904 Parke East Btvd.Tampa FL 33610 Date: January 31,2020 I I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI57473 rev.10/03/2015 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 mil 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 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,delivery,erection and bracing of trusses and truss systems,see ANSI TPII Quality Criteria,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 36610 Job Truss Truss Type Qty Ply T19295542 2198843 T03 Common 4 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:23:54 2020 Page 1 ID:XaTH9PpliE HIr6cD6EXS9my703r-08Ra Wn?6m provand2RcRRAJR9z4pZwVOgykdYAzpr?3 I-1-4-0 1 6-7-12 13-0-0 16-6-4 1-4-0 6-7-12 6-4-4 3-6-4 5x6 = Scale=1:46.7 8.00 12 5 i' \2x4 11 6 3x6 4x4 i 4 3 Ie 3x4 2 1 ii rM MM 1112 is r mt 9 8 11 12 10 7 5x6 = 3x6 = 3x4 = 5x6 = 8-3-2 16-6-4 I 8-3-2 8-3-2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.21 7-8 >927 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.26 7-8 >738 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.57 Horz(CT) 0.01 7 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:106 lb 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 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-3-13 oc bracing. REACTIONS. (lb/size) 10=607/0-5-8,7=515/Mechanical Max Horz 10=217(LC 12) Max Uplift 10=-159(LC 12),7=-183(LC 12) Max Gray 10=607(LC 1),7=523(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-5=-541/420,2-10=-300/376 BOT CHORD 8-10=-498/509 WEBS 3-8=-282/394,5-8=-363/445,3-10=-483/131,5-7=-445/383 NOTES- (8) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=5.Opsf. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 10=159,7=183. 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22839 MiTak USA Inc.FL Cert 9834 6904 Parke Ent Blvd.Tampa FL 33610 Date: January 31,2020 t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 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 het a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,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 36610 Job Truss Truss Type Qty Ply T19295543 2198843 T04 GABLE 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:23:56 2020 Page 1 ID:XaTH9PpIiEHIr6cD6EXS9my703r-KXYLxTOMHO5 WBub?9sfvWbOsXnsa1 xeh7FDjd2zpr?1 -1-4-0 7-0-0 1-4..0 7-0-0 Scale=1:15.7 2x4 II 5 6 2x4 I I 3.50 12 . 4 2x4 II 3x4 I 3 -•_:„„„„gliiiiioi 2 • ;,c*!i!i!i SEZ....!•ee!!i!*!0 'S::::::i'_ii!i!i!i!i!i!i!i!i!i!i!i!i!i!i!i!i!i!i!i!i!i!i!i!i::'ir Aiaw:i::::::!ie:!i!i!i!i!i!i!i`i!ie::::::::'iO:i!i! 9 8 7 2x4 = 4x8 II 2x4 II 2x4 II 2x4 II 7-0-0 7-0-0 Plate Offsets(X,Y)— [2:0-3-8,Edge1,[2:0-6-10,Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.00 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(CT) 0.00 1 n/r 120 BOLL 0.0 * Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 7 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:31 lb 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 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 7-0-0. (Ib)- Max Harz 2=116(LC 8) Max Uplift All uplift 100 lb or less at joint(s)7,8 except 2=-157(LC 8),9=-149(LC 12) Max Gray All reactions 250 Ib or less at joint(s)2,7,8 except 9=255(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 4-9=-205/252 NOTES- (9) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSUTPI 1. 3)Gable requires continuous bottom chord bearing. 4)Gable studs spaced at 1-4-0 oc. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7,B except(jt=lb) 2=157,9=149. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22039 MiTek USA,Inc.Ft.Cart 6.834 5904 Parka East Blvd.Tampa FL 33510 Date: January 31,2020 4 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2010 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 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,see ANSI/TPII Quality Criteria,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 36610 Job Truss Truss Type Qty Ply 719295544 2198843 T05 Monopitch 5 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:23:56 2020 Page 1 ID:XaTH9PpliE HIr6cD6EXS9my703r-KXYLxTOMH05W8ub?9sfvWbQjcniyl yph7FDjd2zpr?1 -1-4-0 6-10-8 1-4-0 6-10-8 Scale=1:15.4 2x4 II 3 3.50 12 IC cit 2 1 4X4 = 4 2x4 I I 6-10-8 6-10-8 Plate Offsets(X,Y)— [2:0-3-5,Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.31 4-7 >263 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) 0.27 4-7 >303 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:26 lb 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 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=208/Mechanical,2=297/0-3-8 Max Horz 2=93(LC 8) Max Uplift 4=-161(LC 8),2=-216(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (7) 1)Wind:ASCE 7-10;Vutt=l30mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.ll;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 4=161,2=216. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22839 MiTak USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: January 31,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. hut 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 MFrek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T1.11 Quality Criteria,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 36610 Job Truss Truss Type Qty Ply T19295545 2198843 T06 ROOF SPECIAL 4 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:23:58 2020 Page 1 ID:XaTH9PpIiEHIr6cD6EXS9my703r-Hvg5M92dp1LENBIOHGhNbOU1oaLwVgs bZigixzpr?? 0-4-- q 4-7-6 8-5-0 13-9-5 19-1-11 24-6-0 I 31-3-0 38-0-0 41-6-5 45-0-11 48-10-8 1-4-0' 4-7-6 I 3-9-10 I 5-45 I 5-4-5 5-4-5 6-9-0 6-9-0 I 3-6-5 I 3-6-5 I 3-9-13 Scale=1:89.3 • 5x6 = 4.00 12 8 7 9 5x6 � 5x6 = 3x4 II 6 3x8 = 3x4 II 10 13 5 /tea\````` n m -,jr_.... ...............411111015 �� 19 ,B 161 I$ 24 23• 21 28 29 20 3x8 = 17 15 6x8 = 4x8 = 4x6 = 6x8 = 3x8 MT2OHS = 4-7-6I 8-5-0 I 16-5-8 I 24-6-0 I 31-3-0 I 38-0-0 I 43-3-8 ) 48-10-8 4-7-6 3-9-10 8-0-8 8-0-8 6-9-0 6-9-0 5-3-8 5-7-0 Plate Offsets(X,Y)— (22:0-2-12,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.32 16-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.52 16-18 >927 180 MT2OHS 187/143 BCLL 0.0 * Rep Stress Ina NO WB 0.80 Horz(CT) 0.14 14 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:270 lb 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*Except* BOT CHORD Rigid ceiling directly applied or 3-9-15 oc bracing. 4-23:2x4 SP No.3 WEBS 1 Row at midpt 6-22,9-19,10-18 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 14=1239/0-4-0,2=75/0-5-8,23=1878/0-3-8 Max Horz 2=207(LC 12) Max Uplift 14=-393(LC 9),2=84(LC 24),23=564(LC 8) Max Gray 14=1239(LC 1),2=177(LC 23),23=1878(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-420/475,3-4=-888/1240,4-6=-780/1223,6-7=-1594/1115,7-8=-1716/1256, 8-9=1733/1249,9-10=2643/1774,10-11=-3542/2324,11-12=-2133/1373 BOT CHORD 2-24=-441/232,22-23=-1873/1316,4-22=-282/278,21-22=-816/1176,19-21=1064/1621, 18-19=-1619/2463,16-18=-2350/3576,15-16=-1761/2694,14-15=-1007/1537 WEBS 22-24=-389/212,3-22=-756/535,6-22=-2754/1857,6-21=-220/483,7-21=340/261, 8-19=-522/762,9-19=1092/799,9-18=253/520,10-18=1198/788,10-16=626/492, 11-16=-721/1086,11-15=1026/709,12-15=-670/1090,12-14=-1886/1240 NOTES- (10) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)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)All plates are MT20 plates unless otherwise indicated. 5)All plates are 3x6 MT20 unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=5.Opsf. 8)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2 except(jt=lb) 14=393,23=564. 10)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22839 LOAD CASE(S) Standard MiTek USA,Inc.FL Cart 6634 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 8904 Parka East Blvd Tampa FL 33610 Date: January 31,2020 ontinued on owe 2 i AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. mg 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 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 guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/77,11 Quality Criteria,DSB-99 and BCSI Building Component 6904 Parke East Blvd_ SafetyInformation available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty Ply 119295545 2198843 TO6 ROOF SPECIAL 4 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:23:58 2020 Page 2 ID:XaTH9PpliEHIr6cD6EXS9my7O3r-Hvg5M92dp1 LENBIOHGhNbOU1oaLwVgs_bZigixzpr?? LOAD CASE(S) Standard Uniform Loads(plf) Vert:1-8=-54,8-10=-54,10-13=-54,23-25=-10,14-22=10 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.10/03/2015 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 truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T19295546 2198843 TO6A ROOF SPECIAL 1 4f L Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:24:00 2020 Page 1 ID:XaTH 9PpliEHlr6cD6EXS9my703r-Dlomg3tLfbydVvnOhjrgRZNh00_zXPH2tBxlgzpr_z II1-4- 4-7-6 8-5-0 13-9-5 19-1-11 24-6-0 31-3-0 ( 38-0-0 41-6-5 45-0-11 48-10-8 1-4-0' 4-7-6 3-9-10 5-4-5 5-4-5 5-4-5 6-9-0 6-9-0 3-6-5 ( 3-6-5 { 3-9-13 Scale=1:89.3 5x6 = 4.00 12 8 3x8 -;::-- 7 -1 :98 7 3x4 5x8 6x12 MT2OHS = 3x4 II 3x6 8 10 5x8 = 5x8 = 13 3x6 4�' ` _ ' 3 c5 d r%:' 11 19 18 16 14 21 20 27 17 28 15 4x8 _ 24 23 6x8 = 4x6 = 6x8 = 10x12 = 4x8 = 5x6 = 4x4 = 3x6 II 8x12 = 5x12 = 7x14 MT2OHS = 4-7-61 8-5-0 I 16-5-8 24-6-0 I 31-3-0 I 38-0-0 I 43-3-8 I 48-10-8 4-7-6 3-9-10 8-0-8 8-0-8 6-9-0 6-9-0 5-3-8 5-7-0 Plate Offsets(X,Y)— [10:0-5-12,0-2-12],[14:Edge,0-3-12],[16:0-3-8,0-2-0],[18:0-3-8,0-6-4],[23:0-4-4,0-0-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.47 16-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.75 16-18 >647 180 MT2OHS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.99 Horz(CT) 0.09 14 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:696 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except* TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc purlins, 8-10:2x6 SP No.2,10-13:2x4 SP No.1 except end verticals. BOT CHORD 2x8 SP 2400F 2.0E'Except' BOT CHORD Rigid ceiling directly applied or 3-8-11 oc bracing. 2-23:2x6 SP No.2,4-23:2x4 SP No.3 WEBS 1 Row at midpt 622,9-19,10-18 WEBS 2x4 SP No.3-Except' 11-16:2x4 SP No.2 REACTIONS. (lb/size) 14=4203/0-4-0,2=155/0-5-8,23=4104/0-3-8 Max Horz 2=207(LC 12) Max Uplift 14=-246(LC 9),2=343(LC 24),23=-401(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-375/1309,3-4=-797/2324,4-6=617/2105,6-7=-4993/1836,7-8=-6382/2170, 8-9=-6340/2144,9-10=-12025/3583,10-11=-15893/4669,11-12=8413/2589 BOT CHORD 2-24=-1235/195,23-24=-489/142,22-23=-4134/1654,4-22=-379/307,21-22=-1432/3760, 19-21=1834/5395,18-19=3353/11425,16-18=4713/16013,15-16=3380/11096, 14-15=-1832/5777 WEBS 3-24=-31/332,22-24=-805/57,3-22=1062/481,6-22=-6778/2379,6-21=323/1504, 7-21=-1535/443,7-19=-11/1102,8-19=-1116/3745,9-19=-6648/1858,9-18=-1049/4924, 10-18=-4905/1453,10-16=2107/777,11-16=-1613/6006,11-15=4711/1390, 12-15=-1330/4630,12-14=-6954/2201 NOTES- (12) 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 0-7-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-9-0 oc,2x8-2 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 roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Walter P.Finn PE No.22839 8)"This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide MiTek USA,Inc.FL Cart 6634 will fit between the bottom chord and any other members. 6804 Parke East Blvd.Tampa FL 33610 9)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. Date. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) January 31,2020 ontl'h4Ie 4S3 ataV 23=401. i A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MD-7473 rev.10/03/2015 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 truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 3t2.Alexandria.VA 22314. Tampa,FL 36610 Job 'Truss Truss Type Qty Ply T19295546 2198843 TO6A ROOF SPECIAL 1 n L Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:24:00 2020 Page 2 ID:XaTH9PpliEHlr6cD6EXS9my703r-D Iomg3tLfbydvvnOhjrgRZNh00_zXPH2tBxlgzpr_z NOTES- (12) 11)Load case(s)1,2,3,4,5,6,7,8,9,10,11,12,13,14,15,16,17,18,19,20,21,22,23,24,25,26 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 12)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-8=-54,8-10=-54,10-13=-54,2-23=-10,22-27=10,27-28=-435(6=-425),14-28=10 2)Dead+0.75 Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-8=-44,8-10=-44,10-13=44,2-23=-10,22-27=10,27-28=-388(8=-378),14-28=10 3)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-8=-14,8-10=14,10-13=-14,2-23=-30,22-27=30,27-28=-361(8=-331),14-28=-30 4)Dead+0.6 C-C Wind(Pos.Internal)Case 1:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=83,2-8=49,8-10=49,10-13=45,2-23=-6,22-27=-6,27-28=71(B=77),14-28=-6 Horz:1-2=92,2-8=-58,8-10=58 5)Dead+0.6 C-C Wind(Pos.Internal)Case 2:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pif) Vert:1-2=42,2-8=49,8-10=49,10-13=45,2-23=-6,22-27=-6,27-28=71(B=77),14-28=-6 Horz:1-2=50,2-8=-58,8-10=58 6)Dead+0.6 C-C Wind(Neg.Internal)Case 1:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=1,2-8=-34,8-10=-34,10-13=-30,2-23=-10,22-27=10,27-28=-341(B=-331),14-28=10 Horz:1-2=13,2-8=20,8-10=-20 7)Dead+0.6 C-C Wind(Neg.Internal)Case 2:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(paf) Vert:1-2=-27,2-8=-34,8-10=34,10-13=-30,2-23=-10,22-27=10,27-28=-341(6=-331),14-28=10 Horz:1-2=13,2-8=20,8-10=20 8)Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=45,2-8=28,8-10=19,10-13=15,2-23=-6,22-27=-6,27-28=28(6=22),14-28=6 Horz:1-2=54,2-8=-36,8-10=27 9)Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=11,2-8=19,8-10=28,10-13=28,2-23=-6,22-27=-6,27-28=28(B=22),14-28=-6 Horz:1-2=-20,2-8=-27,8-10=36 10) Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=15,2-8=7,8-10=2,10-13=6,2-23=-10,22-27=-10,27-28=283(6=273),14-28=-10 Horz:1-2=29,2-8=-21,8-10=12 11) Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=6,2-8=-2,8-10=7,10-13=7,2-23=10,22-27=-10,27-28=283(8=273),14-28=-10 Horz:1-2=20,2-8=-12,8-10=21 12)Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pif) Vert:1-2=20,2-8=28,8-10=15,10-13=15,2-23=-6,22-27=-6,27-28=28(6=22),14-28=-6 Horz:1-2=-29,2-8=-36,8-10=23 13)Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(paf) Vert:1-2=7,2-8=15,8-10=28,10-13=28,2-23=-6,22-27=-6,27-28=28(B=22),14-28=-6 Horz:1-2=15,2-8=-23,8-10=36 14)Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=20,2-8=28,8-10=15,10-13=15,2-23=-6,22-27=6,27-28=28(B=22),14-28=-6 Horz:1-2=-29,2-8=-36,8-10=23 15) Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) Vert:1-2=7,2-8=15,8-10=28,10-13=28,2-23=-6,22-27=-6,27-28=28(B=22),14-28=-6 Horz:1-2=-15,2-8=-23,8-10=36 16)Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Veil:1-2=15,2-8=7,8-10=-6,10-13=6,2-23=-10,22-27=-10,27-28=283(6=273),14-28=-10 Horz:1-2=-29,2-8=-21,8-10=8 17)Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=1,2-8=-6,8-10=7,10-13=7,2-23=10,22-27=-10,27-28=283(B=273),14-28=-10 Horz:1-2=-15,2-8=-8,8-10=21 18)Dead:Lumber Increase=0.90,Plate Increase=0.90 Pat.metal=0.90 Uniform Loads(plf) Vert:1-8=-14,8-10=14,10-13=-14,2-23=-10,22-27=10,27-28=-247(B=-238),14-28=-10 19)Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Lontinued on nage 3• A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev.10/03/2015 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 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 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIJTPI1 Quality Criteria,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 36610 Job Truss Truss Type Qty Ply • T19295546 2198843 TO6A ROOF SPECIAL 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:24:00 2020 Page 3 I D:XaTH9PpliE H Ir6cD6EX S9m y703r-D Iomg3tLfbydVvnO hjrgRZN h00_zX PH 2tBx lgzpr_z LOAD CASE(S) Standard Uniform Loads(plf) Vert:1-2=-22,2-8=-28,8-10=-35,10-13=-38,2-23=-10,22-27=-10,27-28=-415(6=-405),14-28=10 Horz:1-2=-22,2-8=-16,8-10=9 28)Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-29,2-8=-35,8-10=28,10-13=-28,2-23=-10,22-27=10,27-28=-415(B=-405),14-28=-10 Horz:1-2=-15,2-8=-9,8-10=16 2-1) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-22,2-8=-28,8-10=-38,10-13=-38,2-23=-10,22-27=-10,27-28=-415(B=-405),14-28=10 Horz:1-2=-22,2-8=-16,8-10=6 22) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pif) Vert:1-2=32,2-8=-38,8-10=-28,10-13=-28,2-23=10,22-27=-10,27-28=-415(6=-405),14-28=10 Horz:1-2=-12,2-8=-6,8-10=16 23) 1st Dead+Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pif) Vert:1-8=-54,8-10=14,10-13=-14,2-23=-10,22-27=10,27-28=-435(B=-425),14-28=10 24)2nd Dead+Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-8=-14,8-10=54,10-13=-54,2-23=-10,22-27=10,27-28=-435(6=-425),14-28=10 25)3rd Dead+0.75 Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-8=-44,8-10=-14,10-13=-14,2-23=-10,22-27=10,27-28=388(6=378),14-28=10 26)4th Dead+0.75 Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-8=-14,8-10=-44,10-13=-44,2-23=-10,22-27=10,27-28=-388(B=-378),14-28=10 t i A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 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 11111 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 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSITPII Quality Criteria,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 36610 Job Truss Truss Type Qty Ply T19295547 2198843 T07 Roof Special Girder 1 2 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:24:03 2020 Page 1 ID.XaTH9PpliEHIr6cD6EXS9my703r-dtU_PsBleazWUydL4gHYl3B?hb3TAyQjkrPbM8zpr_w I1-4- 4-10-6 8-5-0 13-9-5 19-1-11 24-6-0 31-3-0 38-0-0 41-6-5 45-0-11 48-10-8 1-4-0 4-10-6 13-6-10 I 5-4-5 5-4-5 I 5-4-5 I 6-9-0 6-9-0 I 3-6-5 ( 3-6-5 13-9-13 Scale=1:89.3 5x6 = 4.00 F12- 8 3x6 � - 3x6 7 9 3x4 14x6 3.6 � 8 5x6 = 3x4 II 10 3x6 = 3x6 = 13 4 5 3x6 a`\\\ \�/'=28 �1 2 E o � � 19 ,8 16 14 I¢ 24 23 21 20 17 15 _ 4x4 = 4x6 =4x8 = 4x4 = 4x4 = 4x4 = 4x4 = 4x6 4x6 = 3x4 II 7x8 = 4x6 = 1 4-10-6 I 8-5-0 I 16-5-8 I 24-6-0 I 31-3-0 I 38-0-0 I 43-3-8 I 48-10-8 4-10-6 3-6-10 8-0-8 8-0-8 6-9-0 6-9-0 5-3-8 5-7-0 Plate Offsets(X,Y)— [22:0-2-12,0-3-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.36 21-22 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.59 21-22 >993 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.71 Horz(CT) 0.16 14 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:615 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-2 oc purlins, BOT CHORD 2x6 SP No.2*Except* except end verticals. 4-23:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 14=1622/0-4-0,2=1640/0-5-8 Max Horz 2=207(LC 27) Max Uplift 14=-535(LC 5),2=-534(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-4468/1314,3-4=-6366/1951,4-6=-6496/2047,6-7=4109/1246,7-8=-2896/873, 8-9=2914/874,9-10=-3927/1162,10-11=-4974/1510,11-12=-2929/920 BOT CHORD 2-24=1381/4221,23-24=-217/630,21-22=-1383/4399,19-21=-1022/3437, 18-19=-1059/3681,16-18=-1528/5027,15-16=-1168/3718,14-15=-694/2100 WEBS 3-24=-1119/400,22-24=-1213/3743,3-22=-567/1809,6-22=-711/2070,6-21=884/377, 7-21=-287/923,7-19=-1036/415,8-19=423/1503,9-19=1206/464,9-18=-146/608, 10-18=-1443/503,10-16=-951/327,11-16=-457/1589,11-15=-1412/445,12-15=-405/1485, 12-14=-2548/841 NOTES- (11) 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,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=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope);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 20.0psf on the bottom chord in 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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 14=535,2=534. Walter P.Finn PE No.22839 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)63 lb down and 52 lb up at MiTek USA Inc.FL Cert 6534 42-11-4,and 63 lb down and 52 lb up at 44-11-4,and 63 lb down and 52 lb up at 46-11-4 on top chord. The design/selection of 6994 Parke East Blvd.Tampa FL 33618 such connection device(s)is the responsibility of others. Date: 11)This manufactured product is designed as an individual building component. The suitability and use of this component for any January 31,2020 -ontrodiattifirdatitarq is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. i A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 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 truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,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 36610 Job Truss Truss Type Qty Ply • T19295547 2198843 T07 Roof Special Girder 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:24:03 2020 Page 2 I D:XaTH9PpIi E H Ir6cD6EXS9m y703r-dtU_P s6IeazVVUydL4gHYl3B?hb3TAyQjkrPbM8zpr_w LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-8=54,8-10=54,10-13=-54,2-23=-10,14-22=-10 •Concentrated Loads(Ib) Vert:12=-23(F)27=-23(F)28=-23(F) • A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 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 truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandna,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T19295548 e 2198843 T08 Roof Special 3 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:24:06 2020 Page 1 ID:XaTH9PpIiEHIr6cD6EXS9my703r-2S971u8exVL5LQMwlygFwipP6p48NFx9OpeFzTzpr t 71-0-01 4-7-6 I 8-5-0 13-9-5 i 19-1-11 i 24-6-0 I 29-9-13 I 35-1-9 i 40-8-14 `1-4-0 4-7-6 3-9-10 5-4-5 5-4-5 5-4-5 5-3-13 5-3-13 5-7-5 Scale=1:72.2 5x8 = , 4.00 12 8 3x4 — 3x4 7 9 e 4x6 3x8 3x8 MT2OHS% 6 10 3x6 1.1:3x4 115 11 2x4 II •+_ 12 5x8 �� :: IIo 2 :ri \)114P :. pi 1� io 1 . 19 1° d7x10 = 18 24 25 17 16 15 26 27 14 6x8 = 20 3x4 = 3x6 = 3x8 = 3x6 = 3x4 = 3x8 = 5x6 8-5-0 16-5-2 24-6-0 32-5-5 40-8-14 8-5-0 I 8-0-2 8-0-14 i 7-11-5 ] 6-3-10 Plate Offsets(X,Y)— 13:0-1-12,0-1-81 119:0-4-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.59 18-19 >825 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.95 18-19 >510 180 MT2OHS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(CT) 0.28 13 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:224 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SP No.2'Except' except end verticals. 4-20:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3`Except' WEBS 1 Row at midpt 6-19,7-16,10-13 3-19:2x4 SP No.2 REACTIONS. (lb/size) 2=1375/0-5-8,13=1298/Mechanical Max Horz 2=187(LC 12) Max Uplift 2=-468(LC 8),13=372(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3556/2405,3-4=-4695/3214,4-6=-5067/3550,6-7=3015/2132,7-8=1912/1425, 8-9=-1912/1425,9-10=-2000/1426 BOT CHORD 2-20=-2381/3340,19-20=-734/1083,4-19=-338/328,18-19=-2249/3282, 16-18=-1616/2446,14-16=-1245/1914,13-14=-1150/1696 WEBS 3-20=-2868/2067,3-19=-2656/3795,6-19=-1275/1776,6-18=-790/658,7-18=-546/826, 7-16=-964/756,8-16=-655/910,9-16=-322/230,10-14=-68/295,10-13=-1972/1347 NOTES- (9) 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=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=5.0psf. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=468,13=372. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cart 9934 6904 Parke East Blvd.Tampa FL 33610 Date: January 31,2020 t I A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.10/03/2015 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 truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T19295549 2198843 T09 GABLE 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:24:12 2020 Page 1 I D:XaTH9PpliEHlr6cD6EXS9my7O3r-scWOIxDP WL6F3Lp45DxfAz3W VEGnn3G2p15aA7zpr_n 11-4-0I 4-7-6 8-5-0 I 13-9-5 I 19-1-11 I 24-6-0 I 29-9-13 I 35-1-9 40-8-14 1-4-0 4-7-6 3-9-10 5-4-5 5-0-5 5-4-5 5-3-13 5-3-13 5-7-5 Scale=1:78.2 • 5x8 = 4.00 12 4x4 II 8 3x6 = 3x43x4 7 9 4x4 5x8 % 11 . , gril - 3x6 10 4x4 5 ,1 \ / •. - 3x6 II 3x6 \_ _/ f \I`, 12 3x43 4 I .\ 1 _ :. . Irj,�y� L" 9@8@ 9 ,n 1 2 -- .5 lQ 7.1S C? o.. C.od•�L�.L'•e•iije .�. OS alto•.:S eeeeee•I••e••'. ::.• d d5x12 = 33 a 31 30 29 28 2726 25 24 23 22 21 20 19 18 17 18 15 14 13 ��- 36 8x8 = 3x6 = 3x8 = 3x8 = 3x4 = 3x4 = 5x12 = 4x6 = 3x4 II 8-5-0I 14-6-8 116-5-21 24-6-0 { 32-5-5 I 40-8-14 8-5-0 6-1-8 1-10-9 8-0-14 7-11-5 8-3-10 Plate Offsets(X,Y)- [2:0-5-4,0-3-1],[6:0-3-0,0-3-0],[7:0-1-5,0-1-12],[9:0-3-0,0-0-3],[10:0-1-9,Edge],[11:0-0-12,0-2-0],[18:0-1-8,0-1-8],[23:0-2-9,0-1-8],[32:0-1-8,0-0-7] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.07 36-65 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.13 36-65 >999 180 BCLL 0.0 ` Rep Stress Incr YES WB 0.55 Horz(CT) -0.01 34 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:331 lb 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*Except* except end verticals. 5-36:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 SP No.3 9-0-0 oc bracing:2-36 OTHERS 2x4 SP No.3 10-0-0 oc bracing:35-36. REACTIONS. All bearings 26-2-6 except(jt=length)2=0-5-8,34=0-3-8. (Ib)- Max Horz 2=271(LC 12) Max Uplift All uplift 100 lb or less at joint(s)except 2=-243(LC 8),25=-247(LC 9), 12=-129(LC 13),32=-805(LC 12),33=-443(LC 3),18=-340(LC 13) Max Gray All reactions 250 lb or less at joint(s)13,12,29,30,31,33,28,26, 24,22,21,20,19,17,16,15,14 except 2=394(LC 23),25=349(LC 1), 32=1152(LC 23),18=445(LC 24),34=573(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-4=-588/336,4-5=286/131,5-6=-340/249,6-7=-568/895,7-8=88/258,8-9=-71/258 BOT CHORD 2-36=-428/574,5-35=-260/275,34-35=-478/388,33-34=-478/388,32-33=-478/388, 31-32=-425/400,30-31=-425/400,29-30=-425/400,28-29=-425/400,26-28=-425/400, 25-26=-425/400 WEBS 4-36=-514/404,6-35=-666/886,6-32=-516/471,7-32=-826/610,7-25=-139/310, 8-25=-397/262,11-18=-304/326 NOTES- (11) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable studs spaced at 1-4-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 9)Bearing at joint(s)12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Walter P.Finn PE No.22839 capacity of bearing surface. MiTak USA Inc.FL Cart 6634 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 243 lb uplift at joint 2,247 lb uplift at 6604 Parke East Blvd.Tampa FL 33610 joint 25,129 lb uplift atjoint 12,805 lb uplift atjoint 32,443 lb uplift atjoint 33 and 340 lb uplift at joint 18. Date: P P P P 11)This manufactured product is designed as an individual building component. The suitability and use of this component for any January 31,2020 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. I i A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 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 truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T19295550 ' 2198843 T10 Hip 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:24:16 2020 Page 1 ID:XaTH9PpliE HIr6cD6EXS9my7O3r-INm u8JGvaZcgYy7rK.2ob1<pD6erZGjpidkN3nJuzprj � � 1-0-0I 5-10-14 I 11-0-0 I 17-9-0 I 24-6-0 I 31-3-0 I 38-0-0 I 43-1-2 I 49-0-0 50-4-0 -0 5-10-14 5-1-2 6-9-0 6-9-0 6-9-0 6-9-0 5-1-2 5-10-14 -4-0 Scale=1:84.6 5x8 = 4.00 12 5x6 = - 4 5 8 7 8 9 a I ta_. u• 3 10 N F N 2 ' /. / 11 .- Al , ,m1 ,, -- -- rm “ e 12 'n d G> is 22 21 20 19 18 17 18 15 14 13 4x6 = 2x4 II 6x8 = 3x8 = 2x4 II 4x6 = I 5-10-14 j 11-0-0 I 14-9-4 22-6-3 I 30-3-1 38-0-0 I 43-1-2 I 49-0-0 5-10-14 5-1-2 3-9-4 7-8-15 7-8-15 7-8-15 5-1-2 5-10-14 Plate Offsets(X,Y)— [4:0-5-4,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.18 14-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.31 14-16 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.77 Horz(CT) 0.04 11 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:238 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-0-13 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=102/0-5-8,20=2206/0-5-8,11=978/0-3-8 Max Horz 2=55(LC 12) Max Uplift 2=-193(LC 24),20=-718(LC 8),11=379(LC 9) Max Gray 2=156(LC 23),20=2206(LC 1),11=994(LC 24) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-220/852,3-4=-553/1081,4-5=1025/1808,5-6=-501/332,6-8=-1635/1064, 8-9=-1708/1149,9-10=1835/1165,10-11=2350/1481 BOT CHORD 2-22=-795/284,21-22=795/284,20-21=-1009/709,17-20=769/585,16-17=-395/930, 14-16=-915/1736,13-14=-1315/2193,11-13=-1315/2193 WEBS 3-21=-612/471,4-20=-1195/781,5-20=1659/1089,5-17=-845/1456,6-17=-928/646, 6-16=-514/869,8-16=-407/337,9-14=116/306,10-14=532/434 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)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)All plates are 3x6 MT20 unless otherwise indicated. 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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 193 lb uplift at joint 2,718 lb uplift at joint 20 and 379 lb uplift at joint 11. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: January 31,2020 t I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 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 truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Miiek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Wit Quality Criteria,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 36610 Job Truss 'Truss Type Qty Ply T19295551 2198843 T11 Hip 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:24:18 2020 Page 1 ID:XaTH 9PpIiE H Ir6cD6 EXS9my703r-hm ufY_HA6AsOnGH E ST23P EJ S LeE KBkywBhYuO nzpr_h t4-0I 4-10-14 I 9-0-0 ( 14-9-4 21-0-15 27-4-10 I 33-8-5 ( 40-0-0 44-1-2 I 49-0-0 `a0-4-9 -0 4-10-14 4-1-2 5-9-4 6-3-11 6-3-11 6-3-11 6-3-11 4-1-2 4-10-14 1-4-0 Scale=1:84.6 • 4.00 12 5x6 = 5x6 = 3x10 = 4 5 6 7 8 9 10 2x4 2x4 C -- .,.. -_ v v'1 2 .. \ 11 <75 . / 12 13 m _.a rm. - ••• ::\7 Ick d " d 21 20 19 14 18 17 16 15 4x8 = 6x8 = 3x8 = 4x6 = 4x6 = 9-0-0 14-9-4 23-2-3 31-7-1 40-0-0 49-0-0 9-0-0 . 5-9-4 8-4-15 I 8-4-15 8-4-15 9-0-0 Plate Offsets(X,Y)- [19'0-3-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.24 14-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.40 14-16 >999 180 BOLL 0.0 * Rep Stress Incr YES WB 0.72 Horz(CT) 0.06 12 n/a n/a BCDL 5.0 Code FBC2017ITPI2014 Matrix-MS Weight:231 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-1 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-0-11 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-19 REACTIONS. (lb/size) 2=125/0-5-8,19=2173/0-5-8,12=987/0-3-8 Max Horz 2=46(LC 12) Max Uplift 2=-161(LC 24),19=-721(LC 8),12=-379(LC 9) Max Gray 2=160(LC 23),19=2173(LC 1),12=997(LC 24) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-156/755,3-4=-409/890,4-5=-360/857,5-6=-1132/1975,6-8=-794/502, 8-9=-2074/1311,9-10=-1917/1253,10-11=-2039/1274,11-12=-2382/1537 BOT CHORD 2-21=-697/220,19-21=-1975/1333,17-19=-49/299,16-17=-901/1668,14-16=1255/2221, 12-14=-1378/2240 WEBS 3-21=-445/397,4-21=459/334,5-21=-879/1427,5-19=-1044/717,6-19=-2427/1513, 6-17=-461/880,8-17=-1095/744,8-16=264/517,9-16=-269/247,9-14=-464/228, 10-14=-167/380,11-14=-362/349 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)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)All plates are 3x6 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 161 lb uplift at joint 2,721 lb uplift at joint 19 and 379 lb uplift at joint 12. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Firm PE No.22839 MITA USA Inc.FL Cart 8634 6804 Parka East Blvd.Tampa FL 33610 Date: January 31,2020 it I A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®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 properly incorporate this design into 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 end SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type thy Ply T19295552 2198843 T12 Hip Girder 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:24:26 2020 Page 1 ID:XaTH9PpliEHIr6cD6EXS9my703r-SIMgEjOBDetFkVumw9Bxkwen5tz53Nk61wUJgJzpr Z 114-9 7-0-0 10-10-10 14-9-4 20-2-10 I 25-7-15 ( 31-1-5 36-6-10 I 42-0-0 I 49-0-0 `50-4-0 -4-0 7-0-0 3-10-10 3-10-10 5-5-6 5-5-6 5-5-6 5-5-6 5-5-6 7-0-0 1-0-0 Scale=1:84.5 3x6 = 4.00 12 5x6 = • 4x6 = 2x4 II 5x8 = 3x6 = 3x6 = 3x6 = 3x6 = 5x6 = 3 28 4 29 5 30 31 6 32 7 33 8 34 35 9 36 37 10 11 38 39 40 12 a i P ri N 2 \\! \ 'N.. / -----------------....„ts7s-s--------- 13 N '.iv:. d d 23 41 42 43 22 21 44 20 19 45 46 47 48 18 49 50 51 17 52 1653 54 55 15 4x6 = 4x4 = 4x6 = 4x6 = 4x6 = 4x4 = 4x6 = 4x4 = 4x4 = 4x6 = 5x12 = 7-0-0 14-9-4 21-6-15 28-4-10 35-2-5 42-0-0 49-0-0 7-0-0 7-9-4 I 6-9-11 69-11 I 6-9-11 I 6-9-11 I 7-0-0 Plate Offsets(X,Y)— [13:0-3-6,0-0-9) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.98 Vert(LL) -0.33 16-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.52 16-18 >779 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.67 Horz(CT) 0.06 13 n/a n/a BCDL 5.0 Code FBC2017(TPI2014 Matrix-MS Weight:521 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-5 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-22 REACTIONS. (lb/size) 2=-26/0-5-8,22=4861/0-5-8,13=1910/0-3-8 Max Horz 2=-38(LC 5) Max Uplift 2=-265(LC 20),22=-1550(LC 4),13=-682(LC 5) Max Gray 2=150(LC 16),22=4861(LC 1),13=1914(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-303/1162,3-4=-275/1135,4-5=-1784/5640,5-6=-1784/5640,6-8=-1104/338, 8-9=-5207/1635,9-11=-6405/2055,11-12=-4908/1644,12-13=-5149/1688 BOT CHORD 2-23=-1088/365,22-23=-3005/945,18-19=-1264/4020,16-18=-1913/6083, 15-16=-2018/6387,13-15=-1517/4836 WEBS 3-23=-767/333,4-23=-688/2330,4-22=-3098/1107,5-22=-564/291,6-22=-6109/1992, 6-19=-528/2093,8-19=-3349/1175,8-18=-355/1554,9-18=-1150/501,9-16=-49/426, 11-15=-1702/542,12-15=-259/1116 NOTES- (11) 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)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope);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 20.0psf on the bottom chord in 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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 265 lb uplift at joint 2,1550 lb uplift at joint 22 and 682 lb uplift at joint 13. Walter P.Finn PE No.22839 MiTek USA,Mc.FL Cart 6634 6804 Parka East BNd.Tampa FL 33610 Date: January 31,2020 ontinued on owe 2 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use ony with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not MI a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI7 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T19295552 2198843 T12 Hip Girder 1 n L Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:24:26 2020 Page 2 ID:XaTH9PpliEHIr6cD6EXS9my703r-S IMgEjOBDetFkVumw9Bxkwen5tz53Nk61 wUJgJzpr_Z NOTES- (11) 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)192 lb down and 169 lb up at 7-0-0,103 lb down and 93 lb up at 9-0-12,103 lb down and 93 lb up at 11-0-12,103 lb down and 93 lb up at 13-0-12,103 lb down and 93 lb up at 15-0-12,103 lb down and 93 lb up at 17-0-12,103 lb down and 93 lb up at 19-0-12,103 lb down and 93 lb up at 21-0-12,103 lb down and 93 lb up at 23-0-12,103 lb down and 93 lb up at 24-6-0,103 lb down and 93 lb up at 25-11-4,103 lb down and 93 lb up at 27-11-4,103 lb down and 93 lb up at 29-11-4,103 lb down and 93 lb up at 31-11-4,103 lb down and 93 lb up at 33-11-4,103 • lb down and 93 lb up at 35-11-4,103 lb down and 93 lb up at 37-11-4,and 103 lb down and 93 lb up at 39-11-4,and 192 lb down and 169 lb up at 42-0-0 on top chord, and 306 lb down and 99 lb up at 7-0-0,65 lb down at 9-0-12,65 lb down at 11-0-12,65 lb down at 13-0-12,65 lb down at 15-0-12,65 lb down at 17-0-12,65 lb down at 19-0-12,65 lb down at 21-0-12,65 lb down at 23-0-12,65 lb down at 24-6-0,65 lb down at 25-11-4,65 lb down at 27-11-4,65 lb down at 29-11-4,65 lb down at 31-11-4,65 lb down at 33-11-4,65 lb down at 35-11-4,65 lb down at 37-11-4,and 65 lb down at 39-11-4,and 306 lb down and 99 lb up at 41-11-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 11)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,3-12=-54,12-14=-54,2-13=-10 Concentrated Loads(Ib) Vert:3=-145(F)7=-103(F)12=145(F)23=-306(F)4=-103(F)22=-47(F)5=103(F)8=-103(F)15=-306(F)20=-47(F)28=103(F)29=-103(F)30=-103(F)31=-103(F) 32=-103(F)33=-103(F)34=-103(F)35=-103(F)36=-103(F)37=-103(F)38=-103(F)39=-103(F)40=-103(F)41=-47(F)42=-47(F)43=-47(F)44=-47(F)45=-47(F) 46=-47(F)47=-47(F)48=-47(F)49=-47(F)50=-47(F)51=-47(F)52=-47(F)53=-47(F)54=-47(F)55=-47(F) 1 � A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. • Design valid for use only with MTelc®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?PI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T19295553 2198843 T14 Hip Girder 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:24:29 2020 Page 1 ID:XaTH9PpIiEHIr6cD6EXS9my703r-st2pslQ3WZFgbycLbHIeMYGlv41 UGsFYjuizHezpr_W -1-4-0 I 7-0-0 I 14-0-0 21-0-0 22-4-0 I 1-4-0 7-0-0 7-0-0 7-0-0 1-4-0 Scale=1:39.0 • 4s8 = 4x6 = 3 16 17 18 4 6.00 12 2 5 + r a 1 II 6 1 4 9 8 19 20 7 t_ 3x4 = 2x4 II 3x6 3x4 = 3x4 = 7-0-0 14-0-0 21-0-0 7-0-0 7-0-0 7-0-0 Plate Offsets(X,Y)— (3:0-5-4,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.09 7-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.14 7-9 >999 180 BCLL 0.0 ' Rep Stress lncr NO WB 0.11 Horz(CT) 0.04 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:180 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 or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1416/0-3-8,5=1416/0-5-8 Max Horz 2=-61(LC 6) Max Uplift 2=-600(LC 8),5=-600(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2613/1138,3-4=-2291/1072,4-5=-2613/1138 BOT CHORD 2-9=-977/2272,7-9=-981/2291,5-7=939/2272 WEBS 3-9=-106/587,4-7=-111/586 NOTES- (11) 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. 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=l30mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope);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 20.0psf on the bottom chord in 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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 600 lb uplift at joint 2 and 600 lb uplift at joint 5. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)200 lb down and 200 lb up at 7-0-0,105 lb down and 109 lb up at 9-0-12,105 lb down and 109 lb up at 10-6-0,and 105 lb down and 109 lb up at 11-11-4,and 200 lb down and 200 lb up at 14-0-0 on top chord,and 290 lb down and 133 lb up at 7-0-0,66 lb down and 11 lb up at 9-0-12,66 lb down and 11 lb up at 10-6-0,and 66 lb down and 11 Ib up at 11-11-4,and 290 lb down and 133 Ib up at 13-11-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 11)This manufactured product is designed as an individual building component. The suitability and use of this component for any Walter P.Finn PE No.22839 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. ACTek USA Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33616 LOAD CASE(S) Standard Date: January 31,2020 continued on oaae 2 1 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 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 11111 • a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,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 36610 • Job Truss Truss Type Qty Ply • T19295553 2198843 T14 Hip Girder 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:24:29 2020 Page 2 ID:XaTH9PpliEHlr6cD6EXS9my703r-st2pslQ3WZFgbycLbHIeMYGlv41 UGsFYjuizHezpr_W LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=54,3-4=54,4-6=-54,10-13=-10 •Concentrated Loads(Ib) Vert:3=153(B)4=153(B)8=-46(B)9=-290(B)7=-290(B)16=-105(B)17=-105(B)18=-105(B)19=-46(B)20=-46(B) • t ' A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 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 truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,OSB-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 36610 Job Truss Truss Type Qty Ply 719295554 2198843 T15 Hip 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:24:30 2020 Page 1 I D:XaTH9PpIiEHIr6cD6EXS9my703r-L3cB45RhHsNhD6BY9?GtumpdxUMv?IshyYSXp4zpr_V -1-4-0 4-9-4 9-0-0 12-0-0 16-2-12 21-0-0 22-4-0 1-4-0 4-9-4 4-2-12 3-0-0 4-2-12 4-9-4 1-4-0 Scale=1:39.0 4x4 = 4x8 = e 4 5 6.00 12 2x4 2x4 3 6 2 7 1 .or 0 ) 4 ( El 8 I$ 11 10 9 4x4 = 3x8 = 3x6 = 3x4 = 4x4 = 9-0-0 12-0-0 21-0-0 9-0-0 3-0-0 9-0-0 Plate Offsets(X,Y)— 15:0-5-4,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.15 9-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.24 9-17 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.15 Horz(CT) 0.03 7 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:105 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-6-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=748/0-3-8,7=748/0-5-8 Max Horz 2=-76(LC 10) Max Uplift 2=-207(LC 12),7=-207(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1178/806,3-4=-912/631,4-5=-767/618,5-6=-911/631,6-7=-1178/806 BOT CHORD 2-11=595/1029,9-11=-323/766,7-9=-609/1029 WEBS 3-11=304/326,6-9=-304/326 NOTES- (8) 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=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 207 lb uplift at joint 2 and 207 lb uplift at joint 7. 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cart 8634 6904 Parke East Blvd.Tampa FL 33610 Date: January 31,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. • Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 11111 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSITPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 3t2,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply • T19295555 2198843 T16 Common 3 1 .Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:24:31 2020 Page 1 ID:XaTHBPpliEHIr6cD6EXS9my703r-pGAZHRSK2AVYrGmkiin6RzLnOueFkktrAC B4LXzpr_U -1-4-0 5-6-4 10-6-0 15-5-12 21-0-0 22-4-0 1-4-0 5-6-4 4-11-12 4-11-12 5-6-4 1-4-0 Scale=1:38.4 4x4 = • 4 6.00 171 .2 2x4 2x4 3 5 6 2 le Lzl 7 I$ 1 B 4x4 = 5x8 = 4x4 = 10-6-0 21-0-0 10-6-0 10-6-0 Plate Offsets(X,V)- [8:0-4-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.19 8-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.31 8-11 >813 180 BCLL 0.0 * Rep Stress Incr YES WB 0.23 Horz(CT) 0.03 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:95 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-6-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=748/0-3-8,6=748/0-3-8 Max Horz 2=-86(LC 10) Max Uplift 2=-215(LC 12),6=-215(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1148/798,3-4=-840/597,4-5=-840/596,5-6=-1148/798 BOT CHORD 2-8=-582/998,6-8=-592/998 WEBS 4-8=-293/473,5-8=-360/380,3-8=-360/380 NOTES- (7) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)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 20.0psf on the bottom chord in 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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 215 lb uplift at joint 2 and 215 lb uplift at joint 6. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Waiter P.Finn PE No.22839 MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: January 31,2020 mum A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 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 mll a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek" building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T19295556 2198843 T16A Common 3 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:24:33 2020 Page 1 ID:XaTH9PpIiEHIr6cD6EXS9my7O3r-leIKi7TaanIG4Zw6g7pa WOQ7ChKfCeG8e WgBQPzpr_S -1-4-0 5-6-4 ) 10-6-0 15-5-12 21-0-0 1.4-0 5-6-4 4-11-12 4-11-12 5-6-4 Scale=1:36.8 4x4 = 4 s.w 1z 2x4 2x4 3 5 ry `e 6 7 4x4 = 5x8 = 4x4 = 10-6-0 21-0-0 10-6-0 10-6-0 Plate Offsets(X,Y)— 17:0-4-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.19 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.32 7-10 >799 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.24 Horz(CT) 0.03 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:93 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-2-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=669/Mechanical,2=750/0-3-8 Max Horz 2=90(LC 12) Max Uplift 6=-185(LC 13),2=-216(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1154/810,3-4=-847/609,4-5=8481610,5-6=-1162/817 BOT CHORD 2-7=-637/1003,6-7=-647/1013 WEBS 4-7=-308/475,5-7=-371/391,3-7=-360/379 NOTES- (8) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)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 20.0psf on the bottom chord in 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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 185 lb uplift at joint 6 and 216 lb uplift at joint 2. 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: January 31,2020 t , A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 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 truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply • T19295557 2198843 T17 Monopitch Girder 1 1 .Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:24:33 2020 Page 1 ID:XaTH9PpIiEHIr6cD6EXS9my703r-leIKi7TaanIG4Zw6g7paWOQ5rhMICh_8eWgBQPzpr S 5-0-0 5-0-0 Scale=1:17.0 2 2x4 II • 6.00 12 • 1 ••, c7 /' i2 USx6 = 7 3 FIR 6 2x4 II 5-0-0 5-0-0 Plate Offsets(X,V)- [1:0-3-0,0-2-9] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.09 3-5 >641 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.14 3-5 >404 180 BCLL 0.0 • Rep Stress Ina NO WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:23 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2x6 SP M 26 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-0-9 oc bracing. REACTIONS. (lb/size) 1=1432/0-3-8,3=860/Mechanical Max Horz 1=88(LC 8) Max Uplift 1=-399(LC 8),3=280(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (9) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope);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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 399 lb uplift at joint 1 and 280 lb uplift at joint 3. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)663 lb down and 192 lb up at 0-4-12,and 1319 lb down and 391 lb up at 2-4-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-54,1-3=10 Concentrated Loads(Ib) Vert:6=-663(F)7=1319(F) Walter P.Finn PE No.22839 Mrr.k USA Inc.FL Cut 8634 6904 Parke East Blvd.Tampa FL 33610 Date: January 31,2020 ton t I AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. tut 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 MilG'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 truss systems,see ANSI/TPI1 Quality Criteria,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 36610 Job Truss Truss Type Qty Ply T19295558 • 2198843 T18 Roof Special Girder 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:24:35 2020 Page 1 ID:XaTH9PpIiEHIr6cD6EXS9my703r-hl P47oVg6P?_Jt4VxY2bpWQLV?AgQNQ5g9HUlzpr_Q 14-0 5-8-4 10-6-0 16-0-0 19-4-0 22-8-0 27-8-0 29-0-0 1-4-0 I 5-8-4 I 4-9-12 5-6-0 I 3-4-0 3-4-0 I 5-0-0 1-4-0 Scale=1:50.7 4x6 = • 4 el IIIIIIIIIIIIIIIIIs 6.00 12 3.4 i • 5x8 = 2x4 II 4x8 = 3 5 6 r e a• i ZS 4d N 2 11mil8 _% 6 OM! 12 14 13 12 11 20 10 _ 3x6 2x4 II 5x6 2x4 II 3x10 = 3x8 II 3x8 5x12 = 5-8-4I 10-6-0 I 16-0-0 I 19-4-0 I 22-8-0 I 27-8-0 5-8-4 4-9-12 5-6-0 3-4-0 3-4-0 5-0-0 Plate Offsets(X,Y)- [2:0-3-0,0-1-5],[5:0-5-8,0-2-12],[7:0-5-12,0-2-4],[8:0-2-10,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.26 12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.41 12 >815 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.71 Horz(CT) 0.08 8 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:162 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-7 oc purlins. BOT CHORD 2x6 SP No.2'Except* BOT CHORD Rigid ceiling directly applied or 6-8-1 oc bracing. 8-13:2x6 SP M 26 WEBS 1 Row at midpt 5-14 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1270/0-3-8,8=1995/0-5-8 Max Horz 2=-86(LC 25) Max Uplift 2=-365(LC 8),8=-655(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2366/652,3-4=-2017/626,4-5=-2018/603,5-6=-4521/1465,6-7=-4521/1465, 7-8=-4095/1332 BOT CHORD 2-15=-578/2069,14-15=-578/2069,12-14=-1259/4340,11-12=-1255/4335, 10-11=-1121/3664,8-10=-1106/3610 WEBS 3-14=-388/205,4-14=-425/1464,5-14=-2839/975,5-11=-475/409,7-11=-290/1067, 7-10=-257/917 NOTES- (10) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=l30mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope);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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 365 lb uplift at joint 2 and 655 lb uplift at joint 8. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)163 lb down and 136 lb up at 22-8-0 on top chord,and 1136 lb down and 369 lb up at 21-0-12,and 142 lb down and 44 lb up at 22-7-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 10)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard Walter P.Finn PE No.22839 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 MiTak USA Inc.FL Cart 6634 Uniform Loads(plf) 6904 Parka East Blvd.Tampa FL 33610 Vert:1-4=-54,4-5=-54,5-7=-54,7-9=-54,2-8=-10 Date: January 31,2020 -ontinued on owe 2 t A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not .. a truss system.Before use,the building designer must verify the applicability of design parameters and propedy incorporate this design into 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,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 36610 • Job Truss Truss Type Qty Ply • T19295558 2198843 T18 Roof Special Girder 1 1 Job Reference(optional) Builders FirstSource, Jacksonville.FL-32244. 8.240 s Dec 6 2019 MTek Industries,Inc. Fri Jan 31 12:24:35 2020 Page 2 ID:XaTH9PpIiEHIr6cD6EXS9my703r-hlP47oVg6P?_Jt4VxYr2bpWQLV?AgQNQ5g9HUlzpr Q LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:7=-66(B)10=-142(B)20=-1136(B) WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MRek®connectors.This design is based only upon parameters shown,and is for an individual building component,not111111. a twos system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into 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 iTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,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 36610 Job Truss Truss Type Qty Ply T19295559 2198843 T19 Roof Special 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:24:36 2020 Page 1 ID:XaTH9PpIiE HIr6cD6EXS9my703r-9DzSK8VSti7rx 1 fhVFNH802ZZvPzPuZaKUvrOkzpr_P i-1-4-0 i 5-6-4 i 10-6-0 i 14-0-0 20-8-0 I 27-8-0 i29-0-0 1-4-0 5-6-4 4-11-12 3-6-0 6-8-0 7-0-0 1-4-0 Scale=1:50.7 • 4x6 = 4 6.00 125x6 = 4x8 = 2x4 \\ 5 r 3 a 1I rn d 'S 2 7 I7 1 e c: 4 1 a i :11'.- 8 I� ii. 12 11 10 9 6 3x4 = 3x6 = 4x8 = 2x4 II 3x4 = 3x4 = 7-3-4I 14-0-0 I 20-8-0 i 27-6-0 7-3-4 6-6-12 6-8-0 7-0-0 Plate Offsets(X,Y)— [6:0-5-4,0-2-0[,17:0-0-12,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.13 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.21 10-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.65 Horz(CT) 0.05 7 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:133 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-13 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-3-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=961/0-3-8,7=961/0-5-8 Max Horz 2=-86(LC 10) Max Uplift 2=-254(LC 12),7=-299(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1645/1084,3-4=-1493/1064,4-5=-2022/1443,5-6=1724/1202,6-7=1579/996 BOT CHORD 2-12=-833/1426,10.12=-527/1085,9-10=-734/1347,7-9=734/1343 WEBS 3-12=-280/316,4-12=-272/370,4-10=-833/1209,5-10=-1151/866,6-10=-274/429 NOTES- (8) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 254 lb uplift at joint 2 and 299 lb uplift at joint 7. 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22039 MiTek USA Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: January 31,2020 4 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mt1-7473 rev.10/03/2015 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 lilt a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPlf Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply • T19295560 2198843 T20 Roof Special 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:24:37 2020 Page 1 I D:XaTH9PpIiEHIr6cD6EXS9my703r-eQXrYU W4e0FiZBEu3zu WgEbIhJkZ8QGjZ8e0ZAzpr_O -1-4-0 I 5-6-4 I 10-6-0 112-0-0 I 18-8-0 I 22-10-12 I 27-8-0 Izs-o-0 1-4-0 5-6-4 4-11-12 1-6-0 6-8-0 4-2-12 4-9-4 1-4-0 Scale=1:50.7 4x4 = 4 4x12 = 4x6 = • 1115 2x4 F 6.00 12 \�f 2x4 \\ 3 l'u-ii d 8 es 1 2 v G 7ml � Id _� 13 12 11 10 ere 3x4 = 3x4 = 4x4 = 3x6 = 3x8 = 4x4 = I 6-3-4 I 12-0-0 1 18-8-0 I 27-8-0 I 6-3-4 5-8-12 6-8-0 9-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.15 10-19 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.25 10-19 >999 180 BCLL 0.0 ' Rep Stress lncr YES WB 0.37 Horz(CT) 0.06 8 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:143 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-3-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=961/0-3-8,8=961/0-5-8 Max Horz 2=-86(LC 10) Max Uplift 2=-254(LC 12),8=299(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1648/1073,3-4=-1579/1151,4-5=1544/1151,5-6=1208/896,6-7=-1392/934, 7-8=-1639/1096 BOT CHORD 2-13=-822/1427,12-13=-523/1089,10-12=-689/1335,8-10=-865/1438 WEBS 3-13=-276/319,4-13=-358/432,4-12=-630/916,5-12=-822/635,6-10=-155/354, 7-10=-272/303 NOTES- (8) 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=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)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 ft between the bottom chord and any other members. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 254 lb uplift at joint 2 and 299 lb uplift at joint 8. 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22039 MiTak USA Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: January 31,2020 4 i WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 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 tut a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSUTPII Quality Criteria,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 36610 Job Truss Truss Type Qty Ply T19295561 ' 2198843 T21 Hip Girder 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:24:39 2020 Page 1 I D:XaTH9PpIiEHIr6cD6EXS9my703r-aofbzAYL9d WPoU NGAOw_mfg8h6MscKg00S7Vd3zpr_M I 5-6-3 I 10-1-14 I 13-10-0 { 17-6-2 I 22-1-13 I 27-8-0 5-6-3 4-7-11 3-8-2 3-8-2 4-7-11 5-6-3 Scale=1:46.1 4x4 = , 3x4 = 4x4 = 3 4 5 0 n 0 6.00 12 3x4 i 3x4 2 8 1 7 rJ if llttm ® NEN @, boa Int 3 17 18 12 19 202111 10 22 23 9 24 25 26 8 27 28 3x8 = 2x4 II 3x8 = 4x6 3x8 = 2x4 II 3x8 = I 5-6-3 I 10-1-14 I 17-6-2 I 22-1-13 I 27-8-0 I 5-6-3 4-7-11 7-4-4 4-7-11 5-6-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.19 9-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.30 9-11 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.37 Horz(CT) 0.08 7 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:326 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-2 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=3136/0-3-8,7=3132/0-5-8 Max Horz 1=-74(LC 6) Max Uplift 1=-889(LC 8),7=-887(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-6167/1749,2-3=-4877/1391,34=4357/1287,4-5=-4350/1284,5-6=-4870/1387, 6-7=-6157/1744 BOT CHORD 1-12=-1573/5494,11-12=1573/5494,9-11=-1205/4421,8-9=-1501/5485,7-8=-1501/5485 WEBS 2-12=-240/951,2-11=-1373/481,3-11=546/1952,5-9=-545/1948,6-9=-1370/480, 6-8=-239/948 NOTES- (11) 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)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope);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 20.0psf on the bottom chord in 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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 889 lb uplift at joint 1 and 887 lb uplift at joint 7. 10) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)345 lb down and 101 lb up at 1-11-4,345 lb down and 101 lb up at 3-11-4,345 lb down and 101 lb up at 5-11-4,345 lb down and 101 lb up at 7-11-4,349 lb down and 133 lb up at 9-11-4,346 lb down and 115 lb up at 11-11-4,346 lb down and 84 lb up at 13-11-4,346 lb down and 115 lb up at 15-8-12,349 lb down and 133 lb up at 17-8-12,345 lb down and 101 lb up at 19-8-12,345 lb down and 101 lb up at 21-8-12,and 345 lb down and 101 lb up at 23-8-12,and 345 lb down and 101 lb up at 25-8-12 on bottom chord. The Walter P.Finn PE No.22839 design/selection of such connection device(s)is the responsibility of others. MiTek LISA.Inc.FL Cwt 6634 11)This manufactured product is designed as an individual building component. The suitability and use of this component for any 6904 Parke East Blvd.Tampa FL 33610 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Date: a6A6fiL6At6tEtfahe9landard January 31,2020 l A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIt-7473 rev.10/03/2015 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 truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 1 V1 iTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Duality Criteria,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 36610 Job Truss Truss Type Qty Ply • TI9295561 2198843 T21 Hip Girder 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:24:39 2020 Page 2 ID:XaTH9PpIiEHIr6cD6EXS9my703r-aofbzAYL9dWPoUNGAOw_mfg8h6MscKg00S7Vd3zpr_M LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-3=-54,3-5=54,5-7=54,1-7=10 •Concentrated Loads(Ib) Vert:10=-346(F)17=-345(F)18=-345(F)19=-345(F)20=-345(F)21=-349(F)22=-346(F)23=-346(F)24=-349(F)25=-345(F)26=-345(F)27=-345(F)28=-345(F) • I I A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with mrrek®connectors.This design is based only upon parameters shown,and is for an individual building component,not out 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 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 injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,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 36610 Job Truss Truss Type Qty Ply T19295562 2198843 T22 GABLE 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:24:41 2020 Page 1 ID:XaTH9PpIiEHIr6cD6EXS9my703r-WBmLNsZbhFm71 oXfloySr4magwDS4JUJUmccixzpr_K -1-4-0 1-10-0 5-9-0 I 9-8-0 ( 11-6-0 I 12-10-0 1-4-0 1-10-0 3-11-0 3-11-0 1-10-0 1-4-0 4x4 = Scale=1:22.4 5 6.00 12 dlIi . r6 2 3 8 • . 8 12 17 16 15 14 13 111 g 11w1-rl 11w1-1w11 g ::::2;"*2..'.2:2tZ2iA”Se:::isi:::S•eZbb2::ZSZS::SSfeS 2W ism:::i sS.•e SSSS:i s2:::ZaMZ ::'.2::WS2:::SZSZ:::q:SMSZS Z::"a:::ti: 20 19 11 10 1-10-0 9-8-0 11-6-0 1-10-0 7-10-0 1-10-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) n/a - n/a 999 BCLL 0.0 * Rep Stress Ina YES WB 0.03 Horz(CT) 0.00 12 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-R Weight:54 lb 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*Except* except end verticals. 2-19,8-11:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 11-6-0. (Ib)- Max Horz 20=-63(LC 13) Max Uplift All uplift 100 lb or less at joint(s)20,19,18,12,10,16,17,14,13 Max Gray All reactions 250 lb or less at joint(s)20,19,18,12,11,10,15,16,17,14,13 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (14) 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=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 11)Bearing at joint(s)18,12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)20,19,18,12, 10,16,17,14,13. 13)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)15,16,17,14,13. 14)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Welter P.Finn PE No.22839 MiTek USA Inc.FL Cart 8634 6904 Parke East Blvd.Tampa FL 33610 Date: January 31,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Duality Criteria,DSB-.89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply • T19295563 2198843 T23 Roof Special 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:24:43 2020 Page 1 ID:XaTH9PpIiEHIr6cD6EXS9my703r-SZu6oXbrDsOrH6h1 PD?wwVrgxjn7YCocx35jmgzpr_I I -1-4-0 I 1-10-0 I 3-3-0 I 5-9-0 8-3-0 I 9-8-0 11-6-0 I 12-10-0 I 1-4-0 1-10-0 1-5-0 2-6-0 2-6-0 1-5-0 1-10-0 1-4-0 4x4 = Scale=1:26.3 • 6.0012 2x4 I 2x4 I 7 3 ` 16 14 Aggi ` 2I'6 15 4x6 1, 8 O. II _ 41 II12 o \ 8 _l . 9 d N q 617 13 M 4 I " I 6 3x8 = 3x6 = 19 11 20 3x4 = 3x4 = 10 I 1-10-0 ( 3-3-0 5-9-0 8-3-0 I 9-8-0 I 11-6-0 1-10-0 1-5-0 2-6-0 2-6-0 1-5-0 1-10-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TC LL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.11 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.17 14-15 >781 180 BCLL 0.0 * Rep Stress Incr YES WB 0.11 Horz(CT) 0.27 10 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:63 lb 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*Except* except end verticals. 3-19,7-11:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 20=442/0-5-8,10=442/0-5-8 Max Horz 20=-52(LC 10) Max Uplift 20=-128(LC 12),10=-128(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-291/246,3-4=-511/404,4-5=-680/477,5-6=-680/476,6-7=-511/412,7-8=-291/248, 2-20=-463/436,8-10=463/432 BOT CHORD 17-18=-246/445,15-16=-268/621,14-15=-268/621,12-13=-265/445 WEBS 2-19=178/278,8-11=-178/278,5-15=154/268 NOTES- (8) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are 3x6 MT20 unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 20=128,10=128. 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22829 MiTek USA,Inc.FL Cart 6836 6904 Parke East Blvd.Tampa FL 33610 Date: January 31,2020 I 1 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 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 mill a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek` building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing (V IiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,OSB-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 36610 Job Truss Truss Type Qty Ply ' 719295564 2198843 T24 Roof Special 8 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:24:44 2020 Page 1 ID:XaTH9PpliEHIr6cD6EXS9my703r-wmSUOtcT_A8iuGGEzxw9Ti01V734HeMIAjrGJGzpr H 1-5-8 3-3-0 5-9-0 8-3-0 9-10-8 11-6-0 1-5-8 1-9-8 2-6-0 2-6-0 1-7-8 1-7-8 4x4 = Scale=1:32.9 3 6.00 12 pill 2 r 4 ! 11 10 mg� � 3x4 H11 3x4 ,t�_��'. i 2x4 II zrionammtirig r ' e iiii 2x4 13 9 2x4 11r ' 7., d 3x4 = 3x4L. = N N e� i 15 7 6 16 2x4 3x4 = 3x4 = 2x4 II 1-5-8I 3-3-0 5-9-0 I 8-3-0 9-10-8 11-6-0 1-5-8 1-9-8 2-6-0 2-6-0 1-7-8 1-7-8 Plate Offsets(X,Y)— [1:0-4-8,0-0-15],[2:0-4-10,0-1-8],[4:0-4-10,0-1-8],[5:0-4-8,0-0-15] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.10 10-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.14 10-11 >942 180 BCLL 0.0 * Rep Stress Incr YES WB 0.15 Horz(CT) 0.28 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:69 lb 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*Except* except end verticals. 14-15,12-13,9-10,7-8:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-3-15 oc bracing. Except: WEBS 2x4 SP No.3 8-4-0 oc bracing:10-11 REACTIONS. (lb/size) 16=355/Mechanical,6=355/Mechanical Max Horz 16=-40(LC 8) Max Uplift 16=-91(LC 12),6=91(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-617/505,2-3=-766/576,3-4=-766/576,4-5=-617/506,1-16=-346/280, 5-6=-346/281 BOT CHORD 1-14=-413/520,13-14=-414/521,12-13=-258/344,2-12=303/537,11-12=398/665, 10-11=-398/665,4-10=303/537,9-10=259/344,8-9=-415/522,5-8=-414/520 WEBS 3-11=-260/394,2-13=-515/416,4-9=-516/418 NOTES- (8) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)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 psi bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)16,6. 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22839 MiTek LISA,Inc.FL Cart 6834 6804 Parke East Blvd.Tampa FL 33610 Date: January 31,2020 I t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. illt 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 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,see ANSIITPII Duality Criteria,DSB-89 end BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T19295565 2198843 T25 Roof Special 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:24:45 2020 Page 1 I D:XaTH9PpIiEHIr6cD6EXS9my703r-PyOsD Dc6ITGZWP rQXe10?wwD?XZxO42vONaprjzpr_G 1-5-8 3-3-0I 8-3-0 9-10-8 I 11-6-0 1-5-8 1-9-8 5-0-0 1-7-8 1-7-8 3x4 = 3x4 = 3x4 = 2x4 II 3x4 = 3x4 = Scale=1:32.4 1 2 3 4 5 6 • w w w ■ w Ill6.1 MillIllZm Irlirl 'h(51 5 6 � i8 = 5x8 T 1��r1 IMIMS Alb x10 = 13 10 7x8 = 2 2x4 II 2x4 II -IL i�r IM 15 8 7 16 2x4 II 2x4 II 3x4 = 3x4 = 1-5-8 3-3-0I 8-3-0 9-10-8 I 11-6-0 1-5-8 1-9-8 5-0-0 1-7-8 1-7-8 Plate Offsets(X,Y)— [9:0-2-12,0-2-0],[11:0-2-8,0-2-0],[12:0-5-8,0-4-4],[14:0-4-12,0-2-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.03 11-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.05 11-12 >999 180 BOLL 0.0 * Rep Stress Incr YES WB 0.19 Horz(CT) 0.05 7 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:105 lb 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`Except* except end verticals. 2-15,3-13,4-10,5-8:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 16=359/Mechanical,7=359/Mechanical Max Uplift 16=-123(LC 8),7=123(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-16=-341/270,2-3=-471/368,3-4=-453/354,4-5=-417/325,6-7=-343/273 BOT CHORD 2-14=-358/288,11-12=-402/515,5-9=357/286 WEBS 1-14=-237/310,2-12=-387/490,5-11=350/444,6-9=-245/319 NOTES- (8) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)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 20.0psf on the bottom chord in 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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 16=123,7=123. 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22839 MiTek USA Inc.FL Cart 6636 6904 Parke East Blvd.Tampa FL 33610 Date: January 31,2020 I I 111011111. miff A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 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 truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,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 36610 Job Truss Truss Type Oty Ply T19295566 2198843 T26 Hip 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:24:47 2020 Page 1 ID:XaTH9PpliEHlr6cD6EXS9my703r-LL8ceveM H5WH mj_pe33s4LOZjLAIU_Csh3wvbzpr_E 1-5-8 3-3-0 8-3-0 10-0-8 11-6-0 1-5-8 1-9-8 5-0-0 1-9-8 1-5-8 6.00 12 4x6 I I 3x4 = 2x4 II 4x8 = Scale=1:37.6 2 3 4 5 3x4 3x4 i • `■Tilc8 = 4x12 —7I � 4 • 0 4x4 = 13 10 2x4 II 2x4 II 4x6 I 1■ a ■■ ■J 04 .1611 pe■tttttttttttttttt�ri 16 15 8 7 2x4 I 3x4 = 4x4 =2x4 II 1-5-8I 3-3-0 I 8-3-0 I 9-10-8 + 11-6-0 1-5-8 1-9-8 5-0-0 1-7-8 1-7-8 Plate Offsets(X,Y)— [2:0-2-8,0-2-0],[12:0-5-8,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.03 11-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.06 11-12 >999 180 BCLL 0.0 • Rep Stress Inca: YES WB 0.16 Horz(CT) 0.14 7 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:116 lb 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*Except* except end verticals. 2-15,3-13,4-10,5-8:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 16=358/Mechanical,7=356/Mechanical Max Horz 16=-10(LC 10) Max Uplift 16=-104(LC 9),7=104(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-291/266,3-4=-301/275,4-5=-283/258,1-16=-383/304,6-7=-399/319 BOT CHORD 2-14=-302/234,11-12=-238/311,4-11=-250/253,5-9=-290/226 WEBS 5-11=-320/413,1-15=-209/285,6-8=-210/282,2-12=-313/402 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 16=104,7=104. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE N&22839 MITA USA,Inc.FL Cart 8634 6904 Parke East Blvd,Tampa FL 33610 Date: January 31,2020 it A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 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 truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T19295567 2198843 T27 Hip 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:24:48 2020 Page 1 I D:XaTH9PpIiE H Ir6cD6EXS9my703r-pXi?rFf_20e8NtZ?Cna5dYYj RkXVDRcL5LpUS 1 zpr_D 1 1-5-8 3-1-8 I 8-4-8 9-10-8 I 11-6-0 1-5-8 1-8-0 5-3-0 1-6-0 1-7-8 6.00 ,2 4x6 = 4x4 Scale=1:42.1 2x4 \\ 4 5 • 2x4 II � 3x4 iia �► 3x4 i 2 3 6 3x4 ar44. 7 n ' 4s8 1-I1 —II '' r54 14 Ilit 2x4 11 x4 10 a r = 4X6 0 111.121 armor 17 16 9 8 2x4 II 3x4 = 4x4 =2x4 II 1-5-8 3-3-0 8-3-0 9-10-8 11-6-0 1-5-8 1-9-8 5-0-0 1-7-8 1-7-8 Plate Offsets(X,Y)— (12:0-5-8,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.03 12-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.06 12-13 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(CT) 0.14 8 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:120 lb 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*Except* except end verticals. 2-16,4-14,5-11,6-9:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 17=358/Mechanical,8=356/Mechanical Max Horz 17=22(LC 9) Max Uplift 17=-75(LC 9),8=-77(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 4-5=-227/255,1-17=-386/308,7-8=-395/318 BOT CHORD 15-16=-261/205,2-15=-309/244,6-10=-277/220 WEBS 3-13=-188/289,6-12=-191/292,1-16=-231/307,7-9=-197/259 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)17,8. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cart 6834 6904 Parke East Blvd,Tampa FL 33610 Date: January 31,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit 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.Add tional 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,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply • T19295568 2198843 T28 Hip Girder 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:24:50 2020 Page 1 ID:XaTH9PpIiEHIr6cD6EXS9my703r-IwplGxgEaOurdBjOKBdZizel vY6QhlNeYflaWwzpr_B I 5-6-3 I 10-1-14 I 13-10-0I 17-6-2 i 22-1-13 I 27-8-0 I 5-6-3 4-7-11 3-8-2 3-8-2 4-7-11 5-6-3 Scale=1:46.1 4x4 = 3x4 = 4x4 = 3 4 5 6.00 12 , 3x4 3x4 2 6 c�1 7 111,7-41 ii NCE d 3 17 18 12 19 20 2111 10 22 23 9 24 25 26 8 27 28 1.► Id 3x8 = 2x4 II 3x8 = 4x6 3x8 = 2x4 II 3x8 = 5-6-3 10-1-14 17-6-2 22-1-13 27-8-0 5-6-3 I 4-7-11 I 7-4-4 4-7-11 I 5-6-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.19 9-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.30 9-11 >999 180 BOLL 0.0 * Rep Stress Incr NO WB 0.37 Horz(CT) 0.08 7 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:326 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-1 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=3139/0-3-8,7=3135/0-5-8 Max Horz 1=-74(LC 4) Max Uplift 1=-889(LC 8),7=-887(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-6174/1749,2-3=-4885/1391,3-4=4364/1288,4-5=4357/1284,5-6=-4878/1387, 6-7=-6164/1744 BOT CHORD 1-12=-1574/5500,11-12=-1574/5500,9-11=-1205/4428,8-9=-1501/5491,7-8=-1501/5491 WEBS 2-12=-240/950,2-11=-1372/481,3-11=-546/1955,5-9=-545/1952,6-9=-1369/480, 6-8=-239/947 NOTES- (11) 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)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope);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 20.0psf on the bottom chord in 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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(lt=lb) 1=889,7=887. 10) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)345 lb down and 101 lb up at 1-11-4,345 lb down and 101 lb up at 3-11-4,345 lb down and 101 lb up at 5-11-4,345 lb down and 101 lb up at 7-11-4,349 lb down and 133 lb up at 9-11-4,348 lb down and 115 lb up at 11-11-4,348 lb down and 83 lb up at 13-11-4,348 lb down and 115 lb up at 15-8-12,349 lb down and 133 lb up at 17-8-12,345 lb down and 101 lb up at 19-8-12,345 lb down and 101 lb up at 21-8-12,and 345 lb down and 101 lb up at 23-8-12,and 345 lb down and 101 lb up at 25-8-12 on bottom chord. The Walter P.Finn PE No.22839 design/selection of such connection device(s)is the responsibility of others. MiTek USA,Inc.FL Cart 6634 11)This manufactured product is designed as an individual building component. The suitability and use of this component for any 6904 Parke East Blvd.Tampa FL 33610 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Date: January 31,2020 ¢6Jt61 c4E,Etrabaandard / A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 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 lin a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T19295568 2198843 T28 Hip Girder 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:24:50 2020 Page 2 I D:XaTH9PpIiEHIr6cD6EXS9my703r-IwpIGxgEaOurdBjOKBdZizel vY6QhlNeYfla Wwzpr_B LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=54,3-5=-54,5-7=-54,1-7=10 • Concentrated Loads(Ib) Vert:10=-348(B)17=-345(B)18=-345(B)19=-345(B)20=-345(B)21=-349(B)22=-348(B)23=-348(B)24=-349(B)25=-345(B)26=-345(B)27=-345(B)28=-345(B) • 1 __int i A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 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 truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,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 36610 Job Truss Truss Type Qty Ply 719295569 2198843 T29 Hip 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:24:52 2020 Page 1 ID:XaTH9PpIiEHIr6cD6EXS9my703r-hlxVhciV5d8ZsUtmRcfl nOj01Mr69Erx?znhbpzpr_9 -1-4-0I 4-9-4 I 9-0-0 j 13-10-0 18-8-0 22-10-12 27-8-0 29-0-0 1-0-0 4-9-4 4-2-12 4-10-0 4-10-0 4-2-12 4-9-4 1-4-0 Scale=1:49.8 4x4 = 3x4 = 4x4 = 4 5 6 9 n E 6.00 12 2x4 0r 2x4 7 ro e 2 8 1 t0 I t l 9 ]d 12 11 10 3x4 i 3x8 = 3x6 3x8 = 3x4 9-0-0 18-8-0 27-8-0 9-0-0 9-8-0 9-0-0 Plate Offsets(X,Y)— [2:0-2-10,0-1-8],[8:0-2-10,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.13 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.23 10-12 >999 180 BCLL 0.0 ` Rep Stress Ina YES WB 0.25 Horz(CT) 0.06 8 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:136 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-5 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-4-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=961/0-3-8,8=961/0-3-8 Max Horz 2=-76(LC 10) Max Uplift 2=-243(LC 12),8=243(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1646/1089,3-4=-1389/916,4-5=1201/877,5-6=-1201/877,6-7=-1389/916, 7-8=-1646/1088 BOT CHORD 2-12=-845/1445,10-12=-701/1351,8-10=-860/1445 WEBS 3-12=-290/321,4-12=-210/378,5-12=298/173,5-10=-298/173,6-10=-210/378, 7-10=-290/321 NOTES- (8) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=243,8=243. 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22839 MiTek USA Inc.FL Cart 8636 6904 Parke East Blvd.Tampa PL 33610 Date: January 31,2020 t , A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10103/2019 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 1 V I A, iTek° is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,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 36610 Job Truss Truss Type Qty Ply T19295570 2198843 T30 Hip Girder 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:24:55 2020 Page 1 ID:XaTH9PpIiEHIr6cD6EXS9my703r-6tdeJekNOYX8jycL6ICkP1 LpdZumMbiNix?LB7zpr_6 -1.4-0I 7-0-0 I 13-10-0 20-8-0 27-8-0 29-0-0 1-4-0 7-0-0 6-10-0 6-10-0 7-0-0 1-4-0 Scale=1:49.8 4x8 = 2x4 II 4x8 = 3 18 19 20 4 21 22 23 5 6.00 12 CS' 6 1 2 r 141 `. 7 ]YY 24 25 10 26 27 28 11 9 29 8 '= 3x4 = 2x4 II 3x6 3x8 = 2x4 II 3x4 = 7-0-0 13-10-0 20-8-0 27-8-0 7-0-0 6-10-0 6-10-0 7-0-0 Plate Offsets(X,Y)— [3:0-5-4,0-2-0],[5:0-5-4,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.15 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.23 8-9 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.24 Horz(CT) 0.07 6 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:251 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-5 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 REACTIONS- (lb/size) 2=1855/0-3-8,6=1855/0-3-8 Max Horz 2=-61(LC 6) Max Uplift 2=-775(LC 8),6=775(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3559/1528,3-4=-4169/1877,4-5=-4169/1877,5-6=-3559/1528 BOT CHORD 2-11=-1336/3111,9-11=-1340/3129,8-9=-1296/3129,6-8=-1292/3111 WEBS 3-11=-105/551,3-9=-603/1254,4-9=-858/537,5-9=-603/1254,5-8=-105/551 NOTES- (11) 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. 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=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope);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 20.0psf on the bottom chord in 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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=775,6=775. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)200 lb down and 200 lb up at 7-0-0,105 lb down and 109 lb up at 9-0-12,105 lb down and 109 lb up at 11-0-12,105 lb down and 109 lb up at 13-0-12,105 lb down and 109 lb up at 14-7-4,105 lb down and 109 lb up at 16-7-4,and 105 lb down and 109 lb up at 18-7-4,and 200 lb down and 200 lb up at 20-8-0 on top chord,and 290 lb down and 133 lb up at 7-0-0,66 lb down and 11 lb up at 9-0-12,66 lb down and 11 lb up at 11-0-12,66 lb down and 11 lb up at 13-0-12,66 lb down and 11 lb up at 14-7-4,66 lb down and 11 lb up at 16-7-4, and 66 lb down and 11 lb up at 18-7-4,and 290 lb down and 133 lb up at 20-7-4 on bottom chord. The design/selection of such Walter P.Finn PE No.22829 connection device(s)is the responsibility of others. MiTek LISA,Inc.FL Cart 6631 11)This manufactured product is designed as an individual building component. The suitability and use of this component for any 6904 Parke East Blvd.Tampa FL 33610 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Date: January 31,2020 fdk$tE(fab aandard AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 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 truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek* building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 end 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 36610 Job Truss Truss Type Qty Ply 719295570 2198843 T30 Hip Girder 1 n L Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:24:55 2020 Page 2 ID:XaTH9PpliEHIr6cD6EXS9my703r-6tdeJekNOYX8jycL6ICkP1 LpdZumMbiNix?LB7zpr_6 LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert 1-3=-54,3-5=-54,5-7=-54,12-15=10 Concentrated Loads(Ib) • Vert:3=153(F)5=153(F)11=290(F)8=-290(F)18=105(F)19=105(F)20=-105(F)21=-105(F)22=-105(F)23=105(F)24=-46(F)25=-46(F)26=-46(F)27=-46(F) 28=-46(F)29=-46(F) � s A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7073 rev.10103/2015 BEFORE USE. MN' 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 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,see ANSUTP/1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply • • T19295571 2198843 T40 GABLE 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:24:56 2020 Page 1 ID:XaTH9PpliEHlr6cD6EXS9my703r-a3A0X_I?9sf?L6BXgSkzyEt7 HzMG55uW W blvkazpr_5 20-0-0 20-0-0 4.00 12 13 14';ale=1:35.3 Y 12 • 11 r 10 9 5x6 8 y 7 r .j 6 1111111111 54 • 3 2 1 '�,� w ala w rlwww cy ::::::::::::::::::t• etL:::�.::I•XPX.:e ::::::mame .:::Q.Xr.'L:.A.'�2i:c::::::::vXV&• :::eZe.::::::::::::e.4'::::�::e �.�.::::::Nh 3x4 27 26 25 24 23 22 21 20 19 18 17 16 15 5x6 = 20-0-0 20-0-0 Plate Offsets(X,Y)— [7:0 3 0,0 3-0],[24:0-3-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) -0.00 15 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:127 lb 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 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-0-0. (Ib)- Max Horz 1=230(LC 8) Max Uplift All uplift 100 lb or less at joint(s)15,16,17,18,19,20,21,22,23,24,25,26,27 Max Gray All reactions 250 lb or less at joint(s)15,1,16,17,18,19,20,21,22,23,24,25,26,27 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-357/130,2-3=-295/100,3-4=-281/100,4-5=-251/89 NOTES- (10) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)All plates are 2x4 MT20 unless otherwise indicated. 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 1-4-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)15,16,17,18,19, 20,21,22,23,24,25,26,27. 10)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22830 MiTek USA Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: January 31,2020 MEMO ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 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 truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Duality Criteria,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 36610 Job Truss Truss Type Qty Ply T19295572 2198843 T41 Monopitch 3 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:24:57 2020 Page 1 ID:XaTH9PpIiEHIr6cD6EXS9my703r-2GkOkKmdw9nsyGIkEAFC U SQApNZggYwg9FUSGOzpr_4 8-0-0 8-0-0 4x4 II Scale=1:18.1 2 • 4.00 12 _ . 0011111111r111111P r4, 1 :II 3 4x4 = 3x4 II 8-0.0 8-0-0 Plate Offsets(X,Y)— 11:0-3-10,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.17 3-6 >543 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.22 3-6 >433 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 1 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:28 lb 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 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=251/0-5-8,3=251/Mechanical Max Horz 1=95(LC 8) Max Uplift 1=-70(LC 8),3-102(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (7) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)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 fora 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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except(jt=Ib) 3=102. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22839 MTek USA Inc.FL Cart 8634 8904 Parke East Blvd.Tampa Pt.33810 Data: January 31,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 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 truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,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 36610 Job Truss Truss Type Qty Ply • T19295573 2198843 142 Monopitch Girder 2 Job Reference(optional) Builders FirstSource. Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:24:582020 Page 1 ID:XaTH9PpIiEHIr6cD6EXS9my703r-WSlnygmFhTvjaPKwotmRlfzPVmpKZNpOvE?oSzpr 3 4-3-2 ( 8-0-0 4-3-2 3-8-14 2x4 II Scale=1:18.1 3 • 4.00 12 3x8 2 ry -.00/1111111111111111111111111111111. 1 011dMilliMMEI '11 5x6 = 86 9 4 3x10 H 4x6 = 4-3-2 _ 8-0-0 4-3-2 3-8-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.06 5-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.09 5-7 >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.53 Horz(CT) 0.02 4 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:83 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-7 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. (lb/size) 1=2084/0-5-8,4=2282/Mechanical Max Horz 1=95(LC 4) Max Uplift 1=607(LC 4),4=-697(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-4559/1317 BOT CHORD 1-5=-1317/4327,4-5=-1317/4327 WEBS 2-5=-785/2777,2-4=-4548/1382 NOTES- (10) 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 0-8-0 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=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=607,4=697. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1288 lb down and 382 lb up at 2-0-12,and 1288 lb down and 382 lb up at 4-0-12,and 1288 lb down and 382 lb up at 6-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 10)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Walter P.Finn PE h o.22t39 Uniform Loads(plf) fATek USA.Inc.FL Cert 6634 Vert:1-3=-54,1-4=10 6904 Parke East Blvd.Tampa FL 33610 Date: January 31,2020 ontinued on oaae 2 AWARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. !I Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 11111 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T19295573 2198843 T42 Monopitch Girder Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:24:58 2020 Page 2 ID:XaTH9PpIiEHIr6cD6EXS9my7O3r-WSlnygmFhTvjaPKwotmRlfzPVmpKZtvpovE7oSzpr 3 LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:5=-1288(B)8=1288(B)9=-1288(B) a i A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 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 Nut a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,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 36610 Job Truss Truss Type Qty Ply T19295574 2198843 TF01 HALF HIP 7 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:24:59 2020 Page 1 ID:XaTH9PpIiEHIr6cD6EXS9my703r-_es990nuSnlaCZv6LaHgatVQoADLIMozr7n7Kvzpr 2 -1-4-0 3-5-8 7-5-8 1-4-0 3-5-8 { 4-0-0 Scale=1:16.7 • 5x12 = 4x10 MT2OHS I I FIT 3 10 3.50 2 d 1 = 6 2x4 I I 5 4x4 = 4x6 = 3-5-8 7-5-8 3-5-8 4-0-0 Plate Offsets(X,Y)— [3:0-6-0,0-1-12],[4:0-3-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.97 Vert(LL) -0.04 6 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.67 Vert(CT) -0.06 6 >999 240 MT2OHS 187/143 BCLL 0.0 * Rep Stress Incr NO WB 0.42 Horz(CT) 0.02 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Wind(LL) 0.03 6 >999 240 Weight:32 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc purlins, 3-4:2x4 SP M 31 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-6-15 oc bracing. WEBS 2x4 SP No.3*Except* 4-5:2x4 SP No.2 REACTIONS. (lb/size) 5=997/0-5-8,2=795/0-5-8 Max Horz 2=58(LC 8) Max Uplift 2=-109(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1641/461,3-4=-346/76,4-5=-616/170 BOT CHORD 2-6=-471/1569,5-6=-467/1564 WEBS 3-5=-1261/406 NOTES- (10) 1)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)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)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=109. 8)Load case(s)1,2,3,4,5,6,7,8,9,10,11,12,13,14,15,16,17,18,19,20,21,22 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)850 lb down and 79 lb up at 5-2-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 10)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Walter P.Finn PE No.22839 Uniform Loads(plf) MiTek USA Ine.FL Cert 6634 Vert:1-3=100,3-4=-100,5-7=-10 6904 Parke East Blvd.Tampa FL 33610 Date: January 31,2020 continued on oaoe 2 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 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 truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DS8-89 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 36610 Job Truss Truss Type Qty Ply T19295574 2198843 TF01 HALF HIP 7 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:24:59 2020 Page 2 ID:XaTH9PpIiEHIr6cD6EXS9my703r-_es990nuSnlaCZv6LaHgatVQoADLIMov-777Kvzpr 2 LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:10=-850 2)Dead+0.75 Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(ptf) • Vert:1-3=-80,3-4=-80,5-7=10 Concentrated Loads(Ib) Vert:10=-741 3)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-20,3-4=-20,5-7=30 Concentrated Loads(Ib) Vert:10=-523 4)Dead+0.6 C-C Wind(Pos.Internal)Case 1:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plt) Vert:1-2=83,2-3=64,3-4=66,5-7=6 Horz:1-2=92,2-3=73 Concentrated Loads(Ib) Vert:10=79 5)Dead+0.6 C-C Wind(Pos.Internal)Case 2:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=57,2-3=64,3-4=66,5-7=6 Horz:1-2=65,2-3=-73 Concentrated Loads(Ib) Vert:10=79 6)Dead+0.6 C-C Wind(Neg.Internal)Case 1:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=1,2-3=-46,3-4=39,5-7=10 Horz:1-2=19,2-3=26 Concentrated Loads(Ib) Vert:10=-556 7)Dead+0.6 C-C Wind(Neg.Internal)Case 2:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=39,2-3=-46,3-4=39,5-7=10 Horz:1-2=19,2-3=26 Concentrated Loads(Ib) Vert:10=-556 8)Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=45,2-3=28,3-4=28,5-7=6 Horz:1-2=54,2-3=-36 Concentrated Loads(Ib) Vert:10=-131 9)Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pff) Vert:1-2=10,2-3=18,3-4=28,5-7=6 Horz:1-2=19,2-3=-26 Concentrated Loads(Ib) Vert:10=-131 10)Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=9,2-3=1,3-4=1,5-7=-10 Horz:1-2=29,2-3=-21 Concentrated Loads(Ib) Vert:10=-455 11) Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=1,2-3=9,3-4=1,5-7=-10 Horz:1-2=19,2-3=11 Concentrated Loads(Ib) Vert:10=-455 12)Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=20,2-3=28,3-4=15,5-7=6 Horz:1-2=29,2-3=36 Concentrated Loads(Ib) Vert:10=131 13)Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(ptf) Vert:1-2=7,2-3=15,3-4=15,5-7=6 Horz:1-2=15,2-3=23 Concentrated Loads(Ib) Vert:10=-203 14) Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 continued on oaae 3 A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 rev.10/03/2015 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 truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T19295574 2198843 TF01 HALF HIP 7 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:24:59 2020 Page 3 I D:XaTH9PpIiEHIr6cD6EXS9my703r-_es990nuSn 1 aCZv6LaHgatVQoADLIMozcZzZKvzpr_2 LOAD CASE(S) Standard Uniform Loads(plf) Vert:1-2=20,2-3=28,3-4=15,5-7=6 Horz:1-2=-29,2-3=-36 • Concentrated Loads(Ib) Vert:10=-131 15)Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) • Vert:1-2=7,2-3=15,3-4=15,5-7=-6 Horz:1-2=15,2-3=-23 Concentrated Loads(Ib) Vert:10=-203 16)Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=9,2-3=1,3-4=-12,5-7=10 Horz:1-2=-29,2-3=-21 Concentrated Loads(Ib) Vert:10=-455 17)Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=5,2-3=-12,3-4=-12,5-7=10 Horz:1-2=-15,2-3=-8 Concentrated Loads(Ib) Vert:10=-455 18)Dead:Lumber Increase=0.90,Plate Increase=0.90 Pit.metal=0.90 Uniform Loads(plf) Vert:1-3=-20,3-4=-20,5-7=10 Concentrated Loads(lb) Vert:10=-414 19)Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=58,2-3=-64,3-4=-64,5-7=10 Horz:1-2=-22,2-3=-16 Concentrated Loads(Ib) Vert:10=-772 20)Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-66,2-3=-71,3-4=-64,5-7=10 Horz:1-2=14,2-3=-9 Concentrated Loads(Ib) Vert:10=772 21)Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-58,2-3=-64,3-4=-74,5-7=10 Horz:1-2=-22,2-3=16 Concentrated Loads(Ib) Vert:10=772 22)Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=68,2-3=-74,3-4=-74,5-7=10 Horz:1-2=12,2-3=-6 Concentrated Loads(Ib) Vert:10=-772 t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 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,not1111. a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,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 36610 Job Truss Truss Type Qty Ply T19295575 2198843 TGO1 FLAT 1 q J Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:25:01 2020 Page 1 ID:XaTH9PpIiEHIr6cD6EXS9my703r-x1_vahp8_OHIRt3VT?JBflbnj_tkmCUF4tSgPnzpr 0 1-9-10 I 3-5-8 I 5-1-5 I 6-9-3 i 8-5-1 10-0-15 I 11-8-13 13-4-11 15-0-8 I 16-8-6 I 18-6-0 1-9-10 1-7-14 1-7-14 1-7-14 1-7-14 1-7-14 1-7-14 1-7-14 1-7-14 1-7-14 1-9-10 Scale=1:31.3 5x6 = 5x12 = 4x12 = 3x8 = 4x12 = 4x6 = 5x12 = 3x4 II • 1 2 3 4 5 27 6 7 8 9 10 1i 12 13 i - 25 e 23 22 21 20 19 18 17 16 15 26 14 24 3x4 �� 5x12 = 6x6 = 4x12 = 3x8 = 3x10 = 5x12 = 5x6 = 1-9-10 3-5-8 5-1-5 6-9-3 8-5-1 10-0-15 11-8-13 13-4-11 15-0-8 16-8-6 18-6-0 1-9-10 I 1-7-14 I 1-7-14 i 1-7-14 I 1-7-14 I 1-7-14 1-7-14 1-7-14 1-7-14 1-7-14 I 1-9-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.95 Vert(LL) -0.19 19-20 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.80 Vert(CT) -0.63 19-20 >348 240 BCLL 0.0 * Rep Stress Incr NO WB 0.67 Horz(CT) 0.07 14 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Wind(LL) 0.11 20 >999 240 Weight:352 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-9 oc purlins, BOT CHORD 2x6 SP M 26 except end verticals. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-25,3-25,3-22,5-22,5-20,7-20,7-18,9-18,9-16,12-16,12-14:2x4 SP No.2 REACTIONS. (lb/size) 26=4025/0-5-8,14=5384/0-3-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-26=-3568/0,1-2=6401/0,2-3=-6401/0,3-4=-17517/0,4-5=-17517/0,5-6=-24011/0, 6-7=-24011/0,7-8=-22800/0,8-9=-22800/0,9-10=-14773/0,10-12=-14773/0, 12-13=-670/0,13-14=-768/0 BOT CHORD 25-26=0/549,23-25=0/12763,22-23=0/12763,21-22=0/22691,20-21=0/22691, 19-20=0/25114,18-19=0/25114,17-18=0/20362,16-17=0/20362,15-16=0/8495, 14-15=0/8495 WEBS 1-25=0/6619,3-25=-7196/0,3-23=0/272,3-22=0/5378,4-22=-9/295,5-22=-5852/0, 5-20=0/1493,6-20=-572/0,7-20=-1248/0,7-19=0/439,7-18=-2618/0,8-18=-536/0, 9-18=0/2757,9-17=0/335,9-16=-6322/0,10-16=-663/0,12-16=0/7101,12-14=-8852/0 NOTES- (10) 1)3-ply truss to be connected together with 10d(0.131'x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-7-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)All plates are 2x4 MT20 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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 9)Load case(s)1,2,3,4,5,6,7,8,9,10,11,12,13,14,15,16,17,18,19,20,21,22 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. Walter P.Finn PE No.22839 10)This manufactured product is designed as an individual building component. The suitability and use of this component for any MiTek USA Inc.FL Cart 6636 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 6864 Parke East Blvd.Tampa FL 33615 Date: LOAD CASE(S) Standard January 31,2020 Continued on Daae 2 l ma A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 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 truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,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 36610 Job Truss Truss Type Qty Ply T19295575 2198843 TGO1 FLAT 1 Q 3 Job Reference(optional) Builders FirstSource Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:25:01 2020 Page 2 I D.XaTH9PpIiE HIr6cD6EXS9my7O3r-x1_vahp8_OH I Rt3VTnJ8flbnj_tkm CUF4tSgPnzpr_O LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-6=-225.6-13=-599.14-26=-10 • Concentrated Loads(Ib) Vert:27=-1416 2)Dead+0.75 Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-6=-182,6-13=-556,14-26=-10 Concentrated Loads(Ib) Vert:27=-1416 3)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-6=-77,6-13=-451,14-26=-30 Concentrated Loads(lb) Vert:27=-1416 4)Dead+0.6 C-C Wind(Pos.Internal)Case 1:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=89,6-13=-285,14-26=-6 Concentrated Loads(Ib) Vert:27=-1416 5)Dead+0.6 C-C Wind(Pos.Internal)Case 2:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=89,6-13=-285,14-26=-6 Concentrated Loads(Ib) Vert:27=-1416 6)Dead+0.6 C-C Wind(Neg.Internal)Case 1:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=-88,6-13=-462,14-26=-10 Concentrated Loads(Ib) Vert:27=-1416 7)Dead+0.6 C-C Wind(Neg.Internal)Case 2:Lumber Increase=1 60.Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=-88,6-13=-462,14-26=-10 Concentrated Loads(Ib) Vert:27=-1416 8)Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert 1-6=53,6-13=-321,14-26=-6 Concentrated Loads(lb) Vert:27=-1416 9)Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=53,6-13=-321,14-26=-6 Concentrated Loads(Ib) Vert:27=-1416 10) Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=-41,6-13=-415.14-26=-10 Concentrated Loads(Ib) Vert:27=-1416 11) Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=-41,6-13=-415,14-26=-10 Concentrated Loads(Ib) Vert:27=-1416 12) Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=53,6-13=-321,14-26=-6 Concentrated Loads(lb) Vert:27=-1416 13) Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60.Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=53,6-13=-321,14-26=-6 Concentrated Loads(Ib) Vert:27=-1416 14) Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=53,6-13=-321,14-26=-6 Concentrated Loads(lb) Vert:27=-1416 15) Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert 1-6=53,6-13=-321,14-26=-6 Concentrated Loads(Ib) Vert:27=-1416 ontinued on Dade 3 A WARNING.Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mirek®connectors.This design is based only upon parameters shown,and is for an individual building component,not Mil • a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 stabilfy and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TRH Qualify Criteria,OSB-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 36610 _ Job Truss Truss Type Qty Ply T19295575 2198843 TGO1 FLAT 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:25:01 2020 Page 3 ID:XaTH9PpliEHlr6cD6EXS9my703r-x1_vahp8_OHIRt3VT?J8flbnj_tkmCUF4tSgPnzpr 0 LOAD CASE(S) Standard 16)Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=-41,6-13=-415,14-26=-10 Concentrated Loads(Ib) • Vert:27=-1416 17)Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=41,6-13=-415,14-26=-10 a Concentrated Loads(Ib) Vert:27=-1416 18)Dead:Lumber Increase=0.90,Plate Increase=0.90 Plt.metal=0.90 Uniform Loads(plf) Vert:1-6=-54,6-13=-428,14-26=-10 Concentrated Loads(Ib) Vert:27=-1416 19)Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(ptf) Vert:1-6=173,6-13=547,14-26=-10 Concentrated Loads(Ib) Vert:27=-1416 20) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=-173,6-13=-547,14-26=-10 Concentrated Loads(Ib) Vert:27=-1416 21)Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(ptf) Vert:1-6=-173,6-13=-547,14-26=-10 Concentrated Loads(Ib) Vert:27=-1416 22) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=-173,6-13=547,14-26=-10 Concentrated Loads(Ib) Vert:27=-1416 I I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIF7473 rev.10/03/2015 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 truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MNTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,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 36610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. I (Drawings not to scale) Damage or Personal Injury rI� Dimensions are in ft-in-sixteenths. 111%‘„ Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0-1/16" 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I IL\iliiii,Awi p bracing should be considered. AMUnnlEME IX 1.40p O 3. Never exceed the design loading shown and never A� d stack materials on inadequately braced trusses. a OF p 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate I--- C7-8 ce-� cs� F designer,erection supervisor,property owner and plates 0- ''+e'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connectorlates. THE LEFT. p 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that �i Trusses are designed for wind loads in the plane of the specified. by �� Indicated ext n symbol shown and/ truss unless otherwise shown. by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. II Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. all.0 reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 11111111111111111 11.37.7.10 18.Use of green or treated lumber may pose unacceptable _1 environmental,health or performance risks.Consult with project engineer before use. Industry Standards: WI ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. im iTeks BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. • Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 Job Truss Truss Type Qty Ply T19295535 2198843 F19 Floor 11 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:23:43 2020 Page 1 ID:XaTH9PpIiEHIr6cD6EXS9my703r-D1 GQCOsDLQSM4u5VvdwsUrMamXHOU_an8kZXgJzpr?E 0-1-8 H I 1-3-0 I 1-6-0 I 0-a_ Scat 120.6 4x4 = 4x4 = 1.5x3 = 1.5x3 = 1 2 3 4 5 6 0 5 --1 NZ16 0 0 X_ —\\N N.,_ e - • 13 12 11 10 9 8 4x4 = 1.5x3 II 1.5x3 II 4x4 = 1-6-0 4-0-0I 8-3-0 I 10-9-0 12-3-0 1-6-0 2-6-0 4-3-0 2-6-0 1-6-0 Plate Offsets(X,Y)— [1:Edge,0-1-8],[3:0-1-8,Edge],[4:0-1-8,Edge],[6:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udeft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.41 Vert(LL) -0.07 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.64 Vert(CT) -0.09 11-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(CT) 0.02 7 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S 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 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. (lb/size) 14=654/0-5-0,7=654/0-5-0 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-14=-649/0,6-7=-649/0,1-2=-629/0,2-3=-1408/0,3-4=-1631/0,4-5=-1408/0,5-6=-629/0 BOT CHORD 12-13=0/1173,11-12=0/1631,10-11=0/1631,9-10=0/1631,8-9=0/1173 WEBS 6-8=0/809,1-13=0/809,5-8=-757/0,2-13=-757/0,5-9=0/345,2-12=0/345,4-9=-399/0,3-12=-399/0 NOTES- (4) 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. 4)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22639 MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: January 31,2020 • i A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 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 truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T19295536 2198843 F20 GABLE 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:23:44 2020 Page 1 I D:XaTH 9PpliEHIr6cD6EXS9my703r-hDgoQMtr6kaDi2giSKR513vgQxn5DXIwN0J5Clzpr?D 0 Scale=1:16.6 1 3x4 = 23 4 5 6 7 8 9 0 e o 0 0 0 0 0 0 o s 19 o e e e e- e e e e • ---- -••-• • ;���:$$i�eiei'i���������e�������w-- ::: :::::�:::::��:�:::::':e::Y's-:y�::-::::::::::::��������������eSY��e��e�e�- **K4 ;;OZ ����:1'�W O�ea•. *i00�i•iiO�Oe M'.'i�i�ia0iaiaiai�iaiiii i�i�i�i�i�i�i�i�i�ii�iii0i�00000i0i000000i 000i�iaiiii�i�ii�i�i�i�i�i�i�i�i�00i�0i�i�i�i�i�i�i�i�ii�i�i�i�ii�000i�iii�i�i�i�i�i�i�i�i�iii�i�0i�0 18 17 16 15 14 13 12 11 10 3x4 = 3x4 = 1-6-12 2-10-12 4-2-12 5-6-12 6-10-12 8-2-12 9-6-12 10-4-8 1-6-12 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 I 0-9-12 Plate Offsets(X,Y)— [17:0-1-8,Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft 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(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 10 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:49 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 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 10-4-8. (Ib)- Max Gray All reactions 250 lb or less at joint(s)18,10,17,16,15,14,13,12,11 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (7) 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. 6)CAUTION,Do not erect truss backwards. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22929 MiTek USA,Inc.FL Cart 8634 6904 Parke East Blvd.Tampa FL 33610 Date: January 31,2020 I I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/03/2015 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 truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Duality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T19295537 2198843 HJO1 Diagonal Hip Girder 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:23:46 2020 Page 1 ID:XaTH9PpIiEH Ir6cD6EXS9my7O3r-dcyZr2v5eLgxxLg4alTZ6U_6wINahM2DgioCGdzpr?B -1-10-10 5-3-9 9-9-5 1-10-10 5-3-9 4-5-11 Scale=1:22.1 4 II 2.83 12 12 3x4 3 11 ♦ m o r; til4 2 — Y r d 13 14 15 6 6 Q• 2x4 I 3x4 = 3x4 = 5 5-3-9 995 5-3-9 4-5-11 Plate Offsets(X,Y)— [2:0-4-11,0-0-1] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.07 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.06 6-7 >999 180 BCLL 0.0 Rep Stress lncr NO WB 0.34 Horz(CT) -0.01 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:40 lb 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 6-11-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=119/Mechanical,2=436/0-7-6,5=267/Mechanical Max Horz 2=107(LC 4) Max Uplift 4=-75(LC 8),2=-366(LC 4),5=-241(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-842/637 BOT CHORD 2-7=-666/799,6-7=-666/799 WEBS 3-6=-836/696 NOTES- (9) 1)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope);porch left and right exposed;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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 75 lb uplift at joint 4,366 lb uplift at joint 2 and 241 lb uplift at joint 5. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)25 lb down and 38 lb up at 4-4-0,25 lb down and 38 lb up at 4-4-0,and 47 lb down and 78 lb up at 7-1-15,and 47 lb down and 78 lb up at 7-1-15 on top chord ,and 57 lb down and 41 lb up at 1-6-1,57 lb down and 41 lb up at 1-6-1,8 lb down and 37 lb up at 4-4-0,8 lb down and 37 lb up at 4-4-0,and 26 lb down and 65 lb up at 7-1-15,and 26 lb down and 65 lb up at 7-1-15 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-54,5-8=10 Walter P.Finn PE No.22639 Concentrated Loads(Ib) MiTak USA,Inc.FL Cart 6834 Vert:12=-63(F=-31,B=-31)13=31(F=16,B=16)14=13(F=-7,B=-7)15=-51(F=-26,B=-26) 6804 Parka East Blvd,Tampa FL 33610 Date: January 31,2020 SWIM t l A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit 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 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,see ANSI/1PI1 Quality Criteria,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 36610 Job Truss Truss Type Oty Ply T19295538 2198843 HJ02 Diagonal Hip Girder 4 1 • Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:23:47 2020 Page 1 I D:XaTH 9PpliE H Ir6cD6EXS9my703r-5o Wx2Ovj PfyoZVP H8T_ofhXG49k5Qq B M3MXIp4zpr?A -1-10-10 5-1-3 I 9-9-5 1-10-10 5-1-3 4-8-1 4 Scale=1:22.5 12 4.24 12 3x4 3 11 ' dl 2 :- r r 1' ccYY 11111 13 14 7 15 2x4 = 2x4 iI 5 3x4 = 0-r 5-1-3 I 9-9-5 0. 5-0.13 4-8-1 Plate Offsets(X,Y)— [2:0-2-1,0-0-9] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.03 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.06 6-7 >999 180 BCLL 0.0 * Rep Stress lncr NO WB 0.28 Horz(CT) 0.01 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:42 lb 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. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=124/Mechanical,2=433/0-7-0,5=259/Mechanical Max Horz 2=161(LC 4) Max Uplift 4=-82(LC 4),2=-224(LC 4),5=-108(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-625/208 BOT CHORD 2-7=-284/558,6-7=-284/558 WEBS 3-6=-606/308 NOTES- (9) 1)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope);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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 82 lb uplift at joint 4,224 lb uplift at joint 2 and 108 lb uplift at joint 5. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)27 lb down and 37 lb up at 4-4-0,27 lb down and 37 lb up at 4-4-0,and 49 lb down and 79 lb up at 7-1-15,and 49 lb down and 79 lb up at 7-1-15 on top chord ,and 24 lb down and 35 lb up at 1-6-1,24 lb down and 35 lb up at 1-6-1,13 lb down at 4-4-0,13 lb down at 4-4-0,and 25 lb down and 15 lb up at 7-1-15,and 25 lb down and 15 lb up at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=54,5-8=10 Walter P.Finn PE No.22839 Concentrated Loads(Ib) Marek USA,Inc.FL Cart 6634 Vert:12=-66(F=-33,B=-33)13=32(F=16,B=16)14=-9(F=-5,B=-5)15=-48(F=-24,B=-24) 6964 Parke East Blvd.Tampa FL 33610 Date: January 31,2020 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI47473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system-Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSITIPI1 Quality Criteria,DSB-89 end SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Oty Ply 719295539 2198843 HJO3 Diagonal Hip Girder 1 1 • Job Reference(optional) Builders FirstSource. Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries.Inc. Fri Jan 31 12:23:48 2020 Page 1 ID.XaTH9PpIiEHIr6cD6EXS9my703r-Z_3JGkwLAz4eBf_ThAV1 Bv3U4Y4A9KdWIOHILWzpr?9 -1-10-10 ) 3-8-4 6-11-6 1-10-10 3-8-4 3-3-2 Scale=1.17.7 4 • 4.24 12 2x4 D 10 3 0 • .hA ••2 d ST1.5xi _ 1 i6• 11 12 6 5 e• o• 3x4 = 3x4 = 6-11-6 6-11-6 Plate Offsets(X,Y)— [2:0-0-9,Edge] LOADING (psf) SPACING- 2-0-0 • CSI. DEFL. in (loc) deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.06 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.09 6-9 >945 180 BCLL 0.0 Rep Stress Incr NO WB 0.08 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:29 lb 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. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=76/Mechanical,2=318/0-7-0,5=128/Mechanical Max Horz 2=125(LC 4) Max Uplift 4=-49(LC 4),2=-181(LC 4),5=-45(LC 8) Max Gray 4=79(LC 19),2=318(LC 1),5=132(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-299/100 BOT CHORD 2-6=-154/264 WEBS 3-6=-284/166 NOTES- (9) 1)Wind.ASCE 7-10,Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope);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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 51 Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 49 lb uplift at joint 4,181 lb uplift at joint 2 and 45 lb uplift at joint 5. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)27 lb down and 37 lb up at 4-4-0,and 27 lb down and 37 lb up at 4-4-0 on top chord,and 24 lb down and 35 lb up at 1-6-1,24 lb down and 35 lb up at 1-6-1, and 13 lb down at 4-4-0,and 13 lb down at 4-4-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-4=54,5-7=-10 Walter P.Finn PE No.22839 Concentrated Loads(lb) MiTek USA.Inc.FL Cart 6634 Vert 11=32(F=16,B=16)12=-9(F=-5,B=-5) 6904 Parke East Blvd.Tampa FL 33610 Date: January 31,2020 IMMO A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Ml1-7473 rev.10,032015 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 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,see ANSI/7711 Quality Criteria,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 36610 Job Truss Truss Type Qty Ply T19295540 2198843 TO1 GABLE 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Dec 6 2019 MiTek Industries,Inc. Fri Jan 31 12:23:51 2020 Page 1 ID:XaTH9PpliEHlr6cD6EXS9my703r-_ZISuIzETuTD26i2N I3kpXh?Om9eMfdy_Vyyrzpr?6 -1-4-0 13-0-0 26-0-0 274-0 1-4-0 13-0-0 13-0-0 11-4-0 4x4 = Scale:1/4"=1' 6.00 12 12 " 11 13 10 3x6 14 9 15 ill1,I 32 • • : ler MiTek* MiTek USA, Inc. 6904 Parke East Blvd. Tampa,FL 33610-4115 May 25, 2018 TO WHOM IT MAY CONCERN: RE: MiTek 20/20 drawings showing continuous lateral bracing or "T" bracing on interior webs and chords. Truss design drawings designed using MiTek 20/20 software show the bracing to be located on a side of the member needing to be braced. The actual side of the member where the brace is to be located does not change the design. If the brace cannot physically be placed on the side of the member as the drawings show, then place the brace on the member at the same location except attach it to the opposite edge. If we can be of any further assistance in this matter, please feel free to contact our office. Sincerely, )21*--/f71 Michael Magid, PE AUGUST 1, 2016 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY MII-T-BRACE 2 ` I=OD ® MiTek USA,Inc. Page 1 of 1 Note:T-Bracing/I-Bracing to be used when continuous lateral bracing o is impractical. T-Brace/I-Brace must cover 90%of web length. aNote:This detail NOT to be used to convert T-Brace/I-Brace MiTek USA,Inc. webs to continuous lateral braced webs. 1 _ _ I ENGINEER BY RDNCo - AMeekAttlllate Brace Size for One-Ply Truss Nailing Pattern T-Brace size Nail Size Nail Spacing Specified Continuous Rows of Lateral Bracing 2x4 or 2x6 or 2x8 10d(0.131"X 3") 6"o.c. Web Size 1 2 Note: Nail along entire length of T-Brace/I-Brace 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace (On Two-Ply's Nail to Both Plies) 2x6 2x6 T-Brace 2x6 I-Brace 2x8 2x8 T-Brace 2x8 I-Brace Nails Brace Size for Two-Ply Truss k Specified Continuous } Rows of Lateral Bracing SPACING Web Size 1 2 k 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace k 2x6 2x6 T-Brace 2x6 I-Brace WEB 2x8 2x8 T-Brace 12x8I-Brace k T-Brace/ I-Brace must be same species k and grade(or better) as web member. T-BRACE * ,,`Ot 01111111114.. `1,,, Nails Section Detail �,,'r�• •1G'E NSFe'9.L• i0,� w \ • No 39380 T-Brace ` • : •* • Web .1:/ .7--aST E • L. ,1' `` .LOR,1O.•,*.e--\ s". Nails .. e'tSs�ONAL� .• v I�II M Web �� I-B race Thomas A.Albani PE No.39380 ►= MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: Nails February 12,2018 • AUGUST 1, 2016 WEB BRACING RECOMMENDATIONS MII-WEBBRACE t If I ® MiTek USA,Inc. Page 1 of 1 =OD MAXIMUM TRUSS WEB FORCE(Ibs.)(See note 7) BRACE i i I IT I ._n BAY SIZE 24"O.C. 48"O.C. 72"O.C. BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE MiTek USA,Inc. A B C D A 1 B 1 C 1 D C l-.- D L ,LJ N IN ER BY • ` - - U REIIIIC 0 10'-0" 1610 1886 ,686 2629 AURA Amlot° 12'-0" 1342 1572 1572 23583143 3143 4715 4715 7074 14'-0" 1150 1347 1347 20P1 16'-0" 1006 1179 1179 1768 2358 2358 3536 18'-0" 894 1048 1048 1572 3143 4715 20'-0" 805 943 943 1414 - 1886 1886 2829 •Bay size shall be measured in between the centers of pairs of diagonals. GENERAL NOTES TYPE BRACING MATERIALS 1.DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM.THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. 1 X 4 IND.45 SP 2.THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2%OF THE WEB FORCE. A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER,AS THE LATERAL BRACE MATERIAL,AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 X 4#2 SRB(DF,HF,SPF) AT APPROX.45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d (0.131"x2.5")FOR 110 BRACES,2-10d(0.131"x 3")FOR 24 and 2x4 BRACES,AND 3-10d(0.131"x3")FOR 2x6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d(0.131"X2.5")NAILS FOR 1x4 LATERAL BRACES, 2-10d(0.131"x3")NAILS FOR 2x3 and 2x4 LATERAL BRACES,AND 3-10d(0.1315:3")FOR 2W LATERAL BRACES. B 2 X 3#3,STD,CONST(SPF,DF,HF,OR SP) 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING,CONSULT C 2 X 4#3,STD,CONST(SPF,DF,HF,OR SP) DSB-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING,INSTALLING&BRACING OF METAL PLATE CONNECTED WOOD TRUSSES,JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. www.sbcindusiry.com and www.lpinsLorg D 2 X 6#3 OR BETTER(SPF,DF,HF,OR SP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. 8. TABULATED VALUES ARE BASED ON A DOL=1.15 FOR STABILIZERS: FOR A SPACING OF 24"O.C.ONLY,MITEK-STABILIZER"TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A.B.C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABIUZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE.WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS,STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING.SEE"STABILIZER" TRUSS BRACING INSTALLATION GUIDE AND PRODUCT SPECIFICATION. DIAGONAL BRACE 4.1., 4.14, k .. , - .,Az ,, „..-- ,, I ` r: CONTINUOUS LATERAL RESTRAINT 111,..„.........„,... 2-10d NAILS (SEE NOTE 4) ���o t t i l lAl 1 1 g,,II 1 . .Z` •0GENS •�2 '. Ar' / ` No 39380 ' �� _''4 ij b • `�,.� I . 1;..\----,S TA E,,, ' 'u: • TRUSS WEB '''',°;;9/.0"N. Ait� ```` MEMBERS 11111) Thomas A.Albani PE No.39380 This information is provided as a recommendation to assist in the MiTek LISA,Inc.FL Cert 6634 requirement for permanent bracing of the individual truss web 6904 Parke East Blvd.Tampa FL 33610 members.Additional bracing may still be required for the stability Date: of the overall roof system.The method shown here is just one February 12,2018 method that can be used to provide stability against web buckling. AUGUST 1, 2016 SCAB-BRACE DETAIL MII-SCAB-BRACE 1 &flD O MiTek USA,Inc. Page 1 of 1 0o Note: Scab-Bracing to be used when continuous Li lateral bracing at midpoint(or T-Brace) is impractical. MiTek USA,Inc. Scab must cover full length of web+/-6". Lr, ENGINEERED BY REl1[G I A Wok Affiliate ***THIS DETAIL IS NOT APLICABLE WHEN BRACING IS *** REQUIRED AT 1/3 POINTS OR I-BRACE IS SPECIFIED. APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d (0.131"X 3") NAILS SPACED 6"O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES(OR BETTER)AS THE WEB. Illib- i ,kMAXIMUM WEB AXIAL FORCE = 2500 lbs MAXIMUM WEB LENGTH = 12'-0" 2x4 MINIMUM WEB SIZE SCAB BRACE 1 MINIMUM WEB GRADE OF#3 \ 1' It ``���111111/lll, `� `,�•.o0p,S A. qlg�,,' �� ` k ••\-\GENS •F.•• ,- '. •. No 39380 i,:-/E Nails Section Detail -p; _:....:Zt ' TE yCP=N< Scab-Brace 7 • • _ • ' • Q R t�. ,C?\ . - S� ‘,..\ ‘•.., Web .,SONA�E0 Thomas A.Albans PE No.39360 MiTek USA,Inc.FL Cert 6634 Scab-Brace must be same species grade (or better) as web member. 6904 Parke East Blvd.Tampa FL 33610 Date: February 12,2018 STANDARD REPAIR TO REMOVE END MII-REPO5 AUGUST 1, 2016 VERTICAL (RIBBON NOTCH VERTICAL) allED 1 II I ® MiTek USA,Inc. Page 1 of 1 1.THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION.THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED.THE ENTIRE TRUSS SHALL BE INSPECTED TO DiVERIFY THAT NO FURTHER REPAIRS ARE REQUIRED.WHEN THE REQUIRED u REPAIRS ARE PROPERLY APPLIED,THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. MiTek USA,Inc. 2.ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE Li, ENGINEERED. � BY , APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. U • RDNC 3.THE END DISTANCE,EDGE DISTANCE,AND SUCH AS TO AVOID SPLITTING OF THE WOOD. ACING OF NAILS SHALL BE A YITak Affiliate 4.LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5.THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 4X_ORIENTATION ONLY. 6.CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. 500#MAXIMUM WALL 500#MAXIMUM WALL LOAD FROM ABOVE LOAD FROM ABOVE I TRUSSES BUILT REFER TO INDIVIDUAL WITH 4x2 MEMBERS TRUSS DESIGN FOR PLATE SIZES AND �, LUMBER GRADES I IIIMI =iiiii= iiMin •h ■ _• _• DO NOT OVERCUT r:iN :1 ,,,, DO NOT OVERCUT ii ■/ ► 1 1/2" ► 1 1/2" 4000#MAXIMUM WALL 4000#MAXIMUM WALL LOAD FROM ABOVE LOAD FROM ABOVE t I REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES ANDI TRUSSES BUILT LUMBER GRADES WITH 4x2 MEMBERS F MM! -E� DO NOT OVERCUT ,��0 .. .• q�B ��ie r: / INo 39380 •••IIBNM DO NOT OVERCUT OA I►� %/.I� �-'~ - 0 IIMI TA E.„..057---:—• !1r -moi Fs .L• OR1Q• •r,`•,. ► 11/2° 11/2' ,00 SIpNp+L�• ��•,` ATTACH 2x4 SQUASH BLOCK(CUT TO FIT TIGHTLY) 14/1/1111110� TO BOTH SIDES OF THE TRUSS AS SHOWN WITH Thomas A.Alban)PE No.39380 10d(0.131"X 3") NAILS SPACED 3"O.C. MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: February 12,2018 • AUGUST 1, 2016 Standard Gable End Detail MII-GE130-D-SP =EID I II I ® MiTek USA,Inc. Page 1 of 2 Typical_x4 L-Brace Nailed To 2x_Verticals W/10d Nails spaced 6"o.c. Vertical Stud Vertical Stud (4)-16d Nails ` DIAGONAL . , BRACE MiTek USA, Inc. 1a' V �` rru EN.MI R .BY �� bL 16d Nails A RDNC D SECTION B-B �/ Spaced 6"o.c. A UITak Affiliate /—�� 4: (2)-10d Nails into 2x6 AL 2x6 Stud or DIAGONAL BRACE1r 2x4 No.2 of better 4'-0"O.C.MAX TRUSS GEOMETRY AND CONDITIONS E,— SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace 2111 � Nailed To 2x_Verticals SECTION A A w/(4)-1od Nails 2x4 Stud 12 �i �,i � Varies to Common Truss PROVI2x4 DEBLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH(2)-10d NAILS AT EACH END. % dr Ar /z/ A: SEE INDIVIDUAL MITEK ENGINEERING ATTACH DIAGONAL BRACE TO BLOCKING WITH DRAWINGS FOR DESIGN CRITERIA (5)-10d NAILS. X Ili M I.h,.._ 3x4= SHEATHING1" 2x4 STDISPF BLIOCK'PLYWOOB %////////////////////////%1 * -Diagonal Bracing ** -L-Bracing Refer Roof Sheathing Refer to Section A-A to Section B-B _ NOTE: 24"Max TMIIMr S'VLI.Oh 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 1'-3" ;WA 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND (2)-10 WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. Max. NAIL/ lie (2)-10d NAILS 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. / 4° ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. / .I 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB jH4*,� /OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. /Truss-s @ 24" O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4-0"O.C. ►� / 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A '!_41 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. 6 DIAGONAL BRACE SPACED 48"O.C. ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. Diag. Brace V ATTACHED TO VERTICAL WITH(4)-16d (REFER TO SECTION A-A) at 1/3 point • NAILS AND ATTACHED 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. if needed •__; TO BLOCKING WITH(5)-10d NAILS. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. [_„ 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. HORIZONTAL BRACE 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE End Wall ,� 06-01-13 BY SPIB/ALSC. (SEE SECTION A-A) 11.NAILS DESIGNATED 10d ARE(0.131"X 3")AND NAILS DESIGNATED 16d ARE(0.131"X 3.5") 2 DIAGONAL DIAGONAL Minimum Stud Without 1x4 2x4 BRACES AT Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS ,4tr,lttttltt���I, Species ��‘0, PS A. A� , and Grade Maximum Stud Length `����• G E'N e14A 2x4 SP No.3/Stud 12"O.C. 3-9-13 4-1-1 5-9-6 7-1-3 11-5-7 •••�� SF•�'. '� •�• � 2x4 SP No.3/Stud 16"O.C. 3-5-4 3-6-8 5-0-2 6-10-8 10-3-13 :• No 39380. 2x4 SP No.3/Stud 24"O.C. 2-9-11 2-10-11 4-1-1 5-7-6 8-5-1 : * s .-'' Diagonal braces over 6'-3"require a 2x4 T-Brace attached to - ( T _ a one edge. Diagonal braces over 12'-6'require 2x4 I-braces -aST• E 'f'L attached to both edges. Fasten T and I braces to narrow edge 1.-0,,*,a " — 4/ of diagonal brace with 10d nails 8"o.c.,with 3"minimum i ,, '. \�•�� end distance. Brace must cover 90%of diagonal length. 1i�s • R C?,s• MAX MEAN ROOF HEIGHT=30 FEET �t'�.s��N A�1 %��� CATEGORY II BUILDING Thomas A.Albani PE No.39380 EXPOSURE D MiTek USA,Inc.FL Cert 6634 ASCE 7-98,ASCE 7-02,ASCE 7-05 130 MPH 6904 Parke East Blvd.Tampa FL 33610 ASCE 7-10 160 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. Date: February 12,2018 AUGUST 1, 2016 Standard Gable End Detail MII-GE130-SP I 1 _ =OD O MTek USA,Inc. Page 1 of 2 Typical_x4 L-Brace Nailed To 00 2x_Verticals W/10d Nails spaced 6"o.c. Vertical Stud , ole 1 Vertical Stud (4)-16d Nails , ` DIAGONAL 1 ,411 7 MiTek USA,Inc. �r� 16d Nails IEN IN R = 4` • -S RDNC[ SECTION B-B e r Spaced 6"o.c. A MITA Affiliate r-� N�1 (2)-10d Nails into 2x6 : 2x6 Stud or DIAGONAL BRACE TRUSS GEOMETRY AND CONDITIONS 2x4 No.2 of better • 4'-0"O.C.MAX SHOWN ARE FOR ILLUSTRATION ONLY. rte!\ Typical Horizontal Brace "" Nailed To 2x_Verticals SECTION A-A w/(4)-10d Nails 2x4 Stud 12 Q Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST A� ,i© TWO TRUSSES AS NOTED. TOENAIL BLOCKING I'%%4i1:. .tio :.1.%1444I.I1l44 ,s 14414 TO TRUSSES WITH(2)-10d NAILS AT EACH END. (dW4 /////i////////z/ii//i/I/iii//i; SEE INDIVIDUAL MITEK ENGINEERING ATTACH DIAGONAL BRACE TO BLOCKING WITH DRAWINGS FOR DESIGN CRITERIA (5)-10d NAILS. jY ;` (0.131"X2.5")NAILS MINIMUM,PLYWOOD 3x4= SHEATHING TO 2x4 STD SPF BLOCK T „ . c %/////////////////////////. * -Diagonal Bracing ** -L-Bracing Refer Roof Sheathing Refer to Section A-A to Section B-B _ NOTE: r 24"Max :t- �'''�KVP2:' 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. r ._ 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND Max r(2)-1 / WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. NAILS% � (2)-10d NAILS 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. / .'+ ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. �� 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB /_ .. / OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. �1 /Trus• -s @ 24" O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0"O.C. ,• / 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL I'•' BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. 2 6 DIAGONAL BRACE SPACED 48"O.C. ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. Diag. Brace /ATTACHED TO VERTICAL WITH(4)-16d (REFER TO SECTION A-A) at 1/3 point • NAILS AND ATTACHED 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. if needed •__, TO BLOCKING WITH(5)-10d NAILS. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE End Wall % HORIZONTAL BRACE 06-01-13 BY SPIB/ALSC. (SEE SECTION A-A) 11.NAILS DESIGNATED 10d ARE(0.131"X 3")AND NAILS DESIGNATED 16d ARE(0.131"X 3.5") 2 DIAGONAL DIAGONAL Minimum Stud Without 1x4 2x4 BRACES AT `,�{1itltitiiii Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS ,O'� NS A q sit, Species ��\GEN �e'9:�� and Grade Maximum Stud Length •�%� • 3••• 10 ` k•Z. 2x4 SP No.3/Stud 12"O.C. 4-0-7 4-5-6 6-3-8 8-0-15 12-1-6 •• L •• 2x4 SP No.3/Stud 16"O.C. 3-8-0 3-10-4 5-5-6 7-4-1 11-0-1N o 39380 2x4 SP No.3/Stud 24"O.C. 3-0-10 3-1-12 4-5-6 6-1-5 9-1-15 i"� Diagonal braces over 6-3"require a 2x4 T-Brace attached to ►' ► ' ::'.' '.one edge. Diagonal braces over 12'-6"require 2x4 I-braces1...'1:461.11:11:16: ,,�." " jVVattached to both edges. Fasten T and I braces to narrow edge '_of diagonal brace with 10d nails 8"o.c.,with 3"minimum � • O R 1�.••��`���end distance. Brace must cover 90%of diagonal length. ��jS�O N A1-����,, MAX MEAN ROOF HEIGHT=30 FEET ,'I�� i i t �,�`, CATEGORY II BUILDING Thomas A.Albani PE No.39380 EXPOSURE B or C MiTek USA,Inc.FL Cert 6634 ASCE 7-98,ASCE 7-02,ASCE 7-05 130 MPH 6904 Parke East Blvd.Tampa FL 33610 ASCE 7-10 160 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. Date: DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. February 12,2018 JANUARY 6, 2017 Standard Gable End Detail MII-GE140-001 13) =OD MiTek USA,Inc. Page 1 of 2 Typical_x4 L-Brace Nailed To 1 o. 2x Verticals W/10d Nails spaced 6"o.c. Vertical Stud , i ollr��Il I I Vertical Stud (4)-16d Nails DIAGONAL • u 1.,,„,17 , ` BRACEMiTek USA,Inc. `r �`rri ENO w o er � ` 16d Nails i RENIC T SECTION B-B �` Spaced 6"o.c. A&ET Affiliate ��e;' (2)-10d Nails into 2x6 =\I 2x6 Stud or DIAGONAL BRACE R 2x4 No.2 of better 4'-0"O.C.MAX TRUSS GEOMETRY AND CONDITIONS r \ SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace Nailed To 2x_Verticals SECTION A-A w/(4)-10d Nails 2x4 Stud 12 Al�� �,i©� Varies to Common Truss PROVIDE TRUSSES2xBAS NOTING D.BETWEENTOENAIL NATHE FIRST TWO AS NOTED. TOENAIL BLOCKING T( ��!wr Ai!'o'//ice/ilii//ii z i�ii�A: SEE INDIVIDUAL MITEK ENGINEERING OATTACH DIAGONAL TRUSSES WITH(BRACE OlBLOCKING LS AT WEND. DRAWINGS FOR DESIGN CRITERIA (5) 10d NAILS. ITH ill I I I i� ��w� 3x4 S -AT ING "X 2.5)TDID MINIMUM,PLYWOOD I n SHEATHING TO 2x4 STD DF/SPF BLOCK .:�:—n %/////////////////////////. * -Diagonal Bracing ** -L-Bracing Refer Roof Sheathing Refer to Section A-A to Section B-B 24"Max ' 3" 0° .., \` All 1.NMINIMUMTE: GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. MaX (2)-10' i 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND NAILS% ir. (2)-10d NAILS WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. / ''r r 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT / , BRACING OF ROOF SYSTEM. ' , .. / 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB .. /Trus- -s @ 2411 O.C. OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF , / DIAPHRAM AT 4'-0"O.C. � . 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A %' 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL7x6 DIAGONAL BRACE SPACED 48"O.C. BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. Diag. Brace •/ATTACHED TO VERTICAL WITH(4)-16d ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. at 1/3 point • NAILS AND ATTACHED (REFER TO SECTION A-A) if needed •--, TO BLOCKING WITH(5)-10d NAILS. 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. End Wall r•� HORIZONTAL BRACE 10.NAILS DESIGNATED 10d ARE(0.131"X 3")AND =: (SEE SECTION A-A) NAILS DESIGNATED 16d ARE(0.131"X 3.5") 2 DIAGONAL DIAGONAL Minimum Stud Without 1x4 2x4 BRACES AT �011111il Spec es Spacing Brace �L-Brace L-Brace BRACE 1/3 POINTS ,,,`'O NS A. A��,,,.� and Grade Maximum Stud Length •�1`"-��G E NSF.;9,L/.� 2x4 DF/SPF Std/Stud 12"O.C. 3-10-1 3-11-7 5-7-2 7-8-2 11-6-4 No 39380 2x4 DF/SPF Std/Stud 16"O.C. 3-3-14 3-5-1 4-10-2 6-7-13 9-11-11 - •* 2x4 DF/SPF Std/Stud 24"O.C. 2-8-9 2-9 8 3-11-7 5-5-2 8 1-12 _,9; -,. ,r'`r�;, = .,,,,�T . E •'_ }e: * Diagonal braces over 6-3"require a 2x4 T-Brace attached to :3 "=+r''^; ".,N,.••4V one edge. Diagonal braces over 12'-6"require 2x4 I-braces �`•, ,c ,•<O R 1 Q..•- `` of attached w b with 110d nails 8"o.c,with 3"minies. Fasten T and I mum to narrow edge '•',.,SIONAilitti,y�..o' end distance. Brace must cover 90%of diagonal length. Thomas A.Albani PE No.39380 MiTek USA Inc.FL Cert 6634 MAXIMUM WIND SPEED=140 MPH 6904 Parke East Blvd.Tampa FL 33610 MAX MEAN ROOF HEIGHT=30 FEET Date: CATEGORY II BUILDING EXPOSURE B or C — January 19, 2018 ASCE 7-98,ASCE 7-02,ASCE 7-05 STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. • j AUGUST 1, 2016 Standard Gable End Detail 1 MII-GE170-D-SP 1 II I ® MiTek USA,Inc. Page 1 of 2 =EDTypical 2x4 L-Brace Nailed To 0 2x4 Verticals W/10d Nails spaced 6"o.c. Vertical Stud -1--1 L I Vertical Stud 2X6 SP OR SPF No.2 ,o • L_ (4)-16d Nails , ` DIAGONAL BRACE MiTek USA,Inc. X� O` ENGINEERED BY ✓ �/ 16d Nails 'REI.D ( [1 SECTION B-B F Spaced 6"o.c. AILITek Cn„�e ,�►.; DIAGONAL BRACE (2)-10d Nails into 2x6 .7G 2X6 SP OR SPF No.2 4'-0"O.C.MAX .,1/ TRUSS GEOMETRY AND CONDITIONS -\Typical Horizontal Brace ii SHOWN ARE FOR ILLUSTRATION ONLY. Nailed To 2x4 Verticals w/(4)-10d Nails 12 SECTION A-A 2X4 SP OR SPF No.2 �� hr. , Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO ING (iiMrAiiiii iii/i////hili!%%.o,; SEE INDIVIDUAL MITEK ENGINEERING TO TRUSSES EWITH S AS NOTE Od ND. OAILS AT EAENAIL CH END. DRAWINGS FOR DESIGN CRITERIA ATTACH DIAGONAL BRACE TO BLOCKING WITH (5)-10d NAILS. Allii ���N� 3x4= (4)-8d(0.131"X 2.5")NAILS MINIMUM,PLYWOOD : ... �1 SHEATHING TO 2x4 STD SPF BLOCK %/////////////////////////. * -Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B Roof Sheathin. NOTE: 24"Max 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. �I-„�,_, V�_ 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. , 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. 11-0. I(2)-10 ��� ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT Max. NAILS/ �pV (2)-10d NAILS BRACING OF ROOF SYSTEM. / �$P 4."L”BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF or SP No.3 �� OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF jH..11 DIAPHRAM AT 4-0.O.C. /Trus• -s @ 24" O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 AND A ,0 • 2x4 AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. I'_' ATTACH TO VERTICAL GABLE STUDS WITH(4)10d NAILS THROUGH 2x4. Diag. Brace(REFER TO SECTION A-A) at 1/3 points Vi GONAL BRACE SPACED 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. ATTACHED TO VERTICAL WITH 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. if needed \_ NAILS, AND ATTACHED TO 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR NG WITH(5)-10d NAILS. TYPE TRUSSES. 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-13 BY SPIB/ALSC. HORIZONTAL BRACE 11.NAILS DESIGNATED 10d ARE(0.131"X 3")AND End Wall NAILS DESIGNATED 16d ARE(0.131"X 3.5") (SEE SECTION A-A) 1 , 2 DIAGONAL Minimum . Stud Without 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L-Brace BRACE 1/3 POINTS ll and Grade Maximum Stud Length `,•��` Ns G Species •% ie,e � 2x4 SP No.3/Stud 12"O.C. 3-9-7 5-8-8 6-11-1 11-4-4 •k .•• GEN&'• "T4 �' 2x4 SP No.3/Stud 16"O.C. 3-4-12 4-11-15 6-9-8 10-2-3 ~ �••'• •• • 2x4 SP No.3/Stud 24"O.C. 2-9-4 4-0-7 5-6-8 8-3-13 .•• No 39380 2x4 SP No.2 12"O.C. 3-11-13 5-8-8 6-11-1 11-11-7 : ,. � * •_�' • '' 2x4 SP No.2 16'O.C. 3-7-7 4-11-5 6-11-1 10-10-5 */ ,�- 2x4 SP No.2 24"O.C. 3-1-15 4-0-7 6-3-14 j 9-5-14 ,, W—STATE .•"/41 Diagonal braces over 6'-3"require a 2x4 T-Brace attached to j •,,,. <(/ one edge. Diagonal braces over 12'-6"require 2x4 I-braces i-2, ( ,7 ••• � attached to both edges. Fasten T and I braces to narrow edge 0,�C� • •. U R �• • • of diagonal brace with 10d nails 6"o.c.,with 3"minimum •i sk9/.-, •tr� ��� end distance. Brace must cover 90%of diagonal length. ,i��111111111" • N A;,`�t�� T or I braces must be 2x4 SPF No.2 or SP No.2. Thomas A.Alban PE No.39380 MAX MEAN ROOF HEIGHT=30 FEET MiTek USA,Inc.FL Cert 6634 EXPOSURE D 6904 Parke East Blvd.Tampa FL 33610 ASCE 7-10 170 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. Data: DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. February 12,2018 • AUGUST 1, 2016 Standard Gable End Detail MII-GE180-D-SP =ODMiTek USA,Inc. Page 1 of 2 Typical 2x4 L-Brace Nailed To ,== 2x4 Verticals W/10d Nails spaced 6"o.c. Vertical Stud ,_== DVertical Stud 4 -16d Nails 2X6 SP OR SPF No.2 . ( ) 14 -..e.____../-- FAN DIAGONAL BRACE • MiTek USA,Inc. 1A' �/ NGN 16d Nails No Lh` Spaced 6"o.c. SECTION B-B a►/ A YRek Affiliate /–___/....,iN DIAGONAL BRACE 4'-0"O.C.MAX (2)-10d Nails into 2x6 tir 2X6 SP OR SPF No.2 TRUSS GEOMETRY AND CONDITIONS ELIAlklih:ill SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace Nailed To 2x4 Verticals SECTION A A w/(4)-10d Nails 2X4 SP OR SPF No.2 �1 Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST e%• IITSI hissA //////%//////51!/..i; SEE INDIVIDUAL MITEK ENGINEERING TWO TRUSSES AS NOTED. TOENAIL BLOCKING DRAWINGS FOR DESIGN CRITERIA TO TRUSSES WITH(2)-10d NAILS AT EACH END. lhATTACH DIAGONAL BRACE TO BLOCKING WITH (5)-10d NAILS. Nill� 3x4= (4)-8d(0.131"X 2.5")NAILS MINIMUM,PLYWOOD �'i"'"//�i"i"'i"i�1": SHEATHING TO 2x4 STD SPF BLOCK * -Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B Roof Sheathing NOTE: -24"Max. 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. I l—„O =Pli_, ♦W 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 1'-0" 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max (2)-1W• �♦ ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT NAILS/ iry (2)-10d NAILS BRACING OF ROOF SYSTEM. /, io 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF or SP No.3 OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. ♦♦ 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF __, ♦ DIAPHRAM AT 4'-0"O.C. /Trus- -s @ 24" O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 AND A il- 2x4 AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL ',♦ BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. —' ATTACH TO VERTICAL GABLE STUDS WITH(4)10d NAILS THROUGH 2x4. Diag. Brace ID (REFER TO SECTION A-A) at 1/3 points 2x6 DIAGONAL BRACE SPACED 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. if needed 48"O.C.ATTACHED TO VERTICAL WITH 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. \_ (4)-16d NAILS, AND ATTACHED TO 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR BLOCKING WITH(5)-10d NAILS. TYPE TRUSSES. 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-13 BY SPIB/ALSC. HORIZONTAL BRACE 11.NAILS DESIGNATED 10d ARE(0.131"X 3")AND End Wall NAILS DESIGNATED 16d ARE(0.131"X 3.5") (SEE SECTION A-A) DIAGONAL 2 DIAGONAL Minimum Stud Without 2x4 BRACES AT tud Size spacing Brace L-BraceSBRACE 1/3 POINTS ,,ttitlttIII, es and Grade Maximum Stud Length ,,,•OOPS. A. q�e/%/ 2x4 SP No.3/Stud 12"O.C. 3-7-12 5-4-11 6-2-1 10-11-3 �� �• GEN 'Q �� 2x4 SP No.3/Stud 16"O.C. 3-2-8 4-8-1 6-2-1 9-7-7 �� •'•\'\ Sc•"•.y� �i 2x4 SP No.3/Stud 24"O.C. 2-7-7 3-9-12 5-2-13 7-10-4 "• : No 39380 2x4 SP No.2 12"O.C. 3-10-0 5-4-11 6-2-1 11-6-1 >k 2x4 SP No.2 16"O.C. 3-5-13 4-8-1 6-2-1 10-5-7 ,:, % 2x4 SP No.2 24"O.C. 3-0-8 3 9 12 6-1-1 9-1-9 "� "+---- ., "' STA E, • * Diagonal braces over 6-3"require a 2x4 T-Brace attached to '~-Q • ,c ,m. „_. one edge. Diagonal braces over 12-6"require 2x4 I-braces •-r:'" • 'e` '� attached to both edges. Fasten T and I braces to narrow edge . C.N "•L O R 1 V.-*�j.-` of diagonal brace with 10d nails 6in o.c.,with 3in minimumend ��j/ss'�........ •"'����`��� T or dI lbraces mstance. Bust be 2x4 SPF No.2 or SP race must cover 90%of diagonal i�f,,,N A;1t`�� Thomas A.Albans PE No.39380 MAX MEAN ROOF HEIGHT=30 FEET M1Tek USA,Inc.FL Cert 6634 EXPOSURE D ASCE 7-10 180 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. 6904 Parke East Blvd.Tampa FL 33610 DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. Date: February 12,2018 • AUGUST 1, 2016 STANDARD PIGGYBACK Mil-PIGGY-7-10 TRUSS CONNECTION DETAIL I ii I ® MiTek USA,Inc. Page 1 of 1 =OD MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT=30 FEET 0o MAX TRUSS SPACING=24"O.C. , ,, , CATEGORY II BUILDING EXPOSURE B or C ASCE 7-10 • DURATION OF LOAD INCREASE:1.60 MiTek USA, Inc. DETAIL IS NOT APPLICABLE FOR TRUSSES EN - - TRANSFERING DRAG LOADS(SHEAR TRUSSES). �RENIC 11 ADDITIONAL CONSIDERATIONS BY BUILDING _,,,i, L ENGINEER/DESIGNER ARE REQUIRED. A MTek Affiliate E A-PIGGBACK TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. IL SHALL BE CONNECTED TO EACH PURLIN WITH(2)(0.131"X 3.5")TOE-NAILED. A B-BASE TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. C-PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24"O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING.CONNECT TO BASE TRUSS WITH(2) (0.131"X 35")NAILS EACH.D-2 X_X 4-0"SCAB,SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS,MIN GRADE 712,ATTACHED TO ONE FACE,CENTERED ■ON INTERSECTION,WITH(2)ROWS OF(0.131"X 3")NAILS @4"O.C. D `- 4 SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING ®=11=1111•111l♦®�I *11M IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT.IN BOTH on '111114P/‘ DIRECTIONS AND: 1.WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN,OR ' 2.WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM C . PIGGYBACK SPAN OF 12 ft. G E-FOR WIND SPEEDS BETWEEN 126 AND 160 MPH,ATTACH MITEK 3X8 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT 72"O.C.W/(4)(0.131"X 1.5")NAILS PER MEMBER.STAGGER NAILS FROM OPPOSING FACES.ENSURE 0.5"EDGE DISTANCE. (MIN.2 PAIRS OF PLATES REQ.REGARDLESS OF SPAN) B D WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: c��,I` �\�m-;�1'll�\` REPLACELATESOH SHOWN, OF PIGGYBACK TRUSSOTO PURLINS WITH Nail-On �i,l�,L-. ...111111141:,, ik \ PLATES AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE �III� �, ` TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE '`I\\I` I\\ TRUSS MITEK DESIGN DRAWING. `I\\\i \ SCAB CONNECTION PER %41' `����� NOTE D ABOVE / \ - ‘4 \��'� IN /16174..._.. 511 016 ,larPlAll '' This sheet is provided as a Piggyback connection detail only.Building Designer is responsible for all � FOR ALL WIND SPEEDS,ATTACH MITEK 3X6 20 GA Nail-On PLATES TO \ EACH FACE OF TRUSSES AT 48"O.C.W/(4)(o.131"X1.5")PER MEMBER. permanent bracing per standard engineering practices or \• .� STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5"EDGE DISTANCE. refer to BCSI for general guidance on lateral restraint ,. and diagonal bracing requirements. VERTICAL WEB TO EXTEND THROUGH FOR LARGE CONCENTRATED LOADS APPLIED ����111111 �I � BOTTOM CHORD TO CAP TRUSS REQUIRING A VERTICAL WEB: A.�PS• A• q�I II, OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS ,% 0e I � MUST MATCH IN SIZE,GRADE,AND MUST LINE UP `• ``Z` .•�\GENS 'Q2•. ra AS SHOWN IN DETAIL. •• .. \' '•.•. , 2) ATTACH 2 x x 4'-0"SCAB TO EACH FACE OF • 'sVTRUSS ASSEMBLY WITH 2 ROWS OF 10d(0.131"X 3")NAILS No 39380 '• ' SPACED 4"O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH A * 6•• VERTICAL VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) _ k (MINIMUM 2X4) •� y ��` 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM r CONCENTRATED LOAD OF 4000 LBS(�a 1.15). REVIEW • r e kms. c T- E •"-`� /1!.: ■„D BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS '� •, r--'a' .. •13 1 \ �� `' 5) THEOPIGGYBACKENED LOAD THE BASE TRUSS DESIGN.T MATCH NUMBER OF PLYS OF PIGGYBACK TRUSS TO BASE TRUSS. se, (.1 N Ai t;```�,,, Thomas A.Albani PE No.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: February 12,2018 • ..STANDARD PIGGYBACK MII-PIGGY-ALT AUGUST 1, 2016 TRUSS CONNECTION DETAIL 7.10 =ED O „ MiTek USA,Inc. PageAND 1 of 1 MAXIMUM WIND SPEED REFER= TO NOTES D AND OR E MAX MEAN ROOF HEIGHT=30 FEET „ MAX TRUSS SPACING=24 O.C. CATEGORY II BUILDING EXPOSURE B or C ASCE 7-10 DURATION OF LOAD INCREASE:1.60 MiTek USA,Inc. DETAIL IS NOT APPLICABLE FOR TRUSSES rig ENGINEERED BY TRANSFERING DRAG LOADS(SHEAR TRUSSES). A— REIN u ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. A YrTak Affiliate A-PIGGBACK TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. E SHALL BE CONNECTED TO EACH PURLIN ■ i WITH(2)0(0.131"X 3.5")TOE-NAILED. B-BASE TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. A C-PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24"O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH(2)(0.131"X 3.5")NAILS EACH. �♦ D-2 X X 4'-0"SCAB,SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS,MIN GRADE#2,ATTACHED TO ONE FACE,CENTERED ON '. INTERSECTION,WITH(2)ROWS OF(0.131"X 3")NAILS @ 4"O.C. ■ SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING k\LIN rE ff.,1� IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT.IN BOTH . I•u� ii N11MI'/ DIRECTIONS AND: �� 441 1.WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN,OR ' 2.WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM ' PIGGYBACK SPAN OF 12 ft. C C > ', E-FOR WIND SPEED IN THE RANGE 126 MPH-160 MPH ADD 9"x 9"x 1/2"PLYWOOD(or 7/16"OSB)GUSSET EACH SIDE AT 48"O.C.OR LESS.ATTACH WITH 3-6d(0.113"X 2")NAILS INTO EACH CHORD FROM EACH SIDE(TOTAL-12 NAILS) B D '`' ,1 i WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: I,,6 REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH PLYWOOD `I-\I�\\_• GUSSETS AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE ,\.\``\ \ TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE ``\\I` I\` TRUSS MITEK DESIGN DRAWING. `I\\\i\\I\ SCAB CONNECTION PER %p�7 4i..L ' NOTE D ABOVE �� NI �N�� \ ''.4'\> 1\`\I`,/ % --44kiI* 4\,,,,, :,,, This sheet is provided as a Piggyback connection 7"x 7"x 1/2"PLYWOOD(or 7/16"OSB)GUSSET EACH SIDE AT 24"O.C. detail only.Building Designer is responsible for all /\ ATTACH WITH 3-6d(0.113"X 2")NAILS INTO EACH CHORD permanent bracing per standard engineering practices or ` .\ FROM EACH SIDE(TOTAL-12 NAILS) refer to BCSI for general guidance on lateral restraint . and diagonal bracing requirements. VERTICAL WEB TO FOR LARGE CONCENTRATED LOADS APPLIED EXTEND THROUGH r dal I t i►/i,, BOTTOM CHORD TO VERTICAL WEBS OFCAP TRUSS OUIRING A VERTICAL PIGG BACK AND BASE TRUSS ��,NO�.r--- A 4Z •,. OF PIGGYBACK MUST MATCH IN SIZE,GRADE,AND MUST LINE UP .:." k •'\,\C'E NS�c'•Q'Lj�**0 .i Pm AS SHOWN IN DETAIL. 2) ATTACH 2 x_x 4'-0"SCAB TO EACH FACE OF • • i No 39380 TRUSS ASSEMBLY WITH 2 ROWS OF 10d(0.131"X 3")NAILS j * .• SPACED 4"O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH _-= VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) r.-p•(r._ (MINIMUM 2X4) :' ,_,STA E",.A .- u!� 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM .4, 4 CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW i-* '� • • am BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS '„c<‘,(,%•• O R\' • (j �+• GREATER THAN 4000 LBS. 1i " S/••"'" '�� *** I ti 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, 1h,�ONA�t�**• * NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH Thomas k Alban PE No.39380 THE PIGGYBACK AND THE BASE TRUSS DESIGN. MiTek USA Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date. January 19,2018 STANDARD REPAIR DETAIL FOR BROKEN CHORDS,WEBS MII-REPO1 Al AUGUST 1, 2016 AND DAMAGED OR MISSING CHORD SPLICE PLATES MiTek USA,Inc. Page 1 of 1 ( II I ® DEIOD TOTAL NUMER EACH S ID MAXIMUM FORCE(lbs)15%LOAD DURATION 1 oo OF BREAK` X SP DF SPF HF 'oo INCHES a2x4 2x6 2x4 2x6 2x4 2x6 2x4 2x6 2x4 2x6 MiTek USA,Inc. PO 30 24" 1706 2559 1561 2342 1320 1980 1352 2028 Lr I ENGINEERED BY r REIFI 26 39 30" 2194 3291 2007 3011 1697 2546 1738 2608 A Wok ANIWM 32 48 36" 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42" 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48" 3657 5485 3346 5019 2829 4243 2898 4347 'DIVIDE EQUALLY FRONT AND BACK ATTACH 2x_SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS(CENTER ON BREAK OR SPLICE)WITH 10d(0.131"X 3")NAILS (TWO ROWS FOR 2x4,THREE ROWS FOR 2x6)SPACED 4"O.C.AS SHOWN. STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 0-2-0 O.C. SPACING IN THE MAIN MEMBER. USE A MIN.0-3-0 MEMBER END DISTANCE. THE LENGTH OF THE BREAK(C)SHALL NOT EXCEED 12".(C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED(L)IS CALCULATED AS FOLLOWS: L=(2)X+C ANN Iti ,4itylZ° } 4/0010110,;111:, � BREAK ///1,09P:s, dNAILS NEAR SIDE +10d NAILS FAR SIDE 0\N TRUSS CONFIGURATION /1°' AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY IIII 0 X'MIN 6"MIN THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6"FROM ANY INTERIOR JOINT(SEE SKETCH ABOVE) DO NOT USE REPAIR FOR JOINT SPLICES ,``tt III 111111,,, NOTES: ,�tt�p,S A. qC tt.i 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN.THIS REPAIR DOES s O • e 'i NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED.THE ENTIRE TRUSS ��'A ' .• \C E N g'••;9i,,1 SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED.WHEN THE REQUIRED • REPAIRS ARE PROPERLY APPLIED,THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. , No 39380 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. _ * .—' 'r, 3. THE END DISTANCE,EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID — 0 1 z , UNUSUAL SPLITTING OF THE WOOD. Illi 4. WHEN NAILING THE SCABS,THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID © --STATE �. LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. i•,....,a•-/t` *---f..-„, "'.,. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2x ORIENTATION ONLY. -le,(\,(7,'• 0 R 1 ' \ .% 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. "isS1ONAL���,,, Thomas A.Albani PE No.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: January 19,2018 AUGUST 1, 2016 LATERAL TOE-NAIL DETAIL MII-TOENAIL SP 1 II I ® MiTek USA,Inc. Page 1 of 1 = 1.OD NOTES: OMUSTHAVE FULL WOOD SU PORT. ANDE DRIVEN AT AN ANLE OF 45 DEGREES WITH THE MEMBER (NAIL MUST BE DRIVEN THROUGH AND 1 o= EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. LAI .___ -n2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. MiTek USA,Inc. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. 13 R � 11 THIS DETAIL APPLICABLE TO THE Aunt Affiliate THREE END DETAILS SHOWN BELOW TOE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) DIAM. SP DF HF SPF SPF-S VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY 0 .131 88.0 80.6 69.9 68.4 59.7 p .135 93.5 85.6 74.2 72.6 63.4 J in .162 108.8 99.6 86.4 84.5 73.8 SIDE VIEW an (2x3) 2 NAILS Z .128 74.2 67.9 58.9 57.6 50.3 ,- .131 75.9 69.5 60.3 59.0 51.1 . NEAR SIDE .148 81.4 74.5 64.6 63.2 52.5 ,�, NEAR SIDE Co �- VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. SIDE VIEW SIDE VIEW EXAMPLE: (2x6) (3)-16d(0.162"X 3.5")NAILS WITH SPF SPECIES BOTTOM CHORD 3 x4)NA 4 NAILS 3 NAILS For load duration increase of 1.15: = NEAR SIDE I NEAR SIDE 3(nails)X 84.5(lb/nail)X 1.15(DOL)=291.5 lb Maximum Capacity 11 NEAR SIDE `1trr wait►f��1,, ,., 1 NEAR SIDE ``‘%00pS A. A. �•• M NEAR SIDE 1 NEAR SIDE `.`, >,....'\C E N..... 'e'9ii'1. •'•�- F '• 1 NEAR SIDE • No 39380 .0.. : 7 *. r , E ----:_-:::z: ."g�;.< OR1• O, ‘0% Thomas A.Mani PE No.39380 Wok USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date. - I January 19,2018 - ANGLE MAY ANGLE MAY VARYMAY ANGLE MAY VARY FROM 30°TO 60° VARY FROM 30°TO 60° • \ 500 30°TO 60° 45.00° 45.00° -7/ -7' • AUGUST 1, 2016 TRUSSED VALLEY SET DETAIL Mil-VALLEY HIGH WIND1 I II J ® MiTek USA,Inc. Page 1 of 1 =ED GENERAL SPECIFICATIONS I • -[3 1.NAIL SIZE 10d(0.131"X 3") 2.WOOD SCREW=3"WS3 USP OR EQUIVALENT DO NOT USE DRYWALL OR DECKING TYPE SCREW MiTek USA,Inc. 3.INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND cm a evSECURE PER DETAIL A • `���REIIIIC GABLE END,COMMON TRUSS 4.BRACE VALLEY WEBS IN ACCORDANCE WITH THE AMrr.N Affiliate OR GIRDER TRUSS INDIVIDUAL DESIGN DRAWINGS. / 5.BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6.NAILING DONE PER NDS-01 7.VALLEY STUD SPACING NOT TO EXCEED 48"O.C. t___IL—_TY— T———II II— fr—— II II 1, 11 II II II II II Ij Ij II II II II III ,. II II II II II II , I I; II I• I I 1 , II II �N II II II I II• ;I II II I 1 i j A III I 1 A it i II 11 o BASE TRUSSES VALLEY TRUSS TYPICAL VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P 1P OR GIRDER TRUSS .„„,,,, I®� ,0 V SEI E DETAIL A BELOW(TYP.) SECURE VALLEY TRUSS • • ••••• W/ONE ROW OF 10d WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05 146 MPH NAILS 611 O.C. WIND DESIGN PER ASCE 7-10 160 MPH MAX MEAN ROOF HEIGHT=30 FEET ROOF PITCH=MINIMUM 3/12 MAXIMUM 6/12 \ik I ATTACH 2x4 CONTINUOUS NO.2 SP CATEGORY II BUILDING TO THE ROOF W/TWO USP WS3(1/4"X 3") EXPOSURE C WOOD SCREWS INTO EACH BASE TRUSS. WIND DURATION OF LOAD INCREASE:1.60 MAX TOP CHORD TOTAL LOAD=50 PSF MAX SPACING=24"O.C.(BASE AND VALLEY) IA MINIMUM REDUCED DEAD LOAD OF 6 PSF v ..iir"-----j ON THE TRUSSES 414 �I=i► `` lie ••%�`�p`S•E ... 0, , • No 39 380 DETAIL A s /,r�sTA E 1.v/ (NO SHEATHING) ,,c<••••4 o R%o•••�`,? N.T.S. ,#e'''/ONAt-t'%Os Thomas A,Alhani PE No.39380 MFTek USA.Inc.FL Cert 6634 6904 Parte East Blvd.Tampa FL 33610 Date: January 19,2018 AUGUST 1, 2016 TRUSSED VALLEY SET DETAIL MII-VALLEY HIGH WIND2 I II I ® MiTek USA,Inc. Page 1 of 1 =OD GENERAL SPECIFICATIONS L 1.NAIL SIZE 10d(0.131"X 3") 2.WOOD SCREW=4.5"WS45 USP OR EQUILIVANT • 3.INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. MiTek USA, Inc. GABLE END,COMMON TRUSS 4.INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND cwe_ er OR GIRDER TRUSS SECURE TO BASE TRUSSES AS PER DETAIL A REI1[IC 5.BRACE VALLEY WEBS IN ACCORDANCE WITH THE AYRek Affiliate DESIGN DRAWINGS. 6.NAILING DONE PER NDS-01 7.VALLEY STUD SPACING NOT TO EXCEED 48"O.C. .i ,. �� � u �� a ' q i' i u n u 7 n , � ii n u fripp- BASE TRUSSES VALLEY TRUSS TYPICAL IIII VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS p Iip OR GIRDER TRUSS SEE DETAIL A BELOW(TYP.) SECURE VALLEY TRUSS W/ONE ROW OF 10d -- -- ........... ........... NAILS 6"O.C. WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05 146 MPH WIND DESIGN PER ASCE 7-10 160 MPH ROOF PITCH=MINIMUM 3/12 MAXIMUM 6/12 CATEGORY II BUILDING EXPOSURE C K\\\\ IATTACH2X4 CONTINUOUS NO.2 SP WIND DURATION OF LOAD INCREASE :1.60 TO THE ROOF W/TWO USP WS45(1/4"X 4.5") MAX MEAN ROOF HEIGHT=30 FEET MAX TOP CHORD TOTAL LOAD=50 PSF WOOD SCREWS INTO EACH BASE TRUSS. MAX SPACING=24"O.C.(BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF :O� q ON THE TRUSSES ,��%I I J Itt t `��•` No 39380 `� i.5"Max .0 ... : �- i,ii�ONA�'E .. Thomas A.Albani PE No.393/30 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: February 12,2018 AUGUST 1, 2016 TRUSSED VALLEY SET DETAIL MII-VALLEY SP I II I ® MiTek USA,Inc. Page 1 of 1 =ED GENERAL SPECIFICATIONS i ,of i or J 1.NAIL SIZE 16d(0.131"X 3.5") 2.INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND u SECURE PER DETAIL A MiTek USA, Inc. 3.BRACE VALLEY WEBS IN ACCORDANCE WITH THE mu NGINEER .: INDIVIDUAL DESIGN DRAWINGS. • RE�IIIIC GABLE END,COMMON TRUSS 4.BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING i OR GIRDER TRUSS EQUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. "Wok Affiliate / 5.NAILING DONE PER NDS-01 6.VALLEY STUD SPACING NOT TO EXCEED 48"O.C. 7.ALL LUMBER SPECIES TO BE SP. 11 11 1 , u u ' jl n n i11i ,I 'I r, r Ii , ! ,�P r, - I BASE TRUSSES VALLEY TRUSS TYPICAL r, • .' VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P FT OR GIRDER TRUSS Al-4114.11111. 1 i SEE DET A BELOW AIL(TP.) SECURE VALLEY TRUSS W/ONE ROW OF 16d NAILS 6"O.C. WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05 120 MPH WIND DESIGN PER ASCE 7-10 150 MPH ATTACH 2x4 CONTINUOUS N0.2 SP MAX MEAN ROOF HEIGHT=30 FEET THE ROOF W/TWO 16d NAILS ROOF PITCH=MINIMUM 3/12 MAXIMUM 10/12 TOII INTO EACH BASE TRUSS. EXPEXPOSURESORY C BUILDING C OR B WIND DURATION OF LOAD INCREASE:1.60 MAX TOP CHORD TOTAL LOAD=60 PSF '' MAX SPACING=24"O.C.(BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 4.2 PSF o., 4ON THE TRUSSES %tttIIIIII/I, 6 • No 39380 ' DETAIL A -"a •/ `tz'- -SSTAfiE, r iV (MAXIMUM 1" SHEATHING) I - =----- w•:. N.T.S. ', F ••.<, 0 R ` ` .% Thomas A.Albani PE No.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East BNd.Tampa FL 33610 Date: February 12,2018 TRUSSED VALLEY SET DETAIL AUGUST 1, 2016 (HIGH WIND VELOCITY) MII-VALLEY II I ® NOTE:VALLEY STUD SPACING NOT MiTek USA,Inc. Page 1 of 1 =OD TO EXCEED 48"O.C. SPACING I 100 I 100 LA/L=1 . MiTek USA,Inc. my NGIN RED BY AREI1[ICl _,� A wAffiliatew.rrk I 44 / 4 4iik*4 ' FOR BEVELED BOTTOM CHORD,CLIP MAY BE APPLIED TO EITHER FACE k : t ; 4111111111111111111 /01.. 411) 10.44744 /0- ` CLIP MAY BE APPLIED TO THIS FACE UP TO 411111*4001.' A MAXIMUM 6/12 PITCH ATTACH VALLEY TRUSSES TO LOWER TRUSSES WITH USP RT7 OR EQUIVALENT ill / WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05 146 MPHIII WIND DESIGN PER ASCE 7-10 160 MPH MAX MEAN ROOF HEIGHT=30 FEET CATEGORY II BUILDING EXPOSURE B or C BO BOTTTOMTOM CCHO HORD WIND DURATION OF LOAD INCREASE : 1.6 - MAX TOP CHORD TOTAL LOAD=50 PSF MAX SPACING=24"O.C. (BASE AND VALLEY) `.ittI' a tI,,,,, SUPPORTING TRUSSES DIRECTLY UNDER ��.`."PS•A• ALe,i,, VALLEY TRUSSES MUST BE DESIGNED WA ,:,�•Z..,.c,c E Ars ,:..9.0.� WITH A MAXIMUM UNBRACED LENGTH OF ism�•� NON BEVELED = No 3938Q ' 2'-10"ON AFFECTED TOP CHORDS. BOTTOM CHORD NOTES: 2^0,1' -"""_ .�= -SHEATHING APPLIED AFTER 1=" �• E • _• • INSTALLATION OF VALLEY TRUSSES .�r SPF-S- ISSDETAIL IS SPECIES LUMBER.APPLICABLE FOR '','''�.,s ONALc14,.•`, ,ntiist CLIP MUST BE APPLIED Thomas A.Alban PE No.39380 TO THIS FACE WHEN MITekUSA,Inc.FL Cert 6634 PITCH EXCEEDS 6/12. 6904 Parke East Blvd.Tampa R.33610 (MAXIMUM 12/12 PITCH) Dater January 19,2018 • AUGUST 1, 2016 1 Standard Gable End Detail MII-GE146-001 I II I ® MiTek USA,Inc. Page 1 of 2 =0 Typical_x4 L-Brace Nailed To 3 00 2x_Verticals W/10d Nails spaced 6"o.c. Vertical Stud I t i ii--1 Vertical Stud (4)-16d Nails , ` DIAGONAL ` BRACE MiTek USA,Inc. 7 1 t • �` F—// i , ENGIN : 16d Nails ' l Q SECTION B-B �, Spaced 6"o.c. REIIIC�. /�►.. A Wok Affiliate (2)-10d Nails into 2x6 mir 2x6 Stud or DIAGONAL BRACE •I4' 2x4 No.2 of better 4'-0"O.C.MAX TRUSS GEOMETRY AND CONDITIONS -, • SHOWN ARE FOR ILLUSTRATION ONLY. \ Typical Horizontal Brace -� - Nailed To 2x_Verticals SECTION A-A w/(4)-10d Nails 2x4 Stud 12 IIIIIIIital Varies to Common Truss PROVIDE 2x4BLOCKINGOT D.BETWEENTHEFIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING (iliiilii/���i /�����z/����AM...„ i; SEE INDIVIDUAL MITEK ENGINEERINGAl TO TRUSSES WITH(2)-10d NAILS AT EACH END. DRAWINGS FOR DESIGN CRITERIA ATTACH DIAGONAL BRACE TO BLOCKING WITH 0 (5)-10d NAILS. mik 3x4= S4HEATHIINGITO 2x4 STDNAILS SP BLOCK MINIMUM,PLYWOOD � _o �1 %/////////////////////////. * -Diagonal Bracing ** -L-Bracing Refer Roof Sheathing Refer to Section A-A to Section B-B 24”Max tiii=r 1W201L' ME400 NOTE: 1 3 l 11•• IN\ 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. (2)-10 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND Max. NAILS' r. (2)-10d NAILS WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. A ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. ••• 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: / ' � /Trus" 's @ 24" O.C. 2x4 No 3/STUD SP OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. �� 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF �• • / DIAPHRAM AT 4'-0"O.C. , 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A . 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL / 6 DIAGONAL BRACE SPACED 48"O.C. BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. Diag. Brace '/ATTACHED TO VERTICAL WITH(4)-16d ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. at 1/3 point NAILS AND ATTACHED (REFER TO SECTION A-A) TO BLOCKING WITH(5)-10d NAILS. 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. if needed 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. End Wall ,i HORIZONTAL BRACE 10.NAILS DESIGNATED 10d ARE(0.131"X 3")AND NAILS DESIGNATED 16d ARE(0.131"X 3.5") (SEE SECTION A-A) 2 DIAGONAL Minimum Stud Without 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L-Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length ,,` otttrretriv 2x4 SP No 3/Stud 12"O.C. 3-11-3 6-8-0 7-2-14 11-9-10 ,••�Owp S A,..... ......... 2x4 SP No3/Stud 16"O.C. 3-6-14 5-9-5 7-1-13 10-8-11 `•�•-'''s • •�NGENSF•q-ice- 2x4 SP No 3/Stud 24"O.C. 3-1-8 4-8-9 6-2-15 9-4-7 = No 39380 Diagonal braces over 6-3"require a 2x4 T-Brace attached to = i- one edge. Diagonal braces over 12'-6"require 2x4 I-braces •' .- attached to both edges. Fasten T and I braces to narrow edge - ' -ifirE 4t` of web with 10d nails 8"o.c.,with 3"minimum .:AN'' —' �. end distance. Brace must cover 90%of diagonal length. �i�'((\c,....; O R 1• `?••'0• .` MAXIMUM WIND SPEED=146 MPH ,1,,/SOON A`'�..... MAX MEAN ROOF HEIGHT=30 FEET Thomas A.Alban PE No.39380 CATEGORY II BUILDING MiTek USA.Inc.FL Cert 6634 EXPOSURE B or C I 6904 Parke East Blvd.Tampa FL 33610 ASCE 7-98,ASCE 7-02,ASCE 7-05 STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. Date. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. January 19,2018 • OCTOBER 5, 2016 REPLACE BROKEN OVERHANG MII-REP13B n1 II 1 MiTek USA,Inc. Page 1 of 1 L v___OD TRUSS CRITERIA: �� LOADING: 40-10-0-10 == DURATION FACTOR: 1.15 LI, SPACING:24"O.C. TOP CHORD:2x4 OR 2x6 MiTek USA,Inc. PITCH:4/12-12/12 ' HEEL HEIGHT:STANDARD HEEL UP TO 12" ENERGY HEEL c � END BEARING CONDITION A MRek Affiliate NOTES: 1.ATTACH 2x SCAB(MINIMUM NO.2 GRADE SPF, HF,SP, DF)TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d(0.131"X 3")SPACED 6"O.C. 2.THE END DISTANCE, EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3.WHEN NAILING THE SCABS,THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2x_ SCAB .. _— CONNECTOR PLATES S MUST BE FULLY ._ IMBEDDED AND —� _' UNDISTURBED �:=� 0 S ►0 S (L) (2.0 x L) x , 24" MAX 24" MIN ,,% t*%Iiltills,/ ���O�pS A. q(.Be''� ..`,`,r .• \GENS .:'92•i z No 39380 --.* TSTA :17:: �C/ IMPORTANT C3 1LThis detail to be used only with trusses(spans less than 40')spaced ; ••';�� "\24"o.c.maximum and having pitches between 4/12 and 12/12 andtotal top chord �i� �? ��f. Trusses not fitting these citeria shs not oud 50 be examined individually. '��SS�iiN ;' ``�� Thomas A.Albani PE No.39380 REFER TO INDIVIDUAL TRUSS DESIGN MITek USA,Inc.FL Cert 6634 FOR PLATE SIZES AND LUMBER GRADES 6904 Parke EastBhrd.Tampaft 33610 Date: February 12,2018 • • AUGUST 1, 2016 ' LATERAL BRACING RECOMMENDATIONS MII-STRGBCK I II 1 ® MiTek USA,Inc. Page 1 of 1 aillED i o • TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, MiTek USA,Inc.ENGI R .BY 2x6 "STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET uALREIIIIC B ALONG A FLOOR TRUSS. A urrek Affiliate NOTE 1:2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2:STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR,AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT WOOD SCREW THROUGH OUTSIDE USE METAL FRAMING WEB WITH(3)-10d SCAB WITH(3)-10d FACE OF CHORD INTO EDGE OF STRONGBACK ANCHOR TO ATTACH (0.131"X 3")NAILS (0.131"X 3")NAILS (DO NOT USE DRYWALL TYPE SCREWS) TO TOP CHORD ATTACH TO VERTICAL WEB WITH(3)-10d xt,//, / (0.131"X 3")NAILS N tA/ NI _\ :::...4 -11 I I BLOCKING BEHIND THE ATTACH 2x4 VERTICAL TO FACE ATTACH TO CHORD VERTICAL WEB IS OF TRUSS. FASTEN TO TOP AND RECOMMENDED WHILE BOTTOM CHORD WITH(2)-10d WITH TWO#12 x 3" NAILING THE STRONGBACK (0.131"X 3")NAILS IN EACH CHORD WOOD SCREWS(.216"DIAM.) -r;\-/rii/ ./7N‘11: - -11 \.. / / / \ USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT SCREW THROUGH OUTSIDE ANCHOR TO ATTACH WEB WITH(3)-10d SCAB WITH(3)-10d FACE OF CHORD INTO EDGE OF TO BOTTOM CHORD (0.131"X 3")NAILS (0.131"X 3")NAILS STRONGBACK(DO NOT USE DRYWALL TYPE SCREWS) TRUSS 2x6 4-0-0 WALL BLOCKING STRONGBACK (TYPICAL SPLICE) (BY OTHERS) (BY OTHERSI ``%Illllllltit1/, %0 SPS A• A, •••,, No 39380 ' g S g g = = . * e THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, y � DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4'-0"LONG 7.1TA E_ �� SCAB CENTERED ON THE SPLICE AND JOINED WITH(12)-10d I i —4,'"n �- - "'_ (0.131"X 3")NAILS EQUALLY SPACED. ** F� •1 Q R i�.•'� %,� ALTERNATE METHOD OF SPLICING: ,�ei WONAL ��`` OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-0"AND FASTEN WITH(12)-10d ll�jttt1111j1�-� (0.131"X 3")NAILS STAGGERED AND EQUALLY SPACED. (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL) Thomas A.Albani PE No.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: February 12,2018 Boise Cascade INSTALLATION Engineered Wood Products n ,,� __ , . GUIDE The information in this document Includes AJ S° Pe to use in the UNITED STATES ONLY,Allowable Stress Design.Refer to ''' 44140 / 150 /20 / 190 /25 the ALLJOIST Specifier Guide Canada +t , sv - for use in Canada,Limit States Design. and VERSA-LAM® BEAMS a n ,:::? -4!'2,,,,'--' ' '- ' w- ,,, *file ‘--im US Version - - ,, No „ file� product manufactured in g St. Jacques, New Brunswick CANADA .....---:, ,,,,, II f 1ft E • „ Lifetime Guaranteed Quality and Performance Boise Cascade warrants its BCI® Joist, VERSA-LAM®, and ALLJOIST® products to comply with our specifications, to be free from defects in material and workmanship, and to meet or exceed our performance specifications for the normal and expected life of the structure when correctly stored, installed, and used according to our Installation Guide. 1 For information about Boise Cascade's engineered wood products, including sales terms and conditions, warranties and disclaimers, visit our website at www.BCewp.com To locate your nearest Boise Cascade Engineered Wood Products distributor, call 1-800-232-0788 Copyright€=Boise cascade Hood Products., L.L.C. 2013 AIG US 08/29/2013 • ' • ® ' • . • • SUINIIINE AJS® 140 - AJS® 150 - AJS® 20 AJS® 190 - AJS® 25 MIMI ( - 1 f ( - 1 t tt i 9h, 9W 9W 91h" 91/2° 117/8" • 11'/s" 3 11'/8" 3/s"-- 3/8.,� _11/s 3A.--- 11/s s/s.,_ _. /8,._ 14" 14' 14" 14" 14" 16" • 16' 16" 16" 16" 1'/2"T 1 1 1'/2 T 1 11/2"T 1 " 1 1 1'/2"11 - 1 * 11/2" I t 21/2" 21/2" 21/2" 21/2" 31/2" 2x3 Flanges I 2x4 Flanges AJS® 25 AJS® 30 Deeper Depths Deeper Depths 18" 18" 20" — 20" .-4 s 71/4.6„_ 22„ /1s'" - 22" 24" 24" • 11/2"T C--`f i 11/2"i( - 1 Information on deeper depth AJS®joists is ....._.— available in the ALLJOIST` Commercial Guide 31/2" 31/2" I 2x4 Flanges WARNING THE FOLLOWING USES ARE NOT ALLOWED SAFETY WARNING DO NOT notch or drill beams without prior DO NOT cut beyond inside edge of bearing. approval from Boise Cascade EWP Engineering. DO NOT ALLOW WORKERS I / ON AJS'JOISTS UNTIL ALL / HANGERS,AJS'RIM JOISTS, k /DO NOT RIM BOARDS.AJS-BLOCKING I , ' \� - / PANELS,X-BRACING AND .•• \w/ support joist 1111 i on web. TEMPORARY 1x4 STRUT LINES ARE INSTALLED AS SPECIFIED BELOW. SERIOUS DO NOT cut holes too close to DO NOT nail closer than 1 "from end of joist. DO NOT cut or notch flange. ACCIDENTS CAN RESULT FROM supports or to each other. DO NOT use INSUFFICIENT ATTENTION TO 16d common nails. PROPER BRACING DURING /` ,- /. - CONSTRUCTION. ACCIDENTS oRefer to hole See roof and floor CAN BE AVOIDED UNDER ,...-i. location and sizing ' Use 8d nails or �* details.this sheet, chart for size and for allowed cutting NORMAL CONDITIONS BY 10c1/16d box nails. spacing. ,, of flange. FOLLOWING THESE GUIDELINES: Build a braced end wall DO NOT walk on joist until proper bracing is DO NOT install tongue of floor sheathing flush with either 1" DO NOT hammer on web unless • at the end of the bay, in place. i or 1'/,s"thick BOISE CASCADE`rimboard(tongue OK with removing knockout holes. „ 111/2"and thicker BOISE CASCADE"rimboard). or permanently install DO NOT load joist beyond y. the first eight feet of design capacity. ) T&G Floor Trim tongue g Sheathing of 1?e' AJS!Joists and the first DO NOstack regardlessah course of sheathing. As building materials on i ofrimboardan aefirst e. temporary unbraced joists. �" thickness. tx.0040ip,,,,..:!:,4""i74#00.„..„-Ks!\ sheathing may be nailed r or 1'/,6 to the first four feet of thick BOISE ; AJS'Joists at the end of CASCADE" Trim tongue DO NOT hammer on flange. U rimboard MI flush with rim. the bay. • All hangers,AJS` rim joists. rim boards, • The ends of cantilevers must be temporarily • Failure to install temporary bracing may AJS' blocking panels,and x-bracing must secured by strut lines on both the top and result in sideways buckling or roll-over under be completely installed and properly nailed bottom flanges. light construction loads. as each AJS` Joist is set. • Straighten the AJS' Joists to within'//inch • DO NOT stack construction materials • Install temporary 1x4 strut lines at no more of true alignment before attaching strut lines (sheathing,drywall, etc) in the middle of than eight feet on center as additional AJS` and sheathing. AJS`" Joist spans, contact Boise Cascade Joists are set. Nail the strut lines to the • Remove the temporary strut lines only as EWP Engineering for proper storage and sheathed area, or braced end wall, and to required to install the permanent sheathing. shoring information. each AJS`Joist with two 8d nails. ALL * I ° R-sid- gal I•or • . a. -s . ._ 7. 3 About Floor Performance Homeowner's expectations and opinions vary greatly due to the increase the joist depth,limit joist deflections,glue and screw a subjective nature of rating a new floor.Communication with the thicker,tongue-and-groove subfloor,install the joists vertically ultimate end user to determine their expectation is critical. Vibration plumb with level-bearing supports,and install a direct-attached is usually the cause of most complaints. Installing lateral bridging may ceiling to the bottom flanges of the joists. help; however,squeaks may occur if not installed properly.Spacing the joists closer together does little to affect the perception of the The floor span tables listed below offer three very different floor's performance.The most common methods used to increase performance options,based on performance requirements of the performance and reduce vibration of wood floor systems is to the homeowner. ***THREE STAR*** ****FOUR STAR**** CAUTION *MINIMUM STIFFNESS ALLOWED BY CODE* CAUTION Live Load deflection limited to L/480: The Live Load deflection limited to Lt960+: Live Load deflection limited to L/360: Floors common industry and design community A floor that is 100%stiffer than the three star that meet the minimum building code L/360 standard for residential floor joists,33%stiffer criteria are structurally sound to carry the than L/360 code minimum. However,floor floor.A premium floor that 100%stiffer than the specified loads,however,there is a much higher performance may still be an issue in certain 3-star floor for the discriminating homeowner. risk of floor performance issues. This table applications,especially with 9'/2"and 117/8" should only be used for applications where floor deep joists without a direct-attached ceiling. performance is not a concern. Joist ALLJOIST° 12" 16" 19 2 24" 12" 16" 19.2" 24° 12" 16" 19.2" 24" Depth. Series o c. O.G. Q C o, o.c. o.c. o.0. D.C. o.c. o.c. 0.c. o.c. 140 17'-9" 16-3" 15'-4" 13-11" 13'-11" 12'-8" 11'-11" 11-1" 19'-8" 17'-0" 15'-6" 13-11" 150 18'-1" 16-7" 16-8" 14'-7" 14'-2" 12'-11" 12'-2" 11-3" 20'-0" 18'-3" 16'-8" 14'-11" 9'/z' 20 19'-1" 17-5" 16'-5" 16-4" 14'-10" 13-6" 12'-9" 11-10" 21-1" 19'-3" 18'-2" 16'-4" 190 19'-4" 17'-8" 16-8" 15'-6" 16-1"" 13-9" 12'-11" 12'-0" 21'-4" 19'-7" 18'-6" 17'-3" 25 21-0" 19'-1" 18'-0" 16.-9" 16-4" 14'-10" 14,-0" 12'-11" 23'-2" 21-1" 19'-3" 17-2" 140 21-2" 19'-4" 17'-8" 15'-10" 16-7" 15'-1" 14'-3" 13-3" 22'-5" 19'-5" 17-8" 15'-10" 150 21-7" 19'-8" 18'-7" 17'-0" 16-10" 15'-4" 14'-6" 13'-5" 23'-10" 20'-10" 19'-0" 17'-0" 11'/e" 20 22'--8" 20'-9" 19'-7" 18'-3" 17-9" 16'-2" 15'-2" 14'-1" 25'-1" 22'-10" 20'-10" 16-8" •------- — _......._......................_..__..__ ____--__ --__..._-----.............._-- -- _----------------- 190 23-0" 21-0" 19'-10" 18'-6" 18'-0" 16'-4" 15'-5" 14'-4" 25'-5" 23'-3" 21-11" 19'-0" 25 24'-11" 22'-9" 21-5" 18'-3" 19'-6" 17-8" 16'-8" 15-5" 27'-7" 24'-0" 21-11" 18'-3" 140 24'-0" 21-4" 19'-5" 17-4" 18'-10" 1T-2" 16'-2" 15'-0" 24'-7" 2.1-4" 19'-5" 17'-4" 150 24'-6" 22'-4" 20'-11" 18'-9" 19'-2" 17-6" 16-5" 15'-3" 26-6" 22-11" 20'-11" 18'-9" 14" 20 25'-9" 23'-6" 22'-2" 19,-1" 20'-2" 18'-4" 17'-3" 16-0" 28'-5" 25'-1" 22'-11" 19,-1" 190 26-1" 23-10" 22'-6" 19,-1" 20'-5" 18'-7" 17'-6" 16-3" 28'-10" 26'-4" 23-11" 19,-1" 25 28'-4" 25'-10" 22-11" 18'-4" 22'-1" 20'-1" 18-11" 17'-6" 30'-5" 26'-4" 22-11" 18'-4" 140 26'-6" 22'-11" 20'-11" 18'-9" 20'-10" 19'-0" 17'-11" 16'-8" 26'-6" 22'-11" 20'-11" 18'-9" 150 27'-1" 24'-7" 22'-5" 19'-3" 21'-3" 19'-4" 18'-3" 16'-11" 28'-5" 24'-7" 22'-5" 19'-3" 16" 20 28'-6" 26'-0" 24'-2" 19'-3" 22'-4" 26-4" 19'-1" 17-9" 31'-3" 27'-0" 24'-2" 19'-3" 190 28'-11" 26'-5" 24'-2" 19'-3" 22'-8" 20'-7" 19'-5" 18'-0" 31'-11" 28'-11" 24'-2" 19'-3" 25 31'-4" 27'-10", 23'-2" 18'-6" 24'-6" 22'-3" 20'-11" 18'-6" 32'-9" 27'-70" 23'-2" 18'-0" • Table values based on residential floor loads of 40 psf live load and 10 psf dead load(12 psf • Floor tile will increase dead load and may require specific deflection limits,contact Boise dead load for AJS°25 joists). Cascade EWP Engineering for further information. • Table values assume that 231 min.plywood/OSB rated sheathing is glued and nailed to joists. • This table was designed to apply to a broad range of applications. It may be possible to • Table values represent the most restrictive of simple or multiple span applications. exceed the limitations of this table by analyzing a specific application with the BC CALC° • Table values are the maximum allowable clear distance between supports.Analyze multiple sizing software. span joists with BC CALC°sizing software if the length of any span is less than half the length of an adjacent span. Shaded values do not satisfy the requirements of the North Carolina State • Table values assume minimum bearing lengths without web stiffeners for joist depths of 16" Building Code. Refer to the THREE STAR table when spans exceed 20 feet. inches and less. One-Hour Floor/Ceiling Assembly FIRE ASSEMBLY COMPONENTS 1. Min.23/32-inch T&G Wood Structural Panels. A construction adhesive must be 1 applied to the top of the joists prior to placing sheathing. The sheets shall be installed with their long edge perpendicular to the joists with end joists centered 2 over the top flange of joists and staggered one joist spacing with adjacent sheets. 2. AJS5 Joists at 24"o.c.or less. 3 3. Two layers'A"Type C or two layers%"Type X gypsum board SOUND ASSEMBLY COMPONENTS When constructed with resilient channels See the US version of the Boise Cascade Fire Design& carpet&pad to fire assembly. STC=54 IIC=68 or Installation Guide for specific assembly information and • glass fiber insulation to fire assembly: STC=55 IIC=46 or other fire resistive options or contact your local Boise Add an additional layer of •minimum 6/a'sheathing and STC=61 IIC=50 Cascade representative. 9W glass fiber insulation to fire assembly: .. Installation Guide-08/2912013 Additional roof framing details available with BC FRAMER®software NOTE When installing Boise Cascade EWP The illustration below is showing several suggested AJS®blocking or 2x4"squash"block on each products with treated wood. applications for the Boise Cascade EWP products. side required when supporting a load-bearing use only connectors/fasteners It is not intended to show an actual house under wall above. that are approved for use with • construction. the corresponding wood treatment, NO ALUOIST® BRIDGING IS REQUIRED ' .w FOR PRODUCT �f 1 %th1_ ���� VERSA-LAM®header a i�``� %ice,. or an AJS®header. ``� �` I� cI ilh knockout holes at FOR INSTALLATION STABILITY, ', ` 4 �.4.1.'",-, approximately 12"o.c. Temporary strut lines(1x4 min.)8'on • i I� are pre-punched. center max.Fasten at each joist with ` I, ;� �� -04.14p,, , `�- 2-8d nails minimum. 0. `' Ir, I �\ Ill ! // F14 „.- Dot suitable for usension lumber s �A (► `U oil',' \„� A a rim board in �� //��r� t/ ��/' O . /,.- floor IST® • ���� A ' 11 Ir / floor systems. �� / / � Or' I�� AJS®nm joist. ,r ' ° A�� / / See page Floor Details \hb NN. •�IAl10 p �� / �/� \\\````�\ ��` /`I/�illoa• AO! /See page 8 for ��N._ ill �01/ / allowable hole sizes 0 1%44,4s, -j- -'' ���� � and location. • t BOISE CASCADE®Rimboard. \ `► 0, 40 See pages 6 and 27 of the 4� ', �,/ ►lie VERSA-LAM®LVL beam. BOISEALLJOISTa Specifier Guide. \`\ %" : / /,� \\'`\\t/,// Endwalloverniblocking as required per i governing building code. For load-bearing cantilever details, �,\ `� /� see page 9. ,�\I//' 4/ MS®Blocking is required when joists are cantilevered. Rs Web Stiffener Requirements See Web Small mth afengr ® Web Stiffener Nailing Schedule �/e"min., Nailing Web 2"max.L- Scchart1e Stiffener AJS Series Joist Depth Nailing 2"min.'f f Width 410. 4"maxim` JV,11110. 140 yap 15091/x'— 11W 3-10d �/ 20 .__ /—Nailsh II `\.� 190 14"— 16" i 5-10d 2"min. ,--Tight Fit Web Stiffener :N. 25 4"max. s required when kir .4 - concentrated loa. I exceeds i000lbs • Web stiffeners are optional except as noted below. Web stiffeners applied to • Web stiffeners are always required for 18"and deeper AJS®joists at all bearing both sides of the joist web locations. Structural Panel Web Stiffener • Web stiffeners are always required in hangers that do not extend up to support the top flange of the AJS®Joist. Web stiffeners may be required with certain Minimum Thickness sloped or skewed hangers or to achieve uplift values. Refer to the hanger manufacturer's installation requirements. In I No Minimum • Web stiffeners are always required in certain roof applications. See Roof AJS®Series Hanger ' Hanger Width Framing Details on page 7. • Web stiffeners are always required under concentrated loads that exceed 140/150/20/190 1" 1W 25/16" 1000 pounds. Install the web stiffeners snug to the top flange in this situation. Follow the nailing schedule for intermediate bearings. 25 2x4 lumber(vertical) • Web stiffeners may be used to increase allowable reaction values.See AJS® Design Properties on page 26 of the ASG or the BC CALC®software. Boise Cascade liiWP•ALLJOIST''Installation Guide•08 1912013 Floor Framing Details A . mg Additional floor framing details available with BC FRAMER®software END BEARING DETAILS ♦ �' ID •e �I0$rL asst. jo, I ' � rlmblocking.Dimension lumbe �Nall B015 isnot suitable forCASCADE° • '� use as hmboardRimboard to wlth A S'Joists.AJS°Joists with Dimension lumber ks not Blocking maybe required8d nail into �)suitable for use as rim perpendicular to wall, " `�`�' each flange. board with AJS°Joists. consult design professional 'I tI • of record and/r local building official. I 2x_ledger. wall for f minimum joist bearing.6 '• "' • ______ (I, ♦ BOISE CASCADE' ® One 8d nail ♦♦♦♦ ♦ 0 Rimboard • \ ® •p" Top Flange or Face 4Mount each side at I II, '' �, Joist Hanger bearing 4 /// Solid block 11111 �� all posts ��' ° ��` �� f, 9 from above ♦ 1 Note:AIS floor to bearing joist must be \� �, 10.''''''' 7111*%!, —•- 1'/z"minimum ,�/ f designed to carry below. wall above when not bearing length II stacked over wall ' To limit splitting flange,start palls at least 1'k" � \ below. from end.Nails may need to be driven at an Blocking required underneath braced wall VERSA-LAM® angle to limit splitting of bearing plate. panels and shear walls,consult design professional of record. INTERMEDIATE BEARING DETAILS AJS°Joist Slope Cut Reinforcement Detail below restores original allowable 0 For load bearing wall above Blocking ma be required,consult design professional Double Squash Block Verbcal Load[IbJtt] shear/reaction value to cut end of AJS°joist.AJS° (stacked over wall below). of record and or local building official. — -- -- - ♦ - Joist Spating[in] Joist shall not be used as a collar or rafter tension tie. �'.11 Sin 12 16 19.2 24 .a 6 min.rafter.Rafter shall II osupported b a ridge beam or 2x4 4463 3347 2789 r 2231 other upper bearing support \\\\ Load bearing 2x6 7013 5259 4383 3506 i r 'I wall above I -16 /aa �I (stacked over min �� 1. Squash blocks areto be in full contact mar.. / � wall below) with upper floor and lower wall plate. — MS' A15°Joist ��;\ �\ I I 11\-' 2. Capacities shown are for a double Depth z depth blocking. II 2z block. squash blocks at each joist,SPF seems Nail block with one SOd nail into each flange. or better. table d below) l: 24" Backer block F58 Double AJS®Joist 0 2x blocking required at bearing(not shown for clarity). (minimum 12" Connection Sheathing or �I 'Vs;min.plywood/OSB rated sheathing as reinforce- wide).Nailwith ` rimboard ''' merit Install reinforcement with face grain horizontal. Joist 10-10d nails. Filler Block closure Install on both sides of the joist,tight to bottom flange. Hanger `• �� (see chart be A15° �� b:gap between reinforcement and bottom of top flange. .!/'.li��� y blocking . APPN construction adhesive to contact surfaces and '\. ` ( fasten with 3 rows of min. d box nails at 6"o.c. required for y Alternate nailing from each side and clinch. ;II Web Filler 444004.0 cantilever. I/ "4 NiaknemHeel Depth Filler block. Nailing '� 'II End Wall Roof Pitck '. wfth 10-10d nails on center , Bearing 6/2 7/32 8ti2 9/12 10/12 12/12 Backer block required where top flange i Connection valid for all e•-i✓ 'For load bearing cantilever,see pages 9 joist hanger load exceeds 250 lbs. 1 applications.Contact Boise Cascade and 10.Uplift on backspan shall be 2 z4 4'e" 4"/,,," 4W 4W 4W 4W 1 Install tight to top flange. 1 EWP Engineering for specific conditions. considered in all cantilever designs. 2 x 6 33/4" 3'/,"" 2'/,°" 23/4" 2°/v" 214' LATERAL SUPPORT • AJS°Joist to support: WEB STIFFENER REQUIREMENTS • AJS°Joists must be laterally supported at the ends - 2-8d nails,one on each side of the web,placed • See Web Stiffener Requirements on page 4. with hangers,MS°rim joists,rim boards,AJS° 1/inches minimum from the end of the AJS°Joist blocking panels or x-bracing. AJS°blocking panels or to limit splitting. PROTECT AJS°JOISTS FROM THE WEATHER x-bracing are required at cantilever supports. • Sheathing to AJS°joist,rim joist,blocking: • AJS°Joists is intended onlyfor applicatlonsthat • Blocking may be required at intermediate bearings for - Prescriptive residential floor sheathing nailing requires provide permanent protection from the weather. floor diaphragm per IRC in high seismic areas,consult 8d common nails @ 6"o.c.on edges and @ 12"o.c.in Bundles of product should be covered and stored off local building official. the field IRC Table R602.3(1).Closer nail spacing may of the ground on stickers. MINIMUM BEARING LENGTH FOR AJS°JOISTS be required per design professional of record. AJS°RIM JOISTS AND BLOCKING • 12 inches is required at end supports. 31/2 inches is - 14 gauge staples may be substituted for 8d nails if required at cantilever and intermediate supports. the staples penetrate at least 1 inch into the joist. Vertical Load • Longer bearing lengths allow higher reaction values. - Wood screws may be acceptable,contact local Transfer Capacity Refer to the building code evaluation report or the building official and/or Boise Cascade EWP Joist Depth (plf) BC CALCsoftware. Engineering for further information. NAILING REQUIREMENTS 91/2" 1875 • AJS°rim joist,rim board or closure panel to AJS°Joist: BACKER AND FILLER BLOCK DIMENSIONS 108" 1680 PA Backer Block I - Rims or closure panel 1/.inches thick and less: 2-8d nails,one each in the top and bottom flange. AJS°Series Thickness l Filler Block Thickness 1 14" 1500 - AJS°140/150/20/190 rim joist:2-16d box nails, 140 16" 1340 one each in the top and bottom flange. 150 i 11/2"or two Iii" 2x +�5"wood panel - AJS°25 rim joist:Toe-nail top flange to rim joist 20 i wood panels - 1)Web stiffeners required at each end of blocking panel. with 2-10d box nails,one each side of flange. i90 I Distance between stiffeners must be less than 24". • AJS°rim joist,rim board or AJS°blocking panel to 25 I 2x_lumber Double 2x_lumber support: • Cut backer and filler blocks to a maximum depth equal - 8d nails at 6 inches on center. to the web depth minus'/,"to avoid a forced fit. - When used for shear transfer,follow the building designer's specification. • For deeper AJS°Joists,stack 2x lumber or use multiple pieces of/"wood panels. Eloise Cascade EWP•ALLJOIST"installation Guide•08/29/2013 • • , Roof Framing, AJS° Rafters Additional roof framing details available with BC FRAMER®software The ridge must be supported FOR INSTALLATION STABILITY, --.-._._,____ by VERSA-LAM®LVL beam or Temporary strut lines-(1x4 min.) i,'�f _� 1111_ 1,^^ load-bearing wall. 8 ft.on center maximum.Fasten / ��i'• – Blocking or other lateral at each joist with two 8d nails i11, support required at end minimum. i 1t• _� --- supports. / i i"; 1 – .:..,. � r/ nal / i ii S \ / ` - _` /I\ 0 i. �` I� i/ ' When installing Boise Cascade EWP products '`I'' i' with treated wood,use only connectors/ 1 i, 0/ (/ ; fasteners that are approved for use with the ► / corresponding wood treatment, Blocking not Y laiiivr 1 )i/��• ,/ / shown for clarity. i , AP 17 —AJS®Rafter Header �.. i Multiple AJS®Rafters may be required. SAFETY WARNING DO NOT ALLOW WORKERS ON AJS®JOISTS UNTIL ALL HANGERS,AJS® SERIOUS ACCIDENTS CAN RESULT FROM INSUFFICIENT ATTENTION TO RIM JOISTS,RIM BOARDS,AJS®BLOCKING PANELS,X-BRACING AND PROPER BRACING DURING CONSTRUCTION. ACCIDENTS CAN BE AVOIDED TEMPORARY 1x4 STRUT LINES ARE INSTALLED AS SPECIFIED BELOW. UNDER NORMAL CONDITIONS BY FOLLOWING THESE GUIDELINES: • Build a braced end wall at the end of the bay,or permanently install • The ends of cantilevers must be temporarily secured by strut lines on the first eight feet of AJS®Joists and the first course of sheathing. As both the top and bottom flanges. an alternate,temporary sheathing may be nailed to the first four feet of • Straighten the AJS®Joist to within'/2 inch of true alignment before AJS®Joists at the end of the bay. attaching strut lines and sheathing. • All hangers,AJS®nm joists,rim boards, AJS®blocking panels,and • Remove the temporary strut lines only as required to install the x-bracing must be completely installed and properly nailed as each permanent sheathing. AJS®Joist is set. • Failure to install temporary bracing may result in sideways buckling or • Install temporary 1x4 strut lines at no more than eight feet on center as roll-over under light construction loads. additional AJS®Joists are set. Nail the strut lines to the sheathed area, or braced end wall, and to each AJS®Joist with two 8d nails. AJS®'Ceiling Joist with Bevel End Cut(For Limited-Access Attics Only) Joist End Nil AJS®Joist shall not be used as collar/tension tie. Roof rafter shall be Minimum Dei' 2 x4 2 x6 supported by ridge beam or other upper bearing support. Heel 9%" 2W 1W Roof Rafter Depths 11W 3W 2W Plywood/OSB Sheathing or Rafter Strut 1x4 Nailer Max.@ 4'-0"o.c. �` Ceiling Loads: 14" 4W 3%:" Minimum Heel Depth Live Load-10 psf Notes: (See table at right) Dead Load=7 psf 1)Detail is to be used only for ceiling joists with no s 2X Blocking access to attic space. n.6 12 — g' 1.1.W,1.1.W,14"or 16^ Web 2)Ceiling joist must be designed to carry all roof load AJS®Series Ceiling Joist Filler 24 ��1 transferred through rafter struts as shown. ^o.c.Maximum r 3)AJS®ceiling joist end reaction may not exceed 1Mi �!` 550 pounds. ►i' 3'a"Minimum Bearing '=� 4)Minimum roof slope is 6/12. (2x4 Wall)Each End 5)Nail roof rafter to AJS®top flange with 1-16d sinker Maximum Span Lengths Without Roof Loads or box nail. 9'h"AJS®140,150,20,190,25 19'-6" 6)1x4 nails shall be continuous and nailed to an end 117,h"AJS®140,150,20,190,25 22'-0" wall braced to the roof diaphragm. 7)Install a 24"long web stiffener on each side of 14"AJS®140,150,20,190,25 24'-6" AJS®Joist at beveled ends.Nail roof rafter to AJS® If roof loads transfer to ceiling joists through struts,analyze with BC CALC® Joist per building code requirements for ceiling joist software,not exceeding end reaction limit stated in Note 3(see right). to roof rafter connection. Boise Cascade EL•VP•ALLJOIST'Installation Guide•0811 9/201 3 Raaf Framing Details I I . Additional roof framing details available with BC FRAMER®software 0 CD 10d nails 0 Xboard/VERSA-LAM•blocking. 2x beveled plate for slope at 6"o.c. 2x4 one side for 135 PLF max.; /VERSA-LAM® LA cut: greater than 1/4/12. 2x6 one side for 240 PLF max. 1/3 of length,1,4 of depth \ J \'. \ it\ Backer block. �» ,/,� .nil '► �\''('‘. ///f" Thickness per '4,',.7.-. ,?..*j 2x4 �i. "\��I corresponding `�) , 1 blocking i�c:` �/ '`, 3 AJS®series. -� �� 2x block for soffit 'I �� 1it \ . . AJS®blocking support. i ' 2'-6"max. Simpson VPA or USP TMP connectors ore equal can ' foHr ventilation.cut Flange of AJS®Joists may be birdsmouth cutonly at q 4'-0"horiz. the low end of the joist. Birdsmouth cut MS®joist be used in lieu of beveled plate for slopes from j must bear fully on plate,web stiffener required each 3/12 to 12/12. 2%6"horiz. side.Bottom flange shall be fully supported. 0 0 r � ® Backer block I Rimboard/VERSA-LAM®blocking. Backer m 12"wide). I \ Ventilation"V"cut: Joist ,S Nailwith10-10dnails. ti- I 1 /3 of length,1/2 of depth �� Hanger `. 41kTigh \\,. e � � ® oil �. DO NOT bevel cut joist \, s Flange of MS®Joists may be beyond inside face of wall,except o for lateral \'' birdsmouth cut only at the - slier block.Nall for specific conditions in details stability.`'I low end of the joist® `a,- with 10-10d nails. shown on pages 6 and 15 of the Birdsmouth cut AJS Joist ALUOIST®Specifier Guide. ' ma:'-i.', must bear fully on plate,web Backer block required where top flange oo stiffener required each side. joist hanger load exceeds 250 lbs. 2'$"mazes Install tight to top flange. ®f Simpson or USP LSTA24 AJS® • Simpson or USP LSTA24 strap where slope strap,nailing per A15 Blocking: exceeds 7/12(straps maybe required for lower L Double joist may be required governingaabuildinggcode. Row on each slopes in high-wind areas). NAailing per governing L when L exceeds rafter side of ridge building code. (2,-0" uhhspacing or alternate. Holes cut for „...... ..,,i......,„ Blocking as required. q'" ventilation. VERSA4.AM® ma \ / - \ Nail outrigger ,'S.' �® LVL support beam. `N.\� through AJS®web. ,- /7 h ERSA-LAM® /� I 2"x outrigger E LVL support / (\ notched around AJS® beam. Beveled web stiffener top flange.Outrigger Double-beveled plate,connect to ridge on each side. spacing no greater with 2 rows 16d nails at 12"o.c. End Wall. than 24"on center. Simpson LSSUI or USP TMU hanger. i ) LATERAL SUPPORT • AJS®Joist to support: WEB STIFFENER REQUIREMENTS • MS®Joists must be laterally supported at the ends - 2-8d nails,one on each side of the web,placed • See Web Stiffener Requirements on page 4. with hangers,AJS®rim joists,rim boards,MS® 11 inches minimum from the end of the AJS®Joist PROTECT AJS®JOISTS FROM THE WEATHER blocking panels or x-bracing. AJS®blocking panels or to limit splitting. x-bracing are required at cantilever supports. • Sheathing to AJS®joist,rim joist,blocking: • AJS®Joists are intended only for applications that • Blocking may be required at intermediate bearings for - Prescriptive residential roof sheathing nailing provide permanent protection from the weather. floor diaphragm per IRC in high seismic areas,consult requires 8d common nails @ 6"o.c.on edges Bundles of MS®Joists should be covered and stored local building official. and @ 12°o.c.in the field IRC Table R602.3(1). off of the ground on stickers. Closer nail spacing may be required per design MAXIMUM SLOPE MINIMUM BEARING LENGTH FOR AJS''JOISTS professional of record. • 11 inches is required at end supports. 31 inches is - 14 gauge staples may be substituted for 8d nails if • Unless otherwise noted,all roof details are valid for required at cantilever and intermediate supports. the staples penetrate at least 1 inch into the joist. slopes of 12 in 12 or less. • Longer bearing lengths allow higher reaction values. - Wood screws may be acceptable,contact local VENTILATION Refer to the building code evaluation report or the building official and/or Boise Cascade EWP • The 11/2 inch,pre-stamped knock-out holes spaced BC CALL®software. Engineering for further information. at 12 inches on center along the MS®Joist may NAILING REQUIREMENTS BACKER AND FILLER BLOCK DIMENSIONS all be knocked out and used for cross ventilation. Deeper joists than what is structurally needed may • MS®rim joist,rim board or closure panel to AJS®Joist: ® Backer`Black be advantageous in ventilation design. Consult local AlS®Series Thickness FperBlockThickness'; - Rims or closure panel 11/4 inches thick and less: building official and/or ventilation specialist for 2-8d nails,one each in the top and bottom flange. 140 1 specific ventilation requirements. - MS®140/150/20/190 rim joist:2-16d box nails, 20 wood panel150 tpanels two s' 2x_+W"wood panel BIRDSMOUTH CUTS one each in the top and bottom flange. 190 - MS®25 rim joist:Toe-nail top flange to rim joist MS®Joists may be birdsmouth cut only at the low with 2-10d box nails,one each side of flange. 25 2 x_lumber Double 2 x_lumber end support. MS®Joists with birdsmouth cuts may • MS®rim rim board or MS®blockingpanel • Cut backer and filler blocks to a maximum depth equal bottom flangeer ng to 2 must s pastyt the thelow suenp ort and. The joist, bottom sit fully on support and may to support: to the web depth minus 1/4"to avoid a forced fit. not overhang the inside face of the support. High - 8d nails at 6 inches on center. • For deeper AJS®Joists,stack 2x lumber or use multiple end supports and intermediate supports may not be - When used for shear transfer,follow the building pieces of 3/4"wood panels. birdsmouth cut. designer's specification. Boise Cascade DAP•ALLJOIST"Installation Guide.•08!29/2013 A ® • ii • • . • $ •• II AJS°Joists are manufactured with 11/2"round perforated knockouts in the web at approximately 12" on center Minimum spacing-2x greatest dimension D of largest hole(knockouts exempt) f D DO NOT ..-- -table belowl (see table below) but or notch YF flange / dN Y'�'�T�'£3 i�sili:i:i0i�a�PyP•„i 1 la°4 s.'i'.x.,-z ( _ t t ( DO „ \'—No holes(except knockouts) '—A11/2"round hole may be (~6"-<- 6.1'1 cut e web area ( p as specified cl allowed in bearing zones cut anywhere In the web. Do not cut holes �-- Provide at least 3"of larger than 11/2" clearance from other holes. round in cantilevers. Minimum distance from support, listed in table below, is required for all holes greater than 11,4 ` r,'v7 ` �' ��� , _ m. ; Select a table row based on joist '' r € ' <._ -'-:3 ��- .r' d = • • depth and the actual joist span i 1rounded up to the nearest table Round Hole Diameter[in] 2 3 4 5 6 1 6% 7 i 8 1 8% ] 9 . 10 11 12 = 13 span. Scan across the row j_ _. to the column headed by the Rectangular Hole Side[in] - - 2 4 6 6 €' - - 1 - i - appropriate round hole diameter x .,.,4,., { ] -�� � or rectangular hole side. Use , 8 2'-0' 2'-5" 12.-11" 3'-5" 3'-10 4'-0" I the longest side of a rectangular hole. The table value is the Anyclosest that the centerline of the 9'/i' S[ft]n 12 3'-0" 3'-8" 4'-5" 5'-1" 5'-10" 6,_0„ E Joist ' ] i i hole may be to the centerline of • • [ the nearest support. 16 4'-O" 4'-11" 5'-11" 6'-10" 7'-9" 8'-0" • The entire web may be cut out. DO NOT cut the flanges.Holes Round Hole Diameter[in] 2 3 4 5 6 6% 7 8 8'/e 9 10 11 12 13 apply to either single or multiple joists in repetitive member Rectangular Hole Side[in] - - - 2 3 4 5 7 8 - - - _ _ conditions. • For multiple holes,the amount 8 1'-0' 1-5" 1'-10" 2'-3" 2'-8" 2'-11" 3'-1" 3'-6" 3'-11" of uncut web between holes i must equal at least twice the diameter(or longest side)of the An 12 1-5" 2.-1" 2'-9" 3'-5" 4'-0 . 4'-4" 4-8" 5'-4" 5'-11 ! [ largest hole. 11'%d' ( Span Joist [ft] ! • 1'/i'round knockouts in the web 16 1'-11" 2'-10". 3'-8" 4'-6" 5'-5" 5.-10", 6'-3" 7'-1" 7'-10" may be removed by using a short piece of metal pipe and 20 £ 2'-5" 3'-6" 4'-7" 5'-8" 6'-9" 7'-3" 7'-10" 8'-11" 9'-10" hammer. '_'"' • Holes may be positioned verti- Round Hole Diameter[in] 2 3 4 5 6 6% 7 8 8'/e 9 10 11 12 13 cally anywhere in the web. The joist may be set with the 1'A" Rectangular Hole Side[in] - - - - 2 3 3 5 6 6 8 9 - - knockout holes turned either up or down. 8 1'-0" : 1'-1" 1'-2" ! 1'-4" 1-8" ;1'-11" 2'-1" 2'-6" 2'-10" 2'-11". 3'-4" 3'-9" • This table was designed to +_ 1.. _ __ apply to the design conditions covered by tables elsewhere 12 1,-0" 1-1" 1'-4" : 2'-0" 2'-7" 12'-11" 3'-2" T-10" 4'-4" 4'-5 : 5'-0" 5'-7" f in this publication. Use the Any Span i ° ' i —" BC CALC°software to check i 14" ft 1 16 1'-0" 1-1" 1'-10": 2'-8" ! 3'-5" 13.-10" 4'-3" 5'-1" 5'-9" 7'-6" ; other hole sizes or holes under Joist J rill ] € • € s• ._.._._ other design conditions. It may I 120 1'-0" 1'-3 2'-4" : 3'-4 ! 4'-4" 14'-10" 5'-4" ' 6'-4" 7-3" 7.-4" ' 8'-5" 9'-5" 1 be possible to exceed the limita- tions of this table by analyzing • a specific application with the 24 ! 1-0" i 1-7" 2.-9" 4'-0" 5'-2" 5'-10' 6'-5" 7'-8" 8'-8" '8.-10"!10'-1" 11-3" BC CALC°software. Round Hole Diameter[in] 2 3 4 5 6 6% 7 8 8% 9 10 11 12 13 Rectangular Hole Side[in] - - - - - - 2 3 5 5 6 8 9 10 8 1'-0" 1'-1" 1'-2" 1'-2" 1'-3" 1'-3" 1'-3" 1'-8" 2'-0" 2'-1" 2'-5" 2'-10" 3'-2" 3'-7" 12 1'-0" 1'-1" 1'-2" 1'-2" 1'-4" 1-8" 1'-11" 2'-6" 3'-0" 3'-1" 3'-8" 4'-3" 4'-10" 5'-5" Any 16" Span 16 1-0" 1-1" 1-2" 1'-2" 1-10" 2'-2" 2'-7" 3'-4" 4'-0" 4'-2" 4'-11" 5'-8" 6-5" 7'-2" Joist [ft] 20 1'-0" 1'-1" 1'-2" 1'-4" 2'-3" 2'-9" 3'-3" 4'-3" 5-1" 5'-2" 6-2" 7'-1" 8'-1" 9'-0" 24 1-0" 1-1" 1-2" 1-7" 2'-9" 3'-4" 3'-11" 5-1" 6'-1" 6'-3" 7'-4" 8'-6" 9'-8" 10'-10" Eloise Cascade r:WP•ALLJOISTuu installation Guide•08/19:2013 a AJS®190 Joist Depth AJS®140 Joist Depth M n n H 16" 14" 111/4" 9'%" Joist Series 16" 14" 11%" 9%" Joist Series N 4 W W W W W N N N A W W W W W N N N A W W W W W N N N A W W W W W N N N RoofTruss 4 W<J W W W N N N 4 W W W W W N N N 4 W>W W W W N N N 4 W W W W W N NDN RoofTruss Co J OWOANOGOO4OCOO4N0WOAO.WOAN00004, 0004NOW04 an S. [f� AOAN OWON .WO40W00004ANW . 'O0WOOO40WAONOWOA Span[fJ m ; O O O O O O O O O O o 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 0 0 0 0 0 0 0 0.010 0 0 0 0 0 0 0 0 lO 00000000000000000 -S, O:0 O CD CD 0 0 0 O 0.0 0 0 0 0 0:0:.0 0 O 0 0 0 0 O O O N--+-+-, 0 O O.CD CD N ] 0 0 0 O O 0 O C,010 O O O O O O O O 0 0.0 O O O O CD 01><X_. -` O O O O O N ] L (,) g�C O O OOO(., U 0 O O O O -+ -+ -+ -+*O O O O XXXx N N -+ -+ -+ A 0 0 000! 000 O OOX-• -+ -• 0 0 00 O X X X X X X X-+ -+ 'IL) ( l y o__8, o —o—o 71 0 0 0 0 0 0 0 0 0 0 0 0 0 0O 0 0 0 0 0 0 0 0 0 0 0 0 NJ n) --+ 0 0 0 0 [ m O O O 0 0 0 0 0 010 0 0 0 0 0 0 0 0 0 0 O O O O O O O x X-+ -,0 0 0 O [ i5 N o I _g) o Co <<<C< CC r'S S<G 000000 <G000000-A -• -+ 00o 00 o XXXNNN -• -.O .)d N °' **0000000800000000 -+ � -+ 00 o o00 XXXX-- -+o ff m °' o UUJ»«[(<���n lnCCCCCCGG UUU»>rn VVVVVVIII»l (CCCCC N n r/-)ComC.<<<<<CC<<< C p rc C. -+<*<<C C<O --+ _.- G<C...{O X.X X XN- -+ -+g X.X XX X X XX.N N- G1 -+<<< G G<<:O,X-+ -+ -+ Cgg CO X X X x X X-+ -+ O ><>< X X XXX N a 0...... Cn(((non Cn(((non (n 4= (n(n Cn Cn Cn(n(n (n (n 4 -{, 05) <<0 0 0 0 0 CD 0 Cl) 0 0 0 0 CD:0 O-+ _. O O O O O O X X X N N -+ O 8 -- 0 0 0 0 0 0 0 0 0 -+ .� O << <<4<{{ <<<<<< < CC4 << 0 0 0 0 0 0 0 0 0-+ --+ O O OO OO X.X.X X X.X--` --` O RI! C<g C G C 0 0 0 -•-- G G G (O o X x N -• -j - 0 0 X X X x x X X N N N N <FA g G G O O O O E-+ -+ -+ g g 0 0 O O X X X X-• -• -+ O O X X X X X X X X X N C� [/1(n (n[[[[[nnn�n((Conn VVJJ((fin((nn FA (((non(((non(((Cn�nn f CD x.-+. -' g g g X X X X g g X.X.X X X X X.N -+ X X X X X X X X.X A X X-+-• .*ix X x X X> > X.X X X X X X X X X X X X X:x x x.X p N m Joist Depth Jois AJS°25 [in] AJS0 150 [IDh eptr— ] 16" 14" 11%" 9%" Joist Series 16" 14" 11'/e" 9',4' Joist Series 0 4,,o W:W W N.N N 4 W W W W CON N N 4 W:W W W W:N N N 4'.W co co ca W N N N Roof Truss A W W W W W N o.N 4 W W W W 41 N r ru 4 W W W WW N N N 4:o,.W LOCO W N NN Roof Truss 0:W O 4 N O W O A O W O 4 N O CO M 4 O W O 4 N O W 0 4 OOO O 4 N O W 04 Span[fJ 000 0 4 N 0 00 0 4 0 0 0 4 N O W O 4 O W O 4 N 0 COO A 0 COO 4N O COO 4 Span[ft] Q 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08 0 0 0 0 0 0 0 0 0l0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 CD CD 0 0 0 0 0 0 0 0 D 00 0 0 0 0 0 0 CD CD O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 CS CD 0 N N -+-+ 0 0 0 OO N CWn 0 0 0 0 0 0 0 0 0 0 0 0 0 CD CD 0 0 0 0 0 0 O 0 0.O O CD -' -+ -+ -+ O O O CD CD CO � /) IND O O O 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 N-' -" 0 0 0 0 0 X.X X X X N N -,.- y x ((0 0 0 O O O O o 0 0 -" 0 0 0 0 OIX X X X N N .-+ A @ a) _15_8 f —<`5.—_`4, C-- p 0 O O O O o 0 O O 0 0 0 O O O O O O O O O O O O o O 0 N N -" -+ -+ O O O O 8 » _4 O O 0 O O O O O O O 0 O 0 0 O O O O 0 0 0 0 0 0 0 0 O N-+ -, -. 0 0 0 0 8 VI _, o N C) O D N < �^ CD CD O CD O O CD O O CD CD 0 0.0 0 0 0 0 -+ -+ --+ CD 0 O 0 0 0 X XX N N CD N N r G g:0 O O O O CD CD g O O O 0 0 0 0-+ - 0 0 0.0 0 O X X X N N. O lD d ,7' f, `^ CC N N. O C�.0< C C C C: CC N () Or {C � «0 0 0 0 0 0 N 1 - 0 0 O 0 O X X X N N N > -+ O X X X X X X X X X N Q -`3 3 3 3 3 3 3 0 -+ -+ -' --+ G O X X X N -, -" � � 01 X X X X X X X X N ND[CD C- f U7 U7 _, _'o CC U)Cn V1(n(n(n(n N N —. .Co* _N •Js 000000000000000000-, -+-+ 0 0 0 0 0 0 X X X X N N -+-+O •=." O O O O 0 O 0'O*0 0 0 0 0 0 0 0-+ -+ 0 0 0 0 C O]X X X N N-+ -+ -+ O 8 cn No 0 0 0 0 0 0 0 --+ -+ -+ 0 0 0 O o O XXNN -+-+ -. O o X X X X X X X X N N N *(*n C*n (*n*0 O O -+ -+ -+ O O O X N N -+ -+ -. 0 0 X X X X X X X N - N N N-+ � -+ -+ S g 0.O X X.N N N-+ -.0 0 X X X X X X X N N X.X X X XX X X':X y )C-+-L.++—,g* X x X x -+ - - X Xco cn .X X X.x X-+ -.IXj X X X X X X X X A -. {n a w N ' Z �L Vl AJS®20........ _.. Joist Depth mn] � m 0 C D C' Q m CO^-t rnQ n [ X N . 0 16" 14" 11%" 9%" Joist[ISeries l V 7 0 o 0 r0 0 CD-O'O -.- 00- Q 00 4 Co CO W co W N N Ni 4 W W W W W Ni N N3-4;. W CO Co W CO N N N 4 co W W W co N N N Roof Truss O_= 5 Q Q 7 O O iv O . O W O A. N O W O 4 0 W 0 4 N O W 0 4 O W O 4 N O W 0 4 o W 0 4 N O W O A Span[f, J C /� 1 N1:0 ▪ 5-u, N (7)- (D 0 (p C O N O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O 0 0 0 0 0 0 0 0 0 0 8 T�T co C7 7 0. CD- - 0 �� -,CD 7 Cr 0' U x `J (� N V'..`O'U'W CD 'D CD�'.A ° � [ ( m 000000000000000000000000000 N -+ -,-+ 0 0 0 0 0 F0 N D z ti` 8',0^' 7 7 A 7 Co CD 0 3 7 ..< N. CD �(� O'0 ...,(D .:(7 , O �C AN_7 v CD CD CD 0 7 7 7 O -1 *�**00000 * 00000:-. » �OOOO.X Xx NNN-+ -+ r" —LD, ea Oci Q� Do (-1; (-P, C m 0 �' _o //� CoV+ (o n 7 0)-0� oo n (0 o_` o V5 0 0 2) C 0 0 Co 0 0 D O N_ CO0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ni-'-" -' --"O O O 0 a O CO a>• _ _ _ <C< O GN 7 G V' 7 n' W V' C C (n '-' <<U)O O O O O O O O O O O CD-+ -. --+ O O O O O OX X X N N N-• -• O 'A -' < W 2- 0'.<gp O .-Cl O O V' O C .T7 W CD CO(n N n N r } - 'o r mrD• QC =`0 70 /)0) 0 ._ 70 a -0 m ��*< * *�o „» 0XXXX , � ixxxxxxXXN ^ � o QO - O -. N O 7(Diu - O 0 O C. wwwwwww 4 QN OCD NO- oz Fu--0-,, o X 7J a) -, ,t `G 7 7 Q < (p -0 p) _ N a) 0 0. N 0 0 0 0 0 0 0 8 0 0 0 0 0 0 0 0-• -+ 0 0 O O O O X X N N N -+-+ O 8 p 2.6N N T—�d Q O 7 — 7 S 3 � 7 7 77.7 N N >CD 0 0 Co N 2 O, O O G�G��G O O O � � � �N O O O.X N N � � � � O O X X X X X X N N N N cD W O Co�. a cD N «nn VV)1 «Conn X- - - - **g X X X X - X X X X X X X N- X X x X X X X X x y (� 4 7 CO co • Reinforced Load Bearingantilever.sDetail II; PLYWOOD/OSB REINFORCEMENT • —` (If Required per Table on page 9) 23/32"min.plywood/OSB or _` /_ rimboard closure.Nail with • AJS`Joist •23/32"Min.x 48' long plywood/OSB ,'• i blocking rated sheathing must match the full Sd nail into each flange. '�, required for depth of the AJS' Joist. Nail to the \ _ Q/ cantilever Roof Span . -.— 2-6" AJS"=Joist with 8d nails at 6"o.c. and nail with 4-8d nails into backer Structural Panel \' block.When reinforcing both sides. reinforcement stagger nails to limit splitting. Install with horizontal face grain. /'� 2'O" / '`�l* • These requirements assume a _ 100 PLF wall load and apply to AJS` �II �' )_ Joists.Additional support may be • The tables and details on pages 9 and 10 indicate the required for other loadings. See 2 0^ ��\Ih ✓ r type of reinforcements.if any, are required for load- BC CALL' software. yp y q \ / II \ Backer block bearing cantilevers up to a maximum length of 2'-0". • Contact Boise Cascade EWP '�i'� ' Cantilevers longer than 2'-0"cannot be reinforced. Engineering for reinforcement 2'-0" ✓ However.longer cantilevers with lower loads requirements on AJS= Joist depths may be allowable without reinforcement.Analyze greater than 16". 0 Uplift on back span shall be specific applications with the BC CALL'software. considered in all cantilever designs Brick Ledge Load Bearing Cantilever ce;, Brick Ledge With Blocking Panels {l Brick Ledge Without Blocking Panels IrraggiLoad bearing wall. 12"min.length of 23/32plywood/OSB reinforce- IBOISE CASCADE® nailed to top and % Provide full Rimboard. bottom flanges. depth blocking 00,101r- ment Brick \ • �� % between joists. wall. �\ � 41 11 IIIIIII 5"max. � II �/���' \✓ 31/z"min.' ✓ I � . ri I \✓ Edgeof hole hall be a `/ �' 2x10 sill plate for 2x6 wall, dg s ✓ min.of 3"from end of 2x8 sill plate for 2x4 wall. blocking panel. —134--.y.134-- Load bearing wall. Notes: Notes: 1.Use 2'/32"min plywood/OSB rated (8d)nails at 3"on center except 9%" 1.Use='132"min plywood/OSB rated (8d)nails at 3"on center except 9Y>' sheathing.Install full depth of joist joists.install nails at 2%' on center. sheathing.Install full depth of joist joists,install nails at 2%"on center. with face grain parallel to joist. 2.Provide full depth blocking with face grain parallel to joist. 2.See page 5 for joist and rimboard Plywood reinforcement to bear fully between joists. Plywood reinforcement to bear fully connection details. on wall plate.Nail plywood to top3.Edge of hole shall be at a minimum on wall plate. Nail plywood to top and bottom joist flanges with 2%" of 3"from end of blocking panel. and bottom joist flanges with 2%" Roof Roof Live Load(psf) Joist Truss 20 psf 1 30 psf 40 psf I 50 psf Brick Ledge Depth Span Joist Spacing o.c. Reinforcement Table (inches) (ft) 12" 16" 19.2" 12" 16" 19.2" 12" 16" 19.2" 12" 16" 19.2" 24' 0 0 0 0 0 1 0 1 1 0 1 1 Table Design Assumptions 26' 0 0 0 0 0 1 0 1 1 0 1 2 28' 0 0 0 0 0 1 0 1 1 0 1 2 Roof Loading: 15 psf dead load plus 9'/z' 30' 0 0 0 0 0 1 0 1 1 1 1 2 a 100 PLF wall self-weight, in addition 32' 0 0 1 0 1 1 0 1 2 1 2 2 to roof live load shown. Maximum 2'-6" 34' 0 0 X 0 X X 0 1 X 1 2 X 36' 0 x x o x x 1 x x 1 x x overhangs assumed on roof trusses. 24' 0 0 0 0 0 0 0 0 0 0 0 1 Floor Loading: 40 psf live load plus 26' 0 0 0 0 0 0 0 0 0 0 0 1 28' 0 0 0 0 0 0 0 0 1 0 1 1 10 psf dead load, backspans not to 11'/8" 30' 0 0 0 0 0 0 0 0 1 o 1 1 exceed maximum floor spans shown on 32' 0 0 0 0 0 0 0 0 1 0 1 1 page 3. 34' o 0 0 0 1 1 0 1 1 0 1 1 36' 0 0 0 0 1 1 0 1 1 o 1 x KEY TO TABLE: 24' 0 0 0 0 0 0 0 0 0 0 : 0 0 0 = No Reinforcement Required 26' 0 0 0 0 0 0 0 0 0 0 0 0 1 = Reinforcement Required One Side of Joist 28' 0 0 0 0 0 0 0 0 0 0 ' 0 1 14" 30' 0 0 0 0 0 0 0 0 0 0 0 1 2 = Reinforcement Required Both Sides of Joist 32' 0 0 0 0 0 0 0 0 0 0 0 1 x = Use Deeper Joists or Closer Spacing 34' 0 0 0 0 0 0 0 0 1 0 0 1 36' 0 0 0 0 0 0 0 0 1 0 : 1 x Boise Cascade EWP•ALLJOIST`'Installation Guide-08/19/2013 Non-Loa• Bearing W. II Cantilever Detai s • 4 ' .. AJS®Joists are intended only for applications that Fasten the 2x8 minimum to the AJS®Joist by nailing through the backer block provide permanent protection from the weather. and joist web with 2 rows of 10d nails at 6"on center.Clinch all nails. `e AJSeJolst blockingWood backer block 2x Closure li Wood Structural ® see page 6 ofALLJ ST. 2x8 minimum Specifier Grade I AJS•JOist Panel Closure blocking tea. / imi.11111110111111111111111111111111111Man YIY� Section Drywall Ceiling or View Back Span Maximum Wood Structural Minimum 1'h Times � . Panel Soffit Cantilever Length 1/s Back Span' Back Span Not to exceed 4'-0" 31h"min. Maximum r bearing 1/s Back Span • These details apply to cantilevers with uniform loads only. Not to exceed 4'-0" • It may be possible to exceed the limitations of these details by analyzing a specific application with the BC CALCe software. Large Rectangular Holes in AJS® Joists Hole size table based on maximum uniform load of 40 psf live load and 15 psf dead load, at maximum spacing of 24"on-center. Single Span Joist Multiple Span Joist Maximum Hole Size See Max Hole Size on $holer Chart for Joist Depth Joist Simple Multiple hole See Max Hole Size on hole Minimum 2x diameter Chart for Joist Depth ' �h Joist Span i-- / Depth Span Span 'h Jokt ��S joist width of largest hole S bb.aa. . .,,. .�-�.,. ,<w- .` : 191Y%x"' 68,".Xx 1123,.. 68..Xx�8„ .....•.gan • •..S.`: • Span....1 bb • K• ' O _6� •: b• b •• •b•gib• i-: _ .- it,.. A Simple Span Joist 6%0'Min 9"x 16" 8"x 13" —Multiple Span Joist 12'47 Min -1.—Multiple Span Joist 1 -0 2' 'Min- 14" Notes: 10"x 14" 9"x 11" "' "s- Additional holes maybe cut in the web provided theymeet Larger holes may be possible for either Single or 11"x 16" 10"x 14" Multiple span joists: use BC CALL®sizingsoftware the specifications as shown in the hole distance chart shown 16" p p above oras allowed using BC CALCe sizing software. 12"x 15" 11"x 12" for specific analysis. AJS® Joists Connection Details Connection on Steel Beam Connection with Hanger Hanger Connections to AJS Headers 4111) on Steel Beam ® `til,' • Backer blocks shall be at least 12"long per hanger. Attachment of nailer per • Nails shall be clinched when possible. design professional of record. • Verify capacity and fastening requirements Attachment of design .� I of hangers and connectors. nailerrper al of \ professional of Backer 1p. .44/44 ,444 record. '/ Block iipore, �0 1/a"to 2" F„ liir. gap'f li A, SteelEl'� beam. ei `✓ _ Yei I�1 "To Mount" "Face Mount" �`I' Backer block shall Backer block shall ' ' Backer block l. be tight to bottom be tight to bottom optional. of top flange with of top flange with 1/4"to2"gap at top 1/s"to2"gap at top • - Steel beam, of bottom flange. of bottom flange. Eloise Cascade EWP•ALL-JOIST,Installation Guide•08/29/2013 • • BOISE CASCADE° Rimboard .. ii,,,,,,,,,_, 1 BOISE CASCADE° Rimboard Product Profiles l 91/2" i 11'/8" ? 14" 1. l 16" ' i'1 i 1", 11/8" 1" 15/i6" 13/4" BOISE CASCADE® BOISE CASCADE® VERSA-LAM® VERSA-LAM® RIMBOARD OSB RIMBOARD* 1.4 1800* 2.0 3100* *18—24 inch deep rimboard are special order products, contact local supplier or Boise Cascade representative for product availability. • Perpendicular c 1 Parallel See chart for vertical load capacity. See chart for vertical load capacity. 's"dia through bolts (ASTM A307 Grades A&B,1 ' SAE 1gh9 Grades 1 or 2. or higher)with washers and nuts or?s"dia lag ,'I ' P screws(full penetration). Exterior it \ ♦ wood sheathing 350 lb capacity for e#le II 300"lb thickeracir I't • '4� \ If' 300rim,per for\ / ^/ / 1" per fastener (/ / OCX \/ Treated Lear;=;: / �• 1t • Use only fasten°:: • •\ / ' li . y C that are approver • • • rise with,correspon:f.: • • 4 'I wood treatment. I• • 4I BOISE CASCADE®Rimboard I� II Design of moisture control I' Min. 8d nails at 6"o.c.per IRC. by others(only structural Connection per design professional of components shown above) Min. 8d nails at 6"o.c.per IRC. For information regardingconnection of exterior decks to record's specification for shear transfer. Connection per design professional of interior floor systems per the 2009!RC.section 502.2.2.3, record's specification for shear transfer. contact Boise Cascade EWP Engineering. BOISE CASCADE° Rimboard Properties Vertical Load Capacity S fit Allowable Design Values Product Uniform[plf] Point[Ib] Gravity 18"& 22"& 18"& 22"& for Modulus ;Compression 16" 20" 24" 16" 20" 24" Maximum Floor Diaphragm Lateral Flexural, of Horizontal Perpendicular Depth Depth Depth Depth Depth Depth Lateral Capacity Nail Stress i Elasticity i Shear to Grain &Less &Less &Less &Less &Less &Less [Iblft] Design [Iblin1] [Ib/iinii I [Ibrn9] 1 [Ib/ini] 1"BOISE CASCADE* RIMBOARD rn&® 3300 1650 1650 3500 3500 3500 180 0.5 Limited span capabilities,see note 2 1"BOISE CASCADE RIMBOARD OSB i21 1W'BOISE CASCADE* 4400 3000 3000 3500 3500 3500 180 0.5 Limited span capabilities,see note 2 RIMBOARD OSB° p Permitted per building code for 151-16" 6000 5450 — 4450 4450 — �Inominal2'thick framingblocked 0.5 1800 1,400,0001 225 525 VERSA-LAM°1.41800 111 and unblocked diaphragms (4'nail spacing&greater) Permitted per building code for i 13/45700 4300 — 4300 3900 — all nominal 2'thick framing blocked 0.5 2800 .2,000,000 285 750 VERSA-LAW 2.0 3100111 and unblocked diaphragms (4'nail spacing 8 greater) Closest Allowable Nail Spacing-Narrow Face[in] Notes 10d,12d I 1. Per ICC ESR-1040. Product 8d 8d 10d&12d 16d Common& 16d 2. See Performance Rated Rim Boards, Box Common Box • Box 16d Sinker Common APA EWS#W345K for further product 1"BOISE CASCADE° 3 3 - - - information. RIMBOARD 1�1 1"or 1%"BOISE CASCADE° 3. Not all products and depths may be RIMBOARD OSB m 3 3 See note 2 for nailing information available.check with Boise Cascade representative for product availability. • 15/16,"VERSA-LAM®1.418001'1 3 3 3 3 4 6 • 1'A"VERSA-LAM°2.0 31000, 2 3 3 3 4 6 Boise Cascade EVvR•ALI_JOIST,'Installation Guide•08119/2013 AJS° Design Properties End Reaction[lbs] Intermediate Reaction[lbs] AJS® Moment Shear t 11,4 Bearing i 3%"Bearing 3W Bearing ' 5%"Bearing Joist Depth Weight M El x 106 K x 106 V [.. Series [inches] [pif] [ft-lbs] [lb-int] [lbs] [lb`s] No WS<'>= WS(2) No WS(I) WS(2) No WS") WS 2> !No WS"> WS(2) 9% 2.2 2450 182 5.2 1160_ 950 1240 1175 1480 2350 2450 . 2350 2450 ' AJS® 11% 2.5 3175 310 6.6 1490 a 955 1335 1215 1595 2390 2800 2390 2800 140 14 2.8 3825457 7.8 1790 960 1420 1250 1700 2430 3130 ; 2430 3130 16 3.1 4435 623 9.0 2065 970 1500 1285 1800 2465 3435 2465 3435 , 9% 2.2 2820 194 5.2 1160E 950 1240 1175 1480 2350 2450 2350 2450 AJS® 11% 2.5 3650 331 6.6 1490 r 955 1335 i 1215 1595 2390 j 2800 2390 2800 150 14 2.8 4390 487 7.8 1790 960 1420 j 1250 1700 2430 i 3130 2430 3130 16 3.1 5090 664 9.0 2065 970 1500 [ 1285 1800 2465 , 3435 2465 3435 9% 2.5 3395 232 5.2 1160 950 1240 1175 1480 2350 2450 2350 2450 AJS® 11% 2.8 4400 394 6.6 1490 955 1335 1215 1595 2390 2800 2390 2800 20 14 3.0 5295 578 7.8 1790 960 1420 1250 1700 2430 1 3130 2430 3130 16 3.3 6140 786 9.0 2065 970 1500 [ 1285 18002465 3435 2465 3435 9% 2.5 3895 244 5.2 1160 950 1240 1 1175 1480 2350 2450i 2350 2450 AJS® 11% 2.8 5045 414 6.6 1490 955 1335 1215 1595 2390 2800 ; 2390 2800 190 14 3.0 _ 6070 608 7.8 1790 960 1420 1250 1700 2430 1 3130 2430 3130 16 3.3 7040 827 9.0 2065 970 1500 1285 1800 2465 34352465 3435 91,4 3.1 5370 322 5.3 1160 950 1240 ; 1175 1480 2600 2850 i 2600 2850 AJS® 11% 3.4 6960 545 6.7 1490 955 1335 1215 1595 2690 3190 1 2690 3190 25 14 3.7 8380 798 7.9 1790960 1420 1250 1700 2770 3500 2770 3500 16 3.9 9720 1082 9.1 2065 E_ 970 1500 1285 1800 2850 3800 , 3800 NOTES: (1) No web stiffeners required. A _ 5 WI4 + N,p (2) Web stiffeners required. 384 El K (3) Not applicable,web stiffeners required. • Moment,shear and reaction values based upon a load duration of 100% A = deflection [in] and may be adjusted for other load durations. w = uniform load[lb/in] • Design values listed are applicable for Allowable Stress Design(ASD). Clear span [in] • No additional repetitive member increase allowed. El = bending stiffness[lb-int] BUILDING CODE EVALUATION REPORT K = shear deformation coefficient[Ib] - ICC ESR 1144(IBC, IRC) VERSA-LAM® Design Values Allowable Allowable Moment Allowable Allowable Moment Width Depth Weight Shear Moment of Inertia Width Depth Weight Shear Moment of Inertia Grade [in] [in] [Ib/ft] [Ib] [ft-lb] [in"] Grade [in] [in] [lb/ft] [Ib] [ft-lb] [in'] a e a 3% 1.5 998 776 5.4 5% 8.0 5237 6830 63.3 1 D cv 11,4 5% 2.4 1568 1821 20.8 5% 8.4 5486 7457 72.8 >c�._ 7% 3.2 2066 _ 3069 47.6 7% 11.0 7232 12566 166.7 3% 1.8 1164 1058 6.3 9'/. 14.1 9227 19908 346.3 5% 2.8 1829 2486 24.3 71/, 3.7 2411 4189 55.6 9% 14.5 9476 20937 375.1 91/ 4.7 3076 6636 115.411% 17.1 11222 28814 622.9 1 9% 4.8 3159 6979 125.0 511% 18.1 11845 31913 732.6 1% 11% 5.7 3741 9605 207.6 8 14 21.3 13965 43552 1200.5 o 11'/e 6.0 3948 10638 244.2 c% 16 24.4 15960 56046 1792.0 0 14 7.1 4655 14517 400.2 0 ch ' N 18 27.4 17955 70011 2551.5 o 16 8.1 5320 18682 597.3 ---- - 2 20 30.4 19950 85428 3500.0 a c18 9.1 5985 23337 850.5 2 - 24 36.5 23940 120549 6048.0 24 12.2 7980 40183 2016.0 u) i 9Y, 16.6 12303 26544 1 461.7 7i .. 5% 5.6 3658 C 4971 48.5 m con 7'/, 7.4 4821 8377 111.1 j 91,4 17.1 12635 27916 500.1 w 9% 9.4 6151 1 13272 230.8 11% 20.2 14963 38419 830.6 > 9% 9.6 6318 13958 250.1 _. 11% , 11/a 21.4 I 15794 42550 976.8 3/= 11% 11.4 7481 19210 415.3 7 14 • + 25.2 18620 58069 1600.7 ...__11% _ 12.1 789721275 4884 ! ........................__........i.__........._.................. 16 28.8 i 2128074728 2389.3 14 14.2 9310 29035 800.3 I 16 16.2 10640 37364 1194.7 18 32.4 23940 93348 3402.0 18 18.3 11970 46674 1701.0 20 36.0 2i-600-7 113904 { 4666.7 20 20.3 13300 j 56952 2333.3 1 24 43.2 1 31920 160732 j 8064.0 Boise:Cascade EWP•ALL.3OlST Installation Gude-08'2912013 • VERSA-LAM® Design Properties 11, • • Equivalent • • • • Tension i Compression Specific Gravity Modulus of Horizontal ' Parallel to Compression Perpendicular to for Fastener Elasticity I Bending Shear 1 Grain Parallel to Grain Grain Design E(x 106 psi)rn ' Fb(psi)f2x31 F8(psi)12)t4t Ft(psi)c sl F811(psi)l2l F81(psi)1)i6l (SG) Design Property Grade i VERSA-LAM5Beams 1 2.0 3100 2.0 3100 1 285 2150 ! 3000 750 0.5 • VERSA-LAM2 Studs 1 1.7 2650 1.7 2650 1 285 1650 1 3000 750 0.5 • • • • • • VERSA-LAM®Columns 1.8 2750 1.8 1 2750 1 285 1 1825 3000 750 0.5 1. This value cannot be adjusted for load duration. 5. Tension value shall be multiplied by a length factor,(4/L)'8 where L= 2. This value is based upon a load duration of 100%and may be adjusted for other load durations, member length[ft]. Use L=4 for members less than four feet long. 3. Fiber stress bending value shall be multiplied by the depth factor,(12/d)''9 where d=member 6. Stress applied parallel to the gluelines. depth[in]. • Design properties are limited to dry conditions of use where the 4. Stress applied perpendicular to the gluelines. maximum moisture content of the material will not exceed 16%. Multiple Member Connectors Side-Loaded Applications Designing Connections for Maximum Uniform Side Load[plf] Nailed '/2"Dia.Through Bok' W'Dia.Through Bohm Multiple VERSA-LAM® Members Number .2 rows 16d 3 rows 16d 2 rows @ 2 rows© 2 rows 2 rows @ 2 rows @ 2 rows of When using multiple ply VERSA-LAM''beams to create a wider Members Sinkers @ Sinkers @ 24"o.c. 12"o.c. @ 6"o.c. 24"o.c. 12"o.c. @ 6"0.0. 12"o.c. 12"o.c. staggered staggered staggered staggered staggered staggered member,the connection of the plies is as critical as determining the 1%"VERSA-LAM®(Depths of 18"and less) beam size. When side loaded beams are not connected properly, 2 I 470 I 705 1 505 I 1010 2020 560 1 1120 j 2245 the inside plies do not support their share of the load and thus the 3R) 1 350 1 525 I 375 I 755 1515 420 , 840 1 1685 load-carrying capacity of the full member decreases significantly. The 4(3) l use bolt schedule s 335 I 670 1345 370 I 745 i 1495 following is an example of how to size and connect a multiple-ply 31/2"VERSA-LAM® VERSA-LAMB floor beam. 2' use bolt schedule 1 855 1 1715 , N/A 1 1125 1 2250 1 N/A Given Beam shown below is supporting residential floor load 1%"VERSA-LAM®(Depths of 24") (40 psf live load,10 psf dead load)and is spanning 16'-0". Number ' Nailed 'A"Dia.Through BohmW Dia.Through Bolt i Beam depth is limited to 14". of 3 rows 16d 4 rows ltd 3 rows @ 3 rows @ 3 rows @ 3 rows @ 3 rows© 3 rows @ ' shown 1 Members' Sinkers @ Sinkers @ 24"o.c.8" 18"o.c.6" 12"o.c.4" 24"o.c.8" 18"o.c.6" 12"o.c.4" r clarity Hangers not 12"o.c. 12"o.c. staggered staggered staggered staggered staggered staggered fo rit [ 99 99 99 99 99 `_ 2 705 940 755 1010 t 1515 1 840 1120 I 1685 3(2) 525 705 565 755 1 1135 630 840 1260 ��� 4131 use bolt schedule j 505 670 1010 560 745 1120 I - �� 1. Design values apply to common bolts that conform to ANSI/ h•bolts and 2W for%"bolts. Bolt holes shall be the same ���-�_. ASME standard 818.21-1981(ASTM A307 Grades AO. diameter as the bolt. SAE J429 Grades 1 or 2 or higher). A washer not less than a 2. The nail schedules shown apply to both sides of a 3-member � �' standard cut washer shall be between the wood and the bolt beam. �� head and between the wood and the nut.The distance from 3. 7"wide beams must be top-loaded or loaded from both sides the edge of the beam to the bolt holes must be at least 2"for lesser side shall be no less than 25%of opposite side). Find: A multiple 1%"ply VERSA-LAM'that is adequate to support the design loads and the members proper.connection schedule. To o•-Loaded Ap•lications 1. Calculate the tributary width that beam is supporting: For top-loaded beams and beams with side loads with less than those shown: 14')2+18'12=16' Maximum Uniform Load Plies Depth Nailing From One Side 2. Use PLF tables on pages 30-32 of ASG or BC CALL"to Depths 11%"&less 2 rows 16d box/sinker nails @ 12"o.c. 400 Of size beam. (2)13/"plies Depths 14"-18" 3 rows 16d boxlsinker nails @ 12"o.c. 600 plf A Triple VERSA-LAMS 2.0 3100 1'/."x 14"is found to adequately support the design loads Depth=24" 4 rows 16d box/sinker nails @ 12"c.c. 800 plf 3. Calculate the maximum plf load from one side Depths 11%"&less 2 rows 16d box/sinker nails CO 12"o.c. 300 pff (the right side in this case). (3)1W plies a1 Depths 14"-18" 3 rows 16d box/sinker nails @ 12"o.c. 450 pff Max.Side Load=(18'/2)x(40+10 psf)=450 plf --__.............--- - ----------._____-__-.Depth =24" 4 rows 16d box/sinker nails @ 12"o.c. 600 pff 4. Go to the Multiple Member Connection Table,Side-Loaded Depths 18"&less 2 rows 1)2"bolts @ 24"o.c.,staggered 335 p11 _ Applications.1%"VERSA-LAM'.3 members (4)1%"plies Depth =24" 3 rows 1)2"bolts @ 24"o c.,staggered every 8" 505 pff 5. The proper connection schedule must have a capacity greater than Depths 18"&less 2 rows 1/2"bolts @ 24"c.c.,staggered 855 plf the max.side load: (2)3W plies Depth 20"-24" 3 rows 112"bolts @ 24"o.c.,staggered every 8" 1285 plf Nailed:3 rows 16d sinkers @ 12"o.c: 1. Beams wider than 7"must be designed by the engineer of record. specific connections with VERSA-LAME. 525 plf is greater than 450 plf OK 2 All values in these tables may be increased by 15%for snow-load 5. Connection values are based upon the 2005 NDS. Bolts:%"diameter 2 rows @ 12"staggered: roofs and by 25%for non-snow load roofs where the building 6. Fasten5aster TrussLok,Simpson Strong-Tie SDS,and 755 plf is greater than 450 OK code allows. USP WS screws may also be used to connect multiple P 3. Use allowable load tables or BC CALC'software to size beams. member VERSA-LA6r beams,contact Boise Cascade EWP 4. An equivalent specific gravity of 0.5 may be used when designing Engineering for further information. Boise Cascade EWP•ALLJOIST''Installation Guide•08i19i2013 VERSA-LAM® Beam Details/Allowable Nailing/Holes - VERSA-LAM® Beam Details Bearing at concrete/masonry walls Bearing for door or window header Beam to beam connector Bearing at column Provide • Strap per code If top plate is • not continuous over header. Verity hanger moisture barrier and 'h^air fY g lateral restraint space \ capacity with at bearing. li III� required \�,,,, hanger ���,,�,:/// 111N ` between manufacturer : , VERSA-LAM® lo / concrete �` column ' ��'no' and wood. Column connector F►, per design - ,� professional 0 Trimmers C�tiC� g cm of record Slope seat cut Bevel cut r Beam to concrete/masonry walls `'Bearing framing into wall I Wood top plate must be flush 110011.1111" ' with Inside of wall Eoj1tifp per c Sloped seat cut. Hanger 00 plate is ' Not inside - ', `^ inuous inside face + PM \ of bearing. �Ixmo ►. \ IIIMI DO NOT bevel cut VERSA-L4M' iliII beyond Inside face of wall �� 04 without approval from II Blocking notBoise Cascade EWP Engineering Moisture barrier between shown for clarity. al) or BC CALL®software analysis. concrete and wood VERSA-LAM'Installation Notes • Minimum of W air space between beam and wall pocket or adequate barrier must be • VERSA-LAM®beams are intended for interior applications only and should be kept as dry provided between beam and concrete/masonry. as possible during construction. • Adequate bearing shall be provided. If not shown on plans,please refer to load tables in • Continuous lateral support of top of beam shall be provided(side or top bearing framing). your region's Specifier Guide. Closest Allowable Nail Spacing Nailing Parallel to Glue Lines VERSA-LAM') & VERSA-RIM® Products (Narrow Face) Nailing I • Nailing Parallel to Glue Lines(Narrow Face)1f Perpendicular to Glue Lines (Wide Face) Nail Size VERSA-LAM® 1.4 1800 Rimboard VERSA-LAM® VERSA-LAM® 15/16 13/4" 3'/:"&Wider All Products O.C. End O.C. End O.C. End O.C. End [inches] [inches] [inches] [inches] [inches] [inches] [inches] [inches] r 8d Box 3 1/ i 2 1 2 '/ 2 / I 8d Common 3 2 1 3 2 2 1 2 1 10d&12d Box 3 2 3 2 2 1 2 1 Nailing Perpendicular to 16d Box 3 2 3....__....,__.. z 2 1 __ 2-- ...__—._3 Glue Lines (Wide Face) 10d&12d Common 4 3 1 4 3 I 2 2 2 2 Nailing Notes 16d Sinker 4 3 4 3 2 2 2 2 1) For 1W thickness and greater,2 rows 1_.. of nails(such as fora metal strap)are 16d Common 6 4 I 6 3 1 2 2 2 2 allowed(use W minimum offset between • Offset and stagger nail rows from floor sheathing and wall sole plate. rows and stagger nails). • Simpson Strong-Tie A35 and LPT4 connectors may be attached to the side VERSA-LAW/VERSA-RIM"). Use nails as specified by Simpson Strong-Tie. Allowable Holes in VERSA-LAM® Beams Notes See Note 3 1.Square and rectangular holes are not permitted. 2.Round holes may be drilled or cut with a hole saw '/s Depth anywhere within the shaded area of the beam. O ] 3.The horizontal distance between adjacent holes must be 0 y3 Depth at least two times the size of the larger hole. i '/a Depth j[ 4.Do not drill more than three access holes in any four foot long section of beam. – l– .... ,.._ 5. - 5.The maximum round hole diameter permitted is: ---,t— 1/3 span Vs span V End Bearing Intermediate Bearing Beam Depth Max Hole Diameter 6.These limitations apply to holes drilled for plumbing or wiring access only. The size and location of holes drilled for fasteners are 51/2" 3/4" governed by the provisions of the National Design Spec cation®for TA"" 1" Wood Construction. 7. Beams deflect under load. Size holes to provide clearance where 91/4"and greater 2" required. 8.This hole chart is valid for beams supporting uniform load only. For beams supporting concentrated loads or for beams with larger holes,contact Boise Cascade EVVP Engineering. Eloise Casc,de`_VVP•ALLJOIST`Installation Guide•08129/2013 ' U . , . 1 • . 1 1 • . S ' • Ili ' • & • • • r. • 1 Cts Site Storage Site Handling Protect AJS®Joists and VERSA-LAM° from the weathers , 7- t,' to irl m 1 ,_-II-34 Zi ... �.a .1..._ 4 i, • • • 1044,-- . 1, Unload from truck carefully using DO NOT lift AJS® Joists by top flange. appropriate equipment. �. J Joist VERSA-LAM likio VERSA-LAM' _it II ° - Keep at least 31/2'off the ground, more in wetter J ' areas.Align stickers one above another and space a maximum of 15 feet apart. Do not drop AJS°Joists from height. Avoid lifting AJS°Joists horizontally. This damage can be prevented Leave AJS®Joists banded together until ready Fork radius causes v"thick spacer on by making sure that all joists are first two joists to rise face of forks reduces sitting on the flat portion of the to install. t°above fork. lift to'4" (4 thick g saver virtually forks.This can be accomplished eliminates lift) by making sure that the forks are not fully extended into the unit A spacer may be required on the 11111111 IIIII front face of the forks in order to assure that the joists sit on the flat portion of the forks and wi:.:::,= I 141 th not come in contact with the 1 i ,rrre�rs� radius area of the forks.This pro- t___,i cedure will equalize the pressure - Flange crushing or break- on the flanges of all joists. age of outer AJS®Joist may occur at fork radius. AJS°Fork Radius Crushing BCI°Joists,VERSA-LAM°and ALLJOIST°must be stored,installed and used in accordance with the (~� Boise Cascade EWP Installation Guide,building codes,and to the extent not inconsistent with the Boise Cascade EWP Installation Guide,usual and customary building practices and standards. VERSA-LAM°, If in doubt ask! For them ALLJOIST°,and BCI°Joists must be wrapped,covered,and stored off of the ground on stickers at all ids Boise Cascade r times prior to installation. VERSA-LAM'°,ALLJOIST5 and BCI°Joists are intended only for applications ` EWP distributor/support that assure no exposure to weather or the elements and an environment that is free from moisture from center,call any source,or any pest,organism or substance which degrades or damages wood or glue bonds. Failure to correctly store, use or install VERSA-LAM°,ALLJOIST°,and BCI'°Joist in accordance with the Boise A,1-800-232-0788 ` t Cascade EWP Installation Guide will void the limited warranty. . BOISE CASCADE,TREE-IN-A-CIRCLE,BCI,BC CALC,BC COLUMN,BC FRAMER,BC RIM BOARD,BOISE GLULAM,SIMPLE FRAMING SYSTEM, VERSA-LAM,VERSA-RIM,VERSA-STRAND,and VERSA-STUD are trademarks of Boise Cascade Company or its affiliates. The information in this document pertains to use in the For information about UNITED STATES ONLY.Allowable Stress Design. Refer to Boise Cascade Engineered Wood Products, the ALLJOIST Specifier Guide Canada for use in Canada, including sales terms and conditions, Limit States Design. warranties and disclaimers. Your Dealer is: visit our website at www.BCewp.com i . 0Boise Cascade Engineered Wood Products Great products are only the beginning!. Copyright©Boise Cascade Wood Products, L.L.C. 2013 If no dealer is listed, call 1-800-232-0788 AIG US 08/29/2013 M N 83°51 '13" E e 70.36' (MEASURED) . a 5,-on_o --10'-0" { 55'-4"+/- , e°ep�p i 1 _ e4) r + - O i OPTIONAL POOL& N.5.....s1 i1 L_L) 1 DECK I O I I cp w U }'Fl=====a a===- Q Q W W ILI > 1E1 CO 1 CD r = I- a 1 EA6 _ N LJ pi N u_J . � - In . s 0 r__. a PI 0 4) k) o 1 /4411)1 eo N '' CD N COMMUNITY s O TURF BLOCK EVELOPIv,ima PERMEABLE PAVERS - z (TIP) Cr)`nAPPROVED LI_ m d i 5-0, --- is-0" 1 55'-3Y2"+/- J TQ 4th Street-LOT COVERAGE SE yMac S 83°41 '28" W Design 70.26' (MEASURED) FSM-O y56 3.9_^ s �t°sk��e<Ves T•co ?O?Al OJL7NGCP'fRIGE -05 5e„raersv e u WA";7 ORPI5250,.501)• ''7`- -accsav.e I.once 91:44 NC°AL Z? 5i=" °twr.Y.Tn 6006 MSC SAE WE1C9 44 52,E. TOTAL AOD11gNAL COan& 446 50n. ARCHITECTURAL SITE PLAN , &AREA . 4.347 50g Male* ,-H,L-Tr. i-I,L-?.-54Gi 294 561f'. UCI® -,4' 71P. ... - CUSTOM `.A1 .2