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116 JACKSON RD RES PERMRESIDENTIAL PERMIT CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ATLANTIC BEACH. FL 32233 PERMIT NUMBER RES18-0398 ISSUED: 1/28/2019 EXPIRES: 7/27/2019 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 di;;ricts, state a cies federal agencies. 120 JACKSON RD RESIDENTIAL NEVA,' SINGLE FAMILY RESIDENCE 172140 0000 116 JACK ON - NEW TTACHED SINGLE FAMILY $209458.65 DONN ERS S/D PT LOT 2 17 - COMPANY: .DD•STATE: MATHIEU BUILDERS 38 W 9TH ST ATLANTIC BEACH FL 32233 AF AB VENTURE LLC 1738 SELVA MARINA DR ATLANTIC BEACH FL 32233 WARNING TO OWNER: YOUR FAILURE TO RE=CORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOl ICE OF COMMENCEMENT. Issued Date: 1/28/2019 1 of 3 Roll off container company must be on City approved list . Container cannot be placed on City right-of-way. 1 PUBLIC WORKS DRIVEWAY APRON INFORMATIONAL Notes: All concrete driveway aprons must be 5 inches thick, 4000 psi, with fibermesh from edge of pavement to the property line. Reinforcing rods or mesh are not allowed in the right-of-way. Issued Date: 1/28/2019 1 of 3 Issued Date: 1/28/2019 2 of 3 RESIDENTIAL PERMIT PERMIT NUMBER CITY OF ATLANTIC BEACH RES18-0398 ISSUED: 1/28/2019 800 SEMINOLE ROAD fN EXPIRES: 7/27/2019 °';1'~ ATLANTIC BEACH. FL 32233 2 PUBLIC WORKS EROSION CONTROL INSTALLATION INFORMATIONAL Notes: Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities. Contact the Inspection Line (904-247 -5814) to request an Erosion and Sediment Control Inspection prior to start of construction. 3 PUBLIC WORKS ON SITE RUNOFF INFORMATIONAL Notes: All runoff must remain on-site during construction. 4 PUBLIC WORKS POST CONSTRUCTION TOPO SURVEY INFORMATIONAL Notes: If on-site storage is required, a post construction topographic survey documenting proper construction will be required. All water runoff must go to retention area and retention overflow must run to street. 5 PUBLIC WORKS ROLL OFF CONTAINER INFORMATIONAL Notes: Roll off container company must be on City approved list (Advanced Disposal, Realco Recycling, Shapells, Inc., Republic Services, Donovan Dumpsters, Phillips Containers, 1Dog/Dennis Junk Removal). Container cannot be placed on City right-of-way. 6 PUBLIC WORKS RIGHT OF WAY RESTORATION INFORMATIONAL Notes: Full right-of-way restoration, including sod, is required. 7 PUBLIC WORKS RUNOFF INFORMATIONAL Notes: All runoff must remain on-site. Cannot raise lot elevation. 8 PUBLIC WORKS TOPO SURVEY INFORMATIONAL Notes: Must provide a topographic (TOPO) survey with water retention for final C.O. Inspection. 9 PUBLIC UTILITIES UNDERGROUND WATER SEWER UTILITIES INFORMATIONAL Notes: Avoid damage to underground water and sewer utilities. Verify vertical and horizontal location of utilities. Hand dig if necessary. If field coordination is needed, call 247-5878. 10 PUBLIC UTILITIES METER BOX SEWER CLEAN OUT INFORMATIONAL Notes: Ensure all meter boxes, sewer cleanouts and valve covers are set to grade and visible. 11 PUBLIC UTILITIES RTl SEWER CLEANOUT INFORMATIONAL Notes: A sewer cleanout must be installed at the property line. Cleanout must be covered with an RT1 concrete box with metal lid. Cleanout to be set to grade and visible. R x A DESCRIPTION ACCOUNT QUANTITY PAID AMOUNT BUILDING PERMIT 455-0000-322-1000 0 $810.00 Issued Date: 1/28/2019 2 of 3 i RESIDENTIAL PERMIT CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ATLANTIC BEACH. FL 32233 PERMIT NUMBER RES18-0398 ISSUED: 1/28/2019 EXPIRES: 7/27/2019 BUILDING PLAN CHECK 455-0000-322-1001 0 $405.00 BUILDING PLAN REVIEW RESUBMITTAL SECOND 455-0000-322-1006 0 $50.00 CROSS CONNECTION 400-0000-343-3701 1 $50.00 PU REVIEW RESIDENTIAL BLDG 001-0000-329-1007 0 $50.00 PW REVIEW BUILDING MOD OR ROW 001-0000-329-1004 0 $25.00 PW REVIEW RESIDENTIAL BLDG 001-0000-329-1004 0 $100.00 SEWER SYSTEM DEVELOPMENT CHARGE 415-0000-324-0301 0.75 $4050.00 STATE DBPR SURCHARGE 455-0000-208-0700 0 $18.98 STATE DCA SURCHARGE 4S5-0000-208-0600 0 $12.65 WATER METER AND TAP 400-0000-343-3302 0 $800.00 WATER SYSTEM DEVELOPMENT IMPACT CHARGE 415-0000-324-0301 0.75 $1140.00 ZONING REVIEW SINGLE AND TWO FAMILY USES 001-0000-329-1003 0 $50.00 TOTAL: $7,561.63 Issued Date: 1/28/2019 3 of 3 City of Atlantic Beach Building Department r 800 Seminole Road J Atlantic Beach, Florida 32233-5445 Phone (904) 247-5826 - Fax (904) 247-5845 g' E-mail: building-dept@coab.us City web -site: http://www.coab.us APPLICATION NUMBER (To be assigned by the Building Department.) Z_�t�-vim-6 Date routed: I APPLICATION REVIEW AND TRACKING FORM Property Address: K) Applicant: _T H CL U 01 Lt, NQS � Project: -�YvtitL� `��SI�CNC� Review fee $ De ment review required Yes No Buildi anning & Zonin Tree Administrator u is or s Public Utilities PMITSgrely— Fire Services Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: ❑Approved. ®Denied. ❑Not applicable (Circle one.) Comments: UILDING PLAN G & ZONING Reviewed by: Date: TREE ADMIN. Second Review: Approved as revised. ❑Denied. ❑Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date:^J� FIRE SERVICES Third Review: Approved as revised. ❑Denied. ❑Not applicable Comments: �6c__ Reviewed by: Date: ' u Revised 05/19/2017 r OFFICE COPY Revision Request/Correction to Comments **HIGHLIALL HIGHLIGHTED IN HIGHLIGHTED IN J City of Atlantic Beach Building Department GRAY IS REQUIRED. 800 Seminole Rd, Atlantic Beach, FL 32233 `Cum Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: Re-rI q7 - Revision to Issued Permit OR Corrections to Comments Date: Project Address: Ry Contractor/Contact Name: -,W47Ph%tom Contact Phone: 7d K ��33� 1 Email: D0.5 T (ti MAT H l IR y hu 1 L4C- P -SX 6 Description of Proposed Revision / Corrections: 'y%.c,n4:5' —1 0 u0) ri (520 / ✓ affirm theer vision/correction to comments is inclusive of the proposed changes. (printed name) • Will proposed revision/corrections add additional square footage to original submittal? NNo ❑ Yes (additional s.f. to be added: ) FNO proposed revision/corrections add additional increase in building value to original submittal? ❑ *Yes (additional increase in building val ) (contractor must sign if increase in valuation) *Signature of Contractor/Agent: �I� (Office Use Only) MPSApproved ❑ Denied ❑ Not Applicable to Department Permit Fee D$$ J �� Revision/Plan Review Comments Department Review Required: Building Zoning Tree Administrator Public Works Public Utilities Public Safety Fire Services —/7-/q Reviewed By Date Updated 10/17/18 OFFICE COPY Building Permit Application Updated 10/9/18 City of Atlantic Beach Building Department "ALL INFORMATION 800 Seminole Road, Atlantic Beach, FL 32233 HIGHLIGHTED IN GRAY Phone: (904) 247-5826 Fax: (904) 2147-5845 Email: Building-Dept@coab.(uss C IS REQUIRED. Job Address: / / 9 6tt-le 5 GVl PQ . /9/3 Permit Number: Legal Description O S A C1 4 �0,-k 607 P/.2 C e. RE# Valuation of Work (Replacement Cost) $ /3D dDD�T Heat d/Cooled S on- Heated/Cooled Cv4 • Class of Work: 4nNew ❑Addition ❑Alteration ❑Repair ❑ ove ❑Demo []Pool ❑Window/Door • Use of existing/proposed structure(s): rte" Commercial esidential • If an existing structure, is afire sprinkler system installed?: Eyes ❑No • Will trees be removed in association with ro osed ro'ect? es must submit separate Tree Removal Permit E]No 1;:ribe in detail the type of work to be performed: ll LA)conSfrv+cm ��fWd s n�l� -Farn"j %Gl hMod . -7&c,-.60" /0/a, Florida Product Approval # for multiple products use product approval form City t, Cl State f- / Zip E -Mail afvr-S Igloo 4 ca . <n Y Owner or Agent (If Agent, Power of Attorney or Agency Letter Required) n/a Contractor Information Name of Company Address Ow , qyrl s Office Phone q0 9/,I — State Certification/Registration # I Architect Name & Phone # Engineers Name & Phone # Workers Compensation Insurer_ 0 l�d v�Qualifying Agent Z/U.5 'rrn R 'nain City t1t ,G to � Zip 3 v2 V Job Site Contact Number 3C /as- E -Mail Mu-j-�tn6-6- ,), 15, c"r OR Exempt ❑ Expiration Date Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all the laws 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. OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE REC DING YOMN TICE OF qGMMIEN ENT. (Signature of Owner or Agent) (Signature of Contractor) orn to (or farmed) before me this �lday of Signature of Notary) Notary Public State of Florida nown OR :P Heather Brown +� My Commission FF 239144 :ationation �torn� Expires06/09/2o19 ration: OFFICE COPY PERMITTED BUILDING DATA DO NOT WRITE BELOW - OFFICE USE ONLY Applicable Codes: 6 1 Edition (2017) Florida Building Code DEVELOPMENT SIZE: Habitable Space (ft`-') ` Non -Habitable Space (ftz) y�L LAND INFORMATION: Zoning District Flood Zone iG Minimum FFE /,�. 3 7 BUILDING INFORMATION: 7 Construction Type Occupancy Group Srne)P �a"" ; /y Number of Stories 2 Max Occupancy Load Fire Sprinklers Required CONDITIONS/ COMMENTS: Rev. 2.7.2018 City of Atlantic Beach Building Department r V 800 Seminole Road �. Atlantic Beach, Florida 32233-5445 Phone (904) 247-5826 • Fax (904) 247-5845 E-mail: building-dept@coab.us City web -site: http://www.coab.us APPLICATION NUMBER (To be assigned by the Building Department.) RC �c�� - C? -?n 0 Date routed: I APPLICATION REVIEW AND TRACKING FORM Property Address: Ca�C�SO� �0 Applicant: 'T 64 G_�-U a 01 L_( 55 Project: d` �LC-t ��sc�all)�� Review fee $ De ment review required Yes No Buildi anning & Zonin Tree minis rator ublic Works'*) Public Utilities ey Fire Services Dept Signature Other Agency Review or Permit Required Review or ReceiptDate 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: Approved. []Denied. []Not applicable (Circle one.) Comments: BUILDING PLANNING & ZONING�— Reviewed by:,/_.e=/J�67 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 '_ % I '1j>City of Atlantic Beach Building Department'ECIE1�' 800 Seminole Road Atlantic Beach, Florida 32233-5445 DEC 5 2018 Phone (904) 247-5826 • Fax (904) 247- �o; E-mail: building-dept@coab.us 8Y w City web -site: http://ww coab us Y. APPLICATION NUMBER (To be assigned by the Building Department.) 0 9 Date routed: I APPLICATION REVIEW AND TRACKING FORM Property Address: L I (' S Applicant: & f N, -C 64 t �, U U 01 L� �2S/ Project: ��-�,� �"`CM 6(G� r Review fee $ DqVA13ment review required Yes No uildi anning & Zonin Tree minis rator u is or s Public Utilities Vey Fire Services Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: [Approved. []Denied. ❑Not applicable (Circle one.) Comments: BUILDING y, I P10AS 1""' PLANNING &ZONING Reviewed by:2649eo��Date:4ze�-O 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 City of Atlantic Beach am APPLICATION NUMBER S � Building Department E (o be assigned by the Building Department.) 800 Seminole Road L �� ` 1 Atlantic Beach, Florida 32233-5445 ' DEC 2018 E-mail: building-dept@coab.us J Phone (904) 247-5826 • Fax (904) 247-5845 ate routed: I City web -site: http://www.coab.us BY:r_.___s_._.__.__ APPLICATION REVIEW AND TRACKING FORM Property Address:CKSO� Applicant: ��, `� ( i U V 01 Lid T Project: e t,� �"`C�(-ACL E� 'g-t6D&L� d`— m L Li cc�_ Department review required Yes No Buildi anning & Zonin Tree minis rator u is or s Public Utilities ey Fire Services Review fee $ JPO 9�9 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: APPLI TION STATUS Reviewing Department First Review: Approved. []Denied. ❑Not ap �able (Circle one.) Comments: plaa -6o rr lay_ -h �qSP.+/-hG�►� BUILDING PLANNING & ZONING Reviewed by: 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 City of Atlantic Beach PUBLIC UTILITIES DEPARTMENT `= 902 Assisi Lane ;kJ Jacksonville, FL 32233 (904)247-5834 NEW WATER / SEWER TAP REQUEST Date d' ,'Z- /D -/ Service Address JA0e:�4 I — ` Number of Units Commercial Residential °y Multi -Family New Water Tap(s) & Meter(s) Meter Size(s)�1� 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 Application # 0 (3f Water System Development Charge Sewer System Development Charge Water Meter Only Reclaim Meter Only Water Meter Tap Sewer Tap Cross Connection Other TOTAL APPROVED CITY STAFF USE ONLY $ �, pyo, tj $ $®dC� S Public Utilities Director or Authorized Signature Date r :7 —LV —� Notes ALL TAP REQUESTS MUST BE APPROVED BY THE PUBLIC UTILITIES DEPARTMENT BEFORE FEES CAN BE ASSESSED OFFICE COPY PRODUCT APPROVAL INFORMATION SHEET FOR THE CITY OF ATLANTIC BEACH, FLORIDA (*REQUIRED) *Project Address: 116-120 Jackson Road *owner/Project Name: AFAB Ventures/116/120 Townhomes Permit #: %% r( -3? As required by Florida Statute 553.842 and Florida Administrative Code Rule 96-72, 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 ,t\1 `� — 2. Sliding y► f G✓in0(ocJs +'oboe c ��„ �J Lo v (S 33 Y 3. Sectional 4. Garage Roll -Up er 9. e( zoo 1_'S 5 Z S o 5. Automatic 6. Other B. WINDOWS 1. Single hung 1 W J 0e„ 3S,(o M. 2. Horizontal slider 3. Casement 4. Double hung 5. Fixed // 1 W�w►els✓ �- osr 3S `l.0 1 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 . Category/Subcategory Manufacturer Product Description Limitation of Use State # Local # C. PANEL WALL 1. Siding James Hardie Artisan Lap Hvhz 10477.1 2. Soffits 3. EIFS James Hardie Hardieplank Lap 13192.2 4. Storefronts James Hardie Hardie Panel 13223.2 5. Curtain walls 6. Wall louvers 7. Glass block 8. Membrane 9. Greenhouse 10. Synthetic stucco 11. Other D. ROOFING PRODUCTS 1. Asphalt shingles 2. Underlayments a.�,c4 ` •�c t ��- i'_o3C) I 3. Roofing fasteners 4. Nonstructural metal roof 5. Built-up roofing 6. Modified bitumen 7. Single ply roofing 8. Roofing tiles 9. Roofing insulation 10. Waterproofing 11. Wood shingles/shakes 12. Roofing slate 13. Liquid applied roofing 14. Cement -adhesive coats 1S. 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 2. Bahama 3. Storm panels 4. Colonial 5. Roll -up 6. Equipment 7. Other F. STRUCTURAL COMPONENTS 1. Wood connector/anchor 2. Truss plates 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 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): Dustin Brown *Contractor Signatur *Company Name: Mathieu Builders Inc *Mailing Address: 38 W 9th Street *City: Atlantic Beach *State: FL *Zip Code: 32233 *Telephone Number: (904) 813-3661 *E-mail Address: Bustin@mathieubuilders.com Cell Phone Number: Fax Number: Page 4 of 4 Updated 10/17/18 r Anchor: ITW Tapcon or Tapcon LDT or Simpson Strong -Tie. keep each area clear of any hack jamb ITW Ramset/ Redhead Tapcon, 1/4" diameter, minimum 3.5" long with washer that conforms to ANSI B 18.22.1 type B. COPT fasteners ITW Ramset/ Redhead Large Diameter Tapcon, 3/8" diameter, minimum 4" long with washer that conforms to ANSI B 18.22.1 [y � F F I C E C O P� / Simpson Titen HD, 3/8" diameter, minimum 4" long with washer that conforms to ANSI B 18.22.1 type B. 3' Simpson Wedge -All, 3/8" diameter, minimum 4" long with washer that conforms to ANSI B 18.22.1 type B. R" When applying back jambs over dry wall or other non structural wall covering, use longer fasteners to insure minimum embedment required. 1 header / This chart applies to wood species with specific gravity greater than or equal to 0.42 including spruce pine fir (SPF) and southern pine (SP). See chart for minimum washer diameter. Washer diameters in chart are based on use of Spruce Pine Fir. Washers maybe 10% smaller when Southern Pine is used. 8" See chart for minimum edge distance required. Lowest anchor to be greater than the minimum edge distance up from the floor and less than 10 -inches from the floor. i I FASTENER SPACING (inches) I 2500 psi concrete I Filled CMU Simpson ITW Tapcon Strong -Tie I DOOR WIDTH (feet and inches) at a given DESIGN PRESSURE (PSF) 114" 11V 3/8" 3/8 3/8" 318" 14psf 17psf 20psf 24psf 28psf 32psf I 36psf 40psf 44psf 48psf 53psf 58psf 63psf 69psf 75psf 81psf 87psf 93psf 24 24 24 24 24 24 22'-9 18'-9 15'-11 13'-3 11'-4 9'-11 8'-10 T-11 T-3 6'-7 6'-0 5'-6 5'-0 4'-7 4'-3 3'-11 n/a n/a 24 22 24 24 24 24 24'-3 20'-0 17'-0 14'-1 12'4 10'-7 9'-5 8'-6 T-8 7'-0 6'-4 5'-10 5'-4 4'-11 4'-6 4'-2 n/a n/a 24 20 24 24 24 16 26'-6 21'-9 18'-6 15'-5 13'-3 11'4 10'-3 9'-3 8'-5 7'-8 7'-0 6'4 5'-30 5'4 4'-11 4'-6 4'-3 3'-11 24 18 24 22 24 16 28'-10 23'-9 20'-2 16'-10 14'-5 12'-7 11'-2 10'-1 9'-2 8'-5 T-7 6'-11 6'-S 5'-10 5'-4 4'41 4'-7 4'-4 24 17 24 20 24 16 31'-9 26-2 22'-3 18'-6 1S'-10 13'-10 12'-4 11'-1 10'-1 9'-3 8'-4 7'-8 T-0 6'-S 5'-11 5'-5 5'-1 4'-9 24 15 24 18 1 24 16 34'-3 28'-2 1 24'-0 20'-0 17'-1 15'-0 13'-4 12'-0 10'-10 10'-0 9'-0 8'-3 T-7 6'-11 6'-4 5'41 5'-6 5'-1 24 1s 24 17 16 16 36'-3 29'-10 25'-4 21'-2 18'-1 15'-30 14'-1 12'-8 11'-6 10'-7 9'-7 8'-9 8'-0 7'-4 6'-9 6'-3 5'-10 5'-5 22 13 24 16 16 8 n/a 32'-3 27'-5 22'-10 19'-7 17'-1 15'-2 13'-8 12'-5 11'-5 30'-4 9'-5 8'-8 7'-11 T-3 6'-9 6'-3 5'-10 21 13 24 15 16 8 n/a 33'-10 28'-9 24'-0 20'-6 18'-0 16'-0 14'-4 13'-1 12'-0 10'-10 T-11 9'-1 8'-4 7'-8 7'-1 6'-7 6'-2 19 12 24 14 16 8 n/a n/a 31'-4 26'-1 22'-S 19'-7 17'-5 15'-8 14'-3 13'-0 11'-30 10'-9 9'-11 9'-1 8'-4 T-8 T-2 6'-8 16 10 24 12 16 8 n/a n/a 36'-0 30'-0 25'-8 22'-6 20'-0 18'-0 16'-4 15'-0 13'-7 12'-4 11'-5 30'-5 9'-7 8'-10 8'-3 7'-8 16 30 24 11 8 8 n/a n/a n/a 31'-9 27'-2 23'-9 21'-2 19'-0 17'-3 15'-30 14'-4 13'-1 12'-1 11'-0 10'-1 9'-4 8'-9 8'-2 14 8 24 30 8 8 n/a n/a n/a 35'-9 30'-8 26'-10 23'-30 21'-5 19'-6 17'-30 16'-2 14'-9 13'-7 12'-5 11'-5 10'-7 9'-10 9'-2 12 7 20 1 9 1 8 8 n/a n/a n/a n/a n/a 30'41 27'-5 24'-8 22'-S 20'-7 18'-8 17'-0 15'-8 14'-4 13'-2 12'-2 11'-4 30'-7 11 7 20 8 8 8 n/a n/a n/a n/a n/a 31'-10 28'-3 25'-6 23'-2 21'-3 19'-2 1 17'-7 16'-2 14'-9 13'-7 12'-7 11'-8 30'-11 10 6 17 7 8 n/a n/a n/a n/a n/a n/a n/a 32'-0 28'-9 26'-2 24'-0 21'-8 19'-30 18'-3 16'-8 15'-4 14'-2 13'-2 12'-4 9 n/a 16 6 8 n/a n/a n/a n/a n/a n/a n/a n/a 32'-0 29'-1 26'-8 24'-1 22'-0 20'-3 18'-6 17'-0 15'-9 14'-8 13'-9 8 n/a 13 6 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 30'41 28'-0 25'-7 23'-6 21'-6 19'-9 18'-3 17'-0 15'-11 n/a n/a 12 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 32'-4 29'-7 27'-3 24'-10 22'-10 21'-2 19'-8 18'-5 2500 psi concrete Filled CMU 14psf 17psf 20psf 24psf 28psf 32psf 36psf 40psf 44psf 48psf 53psf 58psf 63psf 69psf 75psf 81psf 87psf 93psf ITW Tapcon ITW LDT Titen WBdg.- DOOR WIDTH (feet and inches) at a given DESIGN PRESSURE (PSF) HD All 1/4" 1/4" 3/8" 3/8"L2.75" 3/8" FASTENER DIAMETER 1.75" 1.75" 2.5" 2.5" 2.68" EMBEDMENTLENGTH 1-1/8" 7/8" 1-1/2" 1" 1-1/8" WASHER DIAMETER 2-1/2" 2-1/2" 3" 3" 4" EDGE DISTANCE 508# 319# 859# 371# 340# FASTENER LOAD CAPACITY Digitally signed by John E. Scates P.E. Manufacturer s installation instructions must be followed. Date: 2018.02.07 15:11:58 -06'00' Maximum spacing shown in chart. Lesser spacing may be used to avoid interference with door hardware and or fastening system, but not less than 6". Load per jamb = 0.5 x door width x max positive pressure x door height. 8" CMU block walls shall comply with ASTM C90. Use minimum 2000 psi grout or concrete when filling CMU. CMU fastener spacing distance may vary +/- I ". John E. Scales, P.E. 2560 King Arthur, Ste 124-54 Lewisville, TX 75056 Florida P.E. # 51737 TXPE 56308, F-2203 // S- SQ1p // No. 51737 �0 STATE OFA- �jO•r �••:cIOR�QP Q�?�� . Highest anchor installed at least as high as door opening. Anchors to be evenly spaced between the header and the floor. 20 structural grade lumber. May be counterbored up to 3/8" deep at each anchor location to provide a flush mounting surface. First anchor to start at no more than half the fastener spacing distance and no less than the minimum edge distance. Supporting structural elements shall be designed by a registered -1 professional engineer for wind loads in addition to other loads. This drawing does not address the jamb/wall design, but only door attachment. Jamb/wall construction is shown only for illustration purposes. The building designer is responsible for ensuring that the jamb/wall is sufficient to carry the door live and static loads. This drawing does not address the spring pad connections. Registered professional engineer may approved an alternative design. TOMJ0O0 "" none 0Opp DATE 2-18-2015 Back Jamb Attachment Detail Concrete Anchors Professional Engineer's seal provided only for verification of windload construction details. I C.H.I. Drawing: BJA-101 Rev. -07 Use SP values only if both structure and jamb are Southern Pine. Use SPF values when Spruce -Pine -Fir is present in structure or jamb material. Lesser spacing may be used to avoid interference with door hardware and or fastening system. Maximum spacing shown in chart. Lag screw: 3/8" diameter x 3" minimum long; must conform to ANSI/ASME B 18.2.1 When applying back jambs over dry wall or other non structural wall covering, use longer lags screws to insure 1-1/2" minimum embedment required. Washer: 1-1/8" minimum outside diameter, must conform to ANSI B18.22.1 type A. Pre -drill 1/4" diameter pilot holes for lag screw insertion. 1-1/2" minimum lag screw edge distance required. Spruce -Pine -Fir (SPF) MAX LAG SCREW SPACING (Inches) FOR DOOR WIDTH (max) vs DESIGN PRESSURE 1R" MIN — ATTACHMENT OF 2x6 WOOD JAMB Y2" SHEATHING MAX WIDTH IN FEET i '. • �l/ /0� •.�R� OR�pP NMaxi�� . load per jamb = x door height) x width) x (maximum positive pressure)John charts //S/QNAL a DESIGN PRESSURE IN POUNDS -PER -SQUARE -FEET (PSF) Alternative design may be approved by a registered professional engineer. Supporting structural elements shall be designed by a registered professional Lewisville, TX 75056 12 PSF 15 PSF 18 PSF 21 PSF 24 PSF 27 PSF 30 PSF 33 PSF 36 PSF 39 PSF 42 PSF 46 PSF 50 PSF 53 PSF s 9' 24" 24" 24" 24" 24" 24" 24" 24" 24" 24" 24" 24" 24" 24" 10, 24" 24" 24" 24„ 24" 24" 24" 24" 24„ 24„ 24" 24" 23„ 21" 12' 24" 24" 24" 24" 24" 24" 24" 24" 24" 24" 22" 20" 19" 18" 14' 24" 24" 24" 24„ 24" 24" 24" 24" 22" 21" 19" 17" 16" 15" 15' 24" 24" 24" 24" 24" 24„ 24„ 23" 21" 19„ 18" 16" 15" 14" 16' 24" 24" 24" 24" 24" 24" 24" 21" 20" 18" 17" 15" 14" 13" 18' 24" 24" 24" 24" 24" 23" 21" 19" 17" 16" 15" 13" 12" 12" 20' 24" 24" 24" 24" 24„ 21„ 19" 17" 16" 14„ 13„ 12" 11" 10" 22' 24" 24" 24" 24„ 21" 19" 17" 15" 14" 13„ 12" 11" 10" 91, 24' 24" 24" 24" 22" 20" 17" 16" 14" 13" 12" 11" 101, 91, 9" 26' 24" 24" 24" 21" 18" 161. 14" 13" 12" 11„ 101, 9•1 81. 8" 30' 24" 24„ 21" 18„ 16" 14" 12" 11" 10" 91, 9" 8" 7" 7" Southern Pine (SP) MAX LAG SCREW SPACING (Inches) FOR DOOR WIDTH (max) vs DESIGN PRESSURE MAX WIDTH i '. • �l/ /0� •.�R� OR�pP NMaxi�� . load per jamb = x door height) x width) x (maximum positive pressure)John charts //S/QNAL a DESIGN PRESSURE IN POUNDS -PER -SQUARE -FEET (PSF) Alternative design may be approved by a registered professional engineer. Supporting structural elements shall be designed by a registered professional Lewisville, TX 75056 IN FEET 12 PSF 15 PSF 18 PSF 21 PSF 24 PSF 27 PSF 30 PSF 33 PSF 36 PSF 39 PSF 42 PSF 46 PSF 50 PSF 53 PSF 5 10' 24" 24" 24" 24" 24„ 24" 24" 24" 24" 24" 24" 24" 24" 241, 12' 24" 24" 24" 24„ 24„ 24" 24" 24" 24" 24" 24" 24" 24" 23„ 14' 24" 24" 24" 24„ 24" 24" 24" 24" 24" 24" 24" 23" 21" 20" 15' 24" 24" 24" 24" 24" 24" 24" 24" 24" 24" 23" 21" 19„ 18" 16' 24„ 24" 24" 24" 24" 24" 24" 24" 24" 23" 22" 20" 18" 17" 18' 24" 24" 24" 24" 24„ 24" 24„ 24" 22" 21" 191, 17" 16" 15" 20' 24" 24" 24" 24" 24" 24" 24" 22" 20" 19" 17" 16" 14" 14" 22' 24" 24„ 24" 24" 24" 24" 22" 20" 18" 17" 16" 14" 13" 12" 24' 24" 24" 24" 24" 24" 22" 20" 18" 17" 15" 14" 13" 12" 11" 26' 24" 24" 24" 24" 23" 21" 19„ 17" 15" 14" 13„ 12" 11„ 10" 30' 24" 24" 24" 23" 20" 18" 16" 15" 13" 12" 11" 10" 9" 9" E. SCgr // %• , No. 51737 tit Digitally signed by John E. Scates RE= Date: 2018.02.07 15:11:28 -06'00' �0 STATE OF Southern Pine (SP) specific gravity = 0.55; load per anchor = 620 pounds. Spruce -Pine -Fir (SPF) specific gravity = 0.42; load per anchor = 482 pounds. i '. • �l/ /0� •.�R� OR�pP NMaxi�� . load per jamb = x door height) x width) x (maximum positive pressure)John charts //S/QNAL a do not addressum These pring5 pad connectionsoto the buildinr g. E. Scates, P.E. 2560 King Arthur, Ste 124-54 /81111110 0 Alternative design may be approved by a registered professional engineer. Supporting structural elements shall be designed by a registered professional Lewisville, TX 75056 J engineer for wind loads in addition to other loads. Florida P.E. # 51737 Professional Engineer's seal provided only for TXPE 56308, F-2203 verification of windload construction details. 1/2' MIN 1/2" MIN 1/2" MIN ATTACHMENT OF 2x6 WOOD JAMB ON SHEATHING Y8" x 3" LAG SCREWS Y2" SHEATHING J %" x 3-1/2" LAG SCREWS r keep each area clear of any back jamb attachment fasteners 8„ header KEIV�ZZ,Am FBI IE111111WEMME Highest anchor installed at least as high as door opening. Anchors to be evenly spaced between the header and the floor. 2x6 structural grade lumber. May be counterbored up to 3/8„ deep at each anchor location to provide a flush mounting surface. First anchor to start at no more than half the fastener spacing distance and no less than the minimum edge distance. OOO SCALE none �Omj 0 QED DATE „ 4-25-2017 Back Jamb Attachment Detail Lag Screw C.H.I. Drawing: BJA- 1021 Rev. -06 §elf tapping screws (with steel) Screw: 1/4" dia x 3/4" self tapping screw; must conform to ANSVASME B18.2.1. 100" x 1 " fillet welds track Welds performed b a Certified Welder or inspected h a USE 9/16" Via" steel lambs; allowable load per screw= 444 lbs. P Y Pe Y ' MINIMUM bracket or Allowable load per screw; 12 gauge = 209 lbs, 14 gauge = 143 lbs, and 16 gauge = 110 lbs. Certified Welding Inspector to verify integrity of welds. rgverse4;9/116" DIAMETER 12 gauge or /6' steel Jambs; allowable load per weld= 1,272 lbs. an Continuous Optional Washer: 9/16" O.D. minimum; must conform to ANSI B18.22.1 type A. gle WASHER IF Use all necessary precautions when welding galvanized steel. CREW HEAD angle Washer not required if fastener head has minimum 9/16" outside diameter. Welds to be evenly spaced between header and floor. S LESS THAN Lowest fastener to be within 10 -inches of the floor Lowest weld to be within I0 -inches of the floor DIAMETER Maximum spacing shown in than. Lesser spacing may be used to avoid interference with daft component system. Minimum of 3 welds per jamb required. Add holes to continuous angle as required to satisfy fastener spacing in these charts. Fillet welds to have a straight or convex face surface. These chart% do not address spring pad connections to the building. Tack weld toe of angle at same spacing to prevent rotation of track angle. Load per jamb = 0.5 x door width x max positive pressure x door height Cracks and blemishes shall be ground to a smooth contour and checked to ensure soundness. These charts do not address spring pad connections to the building . DOOR WIDTH (feet and inches) at a given DESIGN PRESSURE (PSF) Load per jamb =0.5 x door width x max positive pressure x door height 14psf 17psf 20psf 24psf 28psf 32psf 36psf 40psf 44psf 48psf 53psf 7'-10 6'-5 5'-6 4'-7 3'-11 3'-5 3'-0 n/a n/a n/a n/a track bracket or 9'-5 7'-9 6'-7 5'-6 4'-8 4'-1 3'-8 n/a n/a n/a n/a continuous angle 9'-11 8'-2 6'-11 5'-9 4'-11 4'-4 3'-10 n/a n/a n/a n/a g reverse angle 11'-9 9'-8 8'-3 6'-30 5'-10 5'-1 4'-7 4'-1 n/a n/a n/a 13'-5 11'-1 9'-5 7'-30 6'-8 5'-10 5'-2 4'-8 4'-3 3'-11 n/a 14'-1112'-3 10'-5 8'-8 7'-5 6'-6 5'-9 5'-2 4'-9 4'-4 3'-11 15'-8 12'-1111'-0 9'-2 7'-10 6'-10 6'-1 5'-6 5'-0 4'-7 4'-1 .100" x 1" long fillet weld 20'-5 16'-9 14'-3 11'-11 10'-2 8'-11 7'-11 7'-1 6'-6 5'-11 5'-4 4'-11 4'-6 4'-1 n/a n/a n/a n/a (E60XX Electrodes Min). 22'-4 18'-5 15'-8 13'-0 11'-2 9'-9 8'-8 7'-10 7'-1 6'-6 5'-10 5'-4 4'-11 4'-6 4'-2 n/a n/a n/a Weld to be located vertically on 24'-6 20'-2 17'-1 14'-3 12'-3 10'-8 9'-6 8'-6 7'-9 7'-1 6'-5 5'-11 5'-5 4'-11 4'-6 4'-2 3'-11 n/a angle at spacing specified in chart and tack weld toe of angle or 29'-10 24'-7 20'-1 17'-5 14'-11 13'-0 11'-7 10'-5 9'-6 8'-8 7'-10 7'-2 6'-7 6'-0 5'-6 5'-1 4'-9 4'-5 track bracket at same spacing. 31'-5 25'-10 22'-0 18'-4 15'-8 13'-9 12'-2 11'-0 10'-0 9'-2 8'-3 7'-7 6'-11 6'-4 5'-10 5'-5 5'-0 4'-8 40'-10 33'-7 28'-7 23'-1 20'-5 17'-10 15'-10 14'-3 13'-0 11'-11 10'-9 9'-10 9'-0 8'-3 7'-7 7'-0 6'-6 6'-1 n/a 39'-2 33'-3 27'-9 23'-9 20'-9 18'-6 16'-7 15'-1 13'-1 12'-6 11'-5 10'-6 9'-7 8'-10 8'-2 7'-7 7'-1 n/a n/a 41'-9 34'-1 29'-1 26'-1 23'-2 20'-1019'-0 17'-5 15'-9 14'-4 13'-3 12'-1 11'-1 10'-3 9'-7 8'-11 n/a n/a n/a 39'-9 34'-0 29'-9 26'-6 23'-10 21'-8 19'-1 18'-0 16'-5 15'-1 13'-9 12'-8 11'-9 10'-1110'-3 n/a n/a n/a n/a 36'-4 31'-9 28'-3 25'-5 23'-1 21'-2 19'-2 17'-6 16'-1 14'-8 13'-6 12'-6 11'-8 10'-11 n/a n/a n/a n/a n/a 36'-8 32'-7 29'-4 26'-8 24'-5 22'-1 20'-2 18'-7 17'-0 15'-7 14'-5 13'-5 12'-7 n/a n/a n/a n/a n/a n/a 35'-4 31'-9 28'-10 26'-6 24'-0 21'-1120'-2 18'-5 16'-1115'-8 14'-7 13'-8 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 32'-30 30'-3 27'-7 25'-5 23'-6 21'-1120'-6 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 31'-7 29'-0 26'-1125'-0 23'-5 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 31'-4 29'-2 27'-4 14psf 17psf 20psf 24psf 28psf 32psf 36psf 40psf 44psf 48psf 53psf 58psf 63psf 69psf 75psf 81psf 87psf 93psf DOOR WIDTH feet and inches at given DESIGN PRESSURE PSF Alternative design maybe engineer. approvedbya ( I fi ( I licensed professional engineer. Supporting structural elements shall be r designed by a licensed professional engineer 1 , for wind loads in addition to other loads. `��1 I 1 (� ��/// This drawing does not address the jamb/wall BC4p, N/ design, but only door anacy for it Jamb/wall \ �` EN.. � construction is shown only for illustration \\ '0\Ci a('• �� PmW�s. The building designer is responsible �•� for ensuring that the jamb/wall is sufficient to No. 51737 carry the door live and static loads. * = 00� SCALE ' * none John E. States, P.E.STATE OF ;WTom 0 O DDD DATE ^ p ^ C V H O R S ^-1 0-^01`) hur, Ste 124-54 2560 King Florida ET 51737 6 Digitally signed by John E. SCates P.E. '/�ojj�sS/p R o��6?\\` �j/ NA �� Steel Attachment Detail TXPE 56308, F-2203 Date: 2018.02.07 15:11:13 -06'00' L //1111110\ J Professional Engineer's seal provided only for verification of windload construction details. C.H.I. Drawing: BJA-103 Rev. -07 ATTACHMENT SPACING (inches) SCREWS SCREWS SCREWS WELDS SCREWS WELDS 16 ga 14 ga 12 ga 12 ga 3/16" 3/16" jamb jamb jamb jamb jamb jamb 24 31 36 36 36 36 20 26 36 36 36 36 18 24 36 36 36 36 16 20 30 36 36 36 14 18 26 36 36 36 12 16 24 36 36 36 12 15 22 36 36 36 9 12 17 36 36 36 8 10 16 36 34 36 7 10 14 36 31 36 6 8 12 36 25 36 6 7 11 36 24 36 n/a 6 8 36 18 36 n/a 5 7 36 16 36 n/a n/a 6 36 12 36 n/a n/a 5 32 11 32 n/a n/a n/a 30 10 30 n/a n/a n/a 26 9 26 n/a n/a n/a 24 8 24 n/a n/a n/a 16 5 16 n/a n/a n/a 14 n/a 14 n/a n/a n/a 12 n/a 12 —SCREWS SCREWS SCREWS WELDS SCREWS WELDS 16 ga 14 ga 12 ga 12 ga 3/16" 3/16" Jamb jamb jamb jamb jamb jamb ATTACHMENT SPACING (inches) 130N 143p 209N 1272N 4448 12727f LOAD PER FASTENER (pounds) Simpson Titen HD; 3/8" diameter x 3" long (minimum). Simpson Wedge -All; 3/8" diameter x 3" long (minimum). ITW Ramset/ Redhead Large Diameter Tapcon, 3/8" diameter, minimum 2" long with washer that conforms to ANSI B 18.22.1 type B. Use a fastener for every track bracket unless the quantity of fasteners determined from this chart is more than the quantity of track brackets specified on the door drawing. Add track brackets as required to satisfy fastener spacing in these charts. Maximum spacing shown in chart. Lesser spacing may be used to avoid interference with door hardware and or fastening system, but not less than 6". See chart for minimum edge distance required. _ .I Load per jamb = 0.5 x door width x max positive pressure x door height i ' Manufacturer's installation instructions must be followed. 8" CMU block walls shall comply with ASTM C90. Use minimum 2000 psi grout or concrete when filling CMU. I. Fastener spacing distance may vary +/-1". [- FASTENER SPACING (inches) Filled CMU DOOR WIDTH (feet and inches) at a given DESIGN PRESSURE (PSF) Simpson Simpson Titen Wedge - 14psf 17psf 20psf 24psf 28psf 32psf 36psf 40psf 44psf 48psf 53psf 58psf 63psf 69psf 75psf 81psf 87psf 93psf HD All n/a 24 24'-3 20'-0 17'-0 14'-2 12'-1 10'-7 9'-5 8'-6 7'-8 7'-1 6'-4 5'-10 5'-4 4'-11 4'-6 4'-2 n/a n/a 24 16 34'-3 28'-2 24'-0 20'-0 17'-1 15'-0 13'-4 12'-0 10'-10 10'-0 9'-0 8'-3 7'-7 6'-11 6'-4 5'-11 5'-6 5'-1 16 16 36'-5 30'-0 25'-6 21'-3 18'-2 15'-11 14'-2 12'-9 11'-7 10'-7 9'-7 8'-9 8'-1 7'-4 6'-9 6'-3 5'-10 5'-S 16 8 n/a n/a 36'-0 30'-0 25'-8 22'-6 20'-0 18'-0 16'-4 15'-0 13'-7 12'-4 11'-5 10'-5 9'-7 8'-10 8'-3 7'-8 8 8 n/a n/a n/a n/a n/a 31'-10 28'-4 25'-6 23'-2 21'-3 19'-2 17'-7 16'-2 14'-9 13'-7 12'-7 11'-8 10'-11 8 n/a n/a I n/a I n/a n/a n/a n/a n/a n/a 32'-8 30'-0 27'-2 24'-9 22'-10 20'-10 19'-2 17'-9 16'-6 15'-5 Simpson Simpson 14 sf I 17 sf I 20 sf I 24 sf 28 sf I 32 sf I 36 sf I 40 sf I 44 sf I 48 sf I 53 sf I 58 sf 63 sf 69 sf 75 sf 81 sf 87 sf 93 sf Titen WAll DOOR WIDTH (feet and inches) at a given DESIGN PRESSURE (PSF) 3/8" 3/8" FASTENER DIAMETER 2.7S" 2.68" EMBEDMENT LENGTH 4" 4" EDGE DISTANCE 480# 340# FASTENER LOAD CAPACITY These charts do not address spring pad connections to building. Alternative design may be approved by a registered professional engineer. F 1 1 III 1 ��/ Supporting structural elements shall be designed by a registered professional engineer for wind loads in addition to other loads. \ok \S. S / This drawing does not address the wall design, but only door Wall for illustration \\\ ------attachment. -/// attachment. construction is shown only The building designer is forertsuring i purposes. responsible that the wall is sufficient to carry the door live and static loads. No. 51737 r SCALE * = OOO none ELL ,O STATE OF W \ i -P 01=10 DATE p V M A 0 R S 2-18-2015 2560 Ring Arthur, Ste 124-54 /O'cFs OR10P•�1(�\��\\ CMU Block Wall John E. s P.E. ///�/S ONA\. E\\\� Lewisville, TX lly signedb15 DigitFloridai Attachment Detail 51737 Datea201 02 0 1059-06'OOy TXPE 56308, F-2203 C.H.I. Drawing: BJA-104 Rev. -U7 Professional Engineer's seal provided only fr ovcriIication of windload construction details. g FASTENER SPACING 2500 psi concrete 20psf Simpson 28psf Strong- ITW Tapcon Tie 44psf 48psf 3/8" 58psf 63psf Wedge - 1/4" 3/8" All 24 36 24 24 36 22 24 36 20 24 36 18 24 36 16 22 34 15 21 32 14 19 30 13 17 26 11 15 24 10 13 20 8 10 16 n/a 9 14 n/a 8 12 n/a ITW Tapcon Simpson 10'-2 Strong - 8'-6 Tie 1/4" 3/8" 3/8" 1.75" 2.5" 2.68" 2.5" 3" 4" 508# 764# 340# Anchor: ITW Tapcon or Tapcon LDT or Simpson Strong -Tie Wedge -All. ITW Ramset/ Redhead Tapcon, 1/4" diameter, 2" long (minimum) ITW Ramset/ Redhead Large Diameter Tapcon, 3/8" diameter, 2-3/4" long (minimum) Simpson Wedge -All; 3/8" diameter x 2" long (minimum). Use a fastener for every track bracket unless the quantity of fasteners determined from this chart is more than the quantity of track brackets specified on the door drawing. Add track brackets as required to satisfy fastener spacing in these charts. Maximum spacing shown in chart. Lesser spacing may be used to avoid interference with door hardware and or fastening system, but not less than 6". See chart for minimum edge distance required. Concrete walls shall be minimum 2500 psi concrete and shall be of sufficient strength to resist loads. Load per jamb = 0.5 x door width x max positive pressure x door height. Manufacturers installation instructions must be followed. DOOR WIDTH (feet and inches) at a given DESIGN PRESSURE (PSF) 14psf 17psf 20psf 24psf 28psf 32psf 36psf 40psf 44psf 48psf 53psf 58psf 63psf 69psf 75psf 81psf 87psf 93psf 24'-3 20'-0 17'-0 14'-2 12'-1 10'-7 9'-5 8'-6 7'-8 7'-1 6'-4 5'-10 5'-4 4'-11 4'-6 4'-2 n/a n/a 26'-5 21'-9 18'-6 15'-5 13'-2 11'-7 10'-3 9'-3 8'-5 7'-8 6'-11 6'-4 5'-10 5'-4 4'-11 4'-6 4'-3 3'-11 29'-1 24'-0 20'-4 17'-0 14'-6 12'-9 11'-4 10'-2 9'-3 8'-6 7'-8 7'-0 6'-5 5'-10 5'-5 5'-0 4'-8 4'-4 32'-4 26'-8 22'-8 18'-1016'-2 14'-2 12'-7 11'-4 10'-3 9'-5 8'-6 7'-9 7'-2 6'-6 6'-0 5'-7 5'-2 4'-10 36'-3 29'-10 25'-4 21'-2 18'-1 15'-10 14'-1 12'-8 11'-6 10'-7 9'-7 8'-9 8'-0 7'-4 6'-9 6'-3 5'-10 5'-5 n/a 31'-8 26'-1122'-5 19'-3 16'-1014'-1113'-5 12'-3 11'-2 10'-2 9'-3 8'-6 7'-9 7'-2 6'-7 6'-2 5'-9 n/a 33'-8 28'-7 23'-10 20'-5 17'-10 15'-11 14'-3 13'-0 11'-11 10'-9 9'-10 9'-1 8'-3 7'-7 7'-0 6'-7 6'-1 n/a 35'-1130'-6 25'-5 21'-9 19'-1 16'-1115'-3 13'-1012'-8 11'-6 10'-6 9'-8 8'-10 8'-1 7'-6 7'-0 6'-6 n/a n/a 35'-3 29'-4 25'-2 22'-0 19'-7 17'-7 16'-0 14'-8 13'-3 12'-1 11'-2 10'-2 9'-4 8'-8 8'-1 7'-6 n/a n/a n/a 31'-9 27'-3 23'-10 21'-2 19'-1 17'-4 15'-11 14'-4 13'-2 12'-1 11'-0 10'-2 9'-5 8'-9 8'-2 n/a n/a n/a n/a 32'-8 28'-7 25'-5 22'-1120'-1019'-1 17'-3 15'-9 14'-6 13'-3 12'-2 11'-3 10'-6 9'-10 n/a n/a n/a n/a n/a n/a 31'-9 28'-7 26'-0 23'-10 21'-7 19'-9 18'-2 16'-7 15'-3 14'-1 13'-2 12'-3 n/a n/a n/a n/a n/a n/a n/a 32'-8 29'-9 27'-3 24'-8 22'-6 20'-9 18'-1117'-5 16'-2 15'-0 14'-0 n/a n/a n/a n/a n/a n/a n/a n/a n/a 31'-9 28'-9 26'-3 24'-2 22'-1 20'-3 18'-9 17'-6 16'-4 14psf 17psf 20psf 24psf 28psf 32psf 36psf 40psf 44psf 48psf 53psf 58psf 63psf 69psf 75psf 81psf 87psf 93psf DOOR WIDTH (feet and inches) at a given DESIGN PRESSURE (PSF) FASTENER DIAMETER EMBEDMENT LENGTH EDGE DISTANCE FASTENER LOAD CAPACITY Digitally signed by John E. Scates P.E. Date: 2018.02.07 15:10:42 -06'00' John E. Scates, P.E. 2560 King Arthur, Ste 124-54 Lewisville, Tx 75056 Florida P.E. # 51737 TXPE 56308, F-2203 Professional Engineer's seal F SC'�rF%moi No. 51737 * i * ; Jr- -0 STATE OF jP0,�. S/ONA; L J for verification of windloal construction details. Supporting structural elements shall be designed by a registered professional engineer for wind loads in addition to other loads. This drawing does not address the wall design, but only door attachment. Wall construction is shown only for illustration purposes. The building designer is responsible for ensuring that the wall is sufficient to carry the door live and static loads. This drawing does not address the spring pad connections. Registered professional engineer may approved an alternative design. Place as many track brackets as necessary at an on -center (O.C.) spacing no greater than the distance shown on chart for appropriate pressure and width combination. Rqfer to door drawing installation instructions for floor to first bracket spacing. Field drilling of bracket attachment holes into the track will be required. Lag screw: 5/16" diameter x 1-5/8" minimum long; must conform to ANSI/ASME B18.2.1 Lag screws must be seated in full height frame members. 1-1/2" minimum lag screw embedment into structural wood. 1/2" minimum lag screw edge distance required. DRY WALL/ SHEATHING 1/2" MIN TRACK BRACKET MOUNTING J SURFACE MUST BE FULLY SUPPORTED BY WALL STUDS 5/16" X 1-5/8" LAG SCREWS MAX I KAL;K bKAL;Kt 15F'AL;INU (mc11@S) F'UK UUUK VVIU 1 H VS UtbIUN F'KtSJUKt F'UK SF'KUL;t-F'INt-1-IK WIDTH DESIGN PRESSURE IN POUNDS PER SQUARE FEET IN FEET 12 PSF 15 PSF 18 PSF 21 PSF 24 PSF 27 PSF 30 PSF 33 PSF 36 PSF 39 PSF 42 PSF 46 PSF 50 PSF 53 PSF 7' 28" 28" 28" 28" 28" 28" 28" 28" 28" 25" 24„ 21" 20" 19" 8' 28" 28" 28" 28" 28" 28" 28" 26" 24" 22" 21" 19" 17" 16" 9' 28" 28" 28" 28" 28" 28" 26" 23" 21" 20" 18" 17" 15" 14" 10' 28" 28" 28" 28" 28" 26" 23" 21" 19" 18" 16" 15" 14" 13" 12' 28" 28" 28" 28" 24" 21" 19" 17" 16" 15" 14" 12" 11" 11" 14' 28" 28" 28" 24" 21" 18" 16" 15" 14" 12" 12" 10" 10" 9" 15' 28" 28" 26" 22" 19" 17" 15" 14" 13" 12" 11" 10" 9" 8" 16' 28" 28" 24" 21" 18" 16" 14" 13" 12" 11" 10" 9" 8" 8" 18' 28" 26" 21" 18" 16" 14" 13" 11" 10" 10" 9" 8" 7" 7" 20' 28" 23" 19" 16" 14" 13" 11" 10" 9" 9" 8" 7" 7" 6" For door jambs Spruce Pine Fir (SPF), specific gravity = 0.42 or better; max load per anchor = 67% of 439 pounds. Maximum load per jamb = 0.5 x (door height) x (door width) x (maximum positive pressure) Alternative design may be approved by a licensed professional engineer. Supporting structural elements shall be designed by a licensed professional engineer John E. Scates, P.E. for wind loads in addition to other loads. 2560 King Arthur, Ste 124-54 The suitability of the structural building components must be verified by the engineer of Lewisville, TX 75056 record for the building. Florida P.E. * 51737 TXPE 56308, F-2203 r rFs // No. 51737 0 STATE OF ;-j0,�` RCORtOP'�(9' SS/ONA; 0?��` J Professional Engineer's seal provided only for verification of windload construction details. Digitally signed by John E. Scates P.E. Date: 2018.02.07 15:10:29 -06'00' MlI� MiTek' RE: 1561903 - Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Site Information: Customer Into: MATHIEU BUILDERS Lot/Block: 116-120 Address: 116-120 JACKSON ST— City: City: DUVAL OFFICE COPY Project Name: 1561903 Model Subdivision: JACKSON ST. State: FLORIDA MiTek USA, Inc. jj6904 Parke East Blvd. TOW N HUV9" FL 33610-4115 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/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 40.0 psf Floor Load: 55.0 psf This package includes 39 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. I Seal# 1 T15342447 2 IT15342448 3 !T15342449 4 IT15342450 5 IT15342451 6 IT15342452 7 IT15342453 8 T15342454 9 1T15342455 10 IT15342456 11 IT15342457 12 IT15342458 13 IT15342459 14 IT15342460 15 IT15342461 16 IT15342462 17 IT15342463 Truss Name Date I No. I Seal# I Truss Name I Date Cil 10/16/18 t 18 715342464 F09 10/16/18 CJ3 1 10/16/18 EJ 1 10/16/18 EJ2 110/16/18 EJ3 10/16/18 EJ4 10/16/18 EJ4G 110/16/18 EJ5 110/16/18 EJ5G 110/16/18 F01 110/16/18 F02 110/16/18 F03 110/16/18 F04 _ 10/16/18 F05 110/16/18 F06 110/16/18 F07 110/16/18 F08 110/16/18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 T15342465 T15342466 T15342467 T15342468 T15342469 T15342470 T15342471 T15342472 T15342473 T15342474 T15342475 T15342476 T15342477 T15342478 T15342479 T15342480 F10 F11 HJ4 HJ5 T03 704 T05 T06 T07 T08 T09 T 10_ T11 T12 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource-Jacksonville. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019 IMPORTANT NOTE' The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 10/16/18 10/16/18 10/16/18 10/16/18 10/16/18 10/16/18 10/16/18 10/16/18 10/16/18 10/16/18 10/16/18. 10/16/18 `,,%,opS,A„g4 No 39380 �-33 ST F '41/Z Thomas A. Alban! PE No.39380 MITek USA. Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 Albani, Thomas 1 of 2 RE: 1561903 - Site Information: Customer Info: MATHIEU BUILDERS Lot/Block: 116-120 Address: 116-120 JACKSON ST., . City: DUVAL No I Seal# I Truss Name I Date Project Name: 1561903 Model: TOWNHOME Subdivision: JACKSON ST. 35 IT15342481IT13 10/16/18 36 I T15342482 I T14 10/16/18 [37 T15342483 1 T15 10/16/18 38 T15342484 T16 10/16/18 39 1 T15342485 1 TF01 f 10/16/18 State: FLORIDA 2of2 Florida Product Approval HardiePlank® Lap Siding • For use inside HVHZ: o HardiePlank Lap Siding fastener types, fastening schedule, and installation shall be in accordance with the Miami -Dade County Florida NOA 17- 0406.06. Consult the HardiePlank product installation instructions on the follow pages for all other installation requirements. • For use outside of HVHZ, o HardiePlank Lap Siding fastener types, fastening schedule, and installation shall be in accordance with Engineering Evaluation Reports RIO -2683-17, RIO -2687-17, or RIO -2688-17. Consult the HardiePlank product installation instructions on the follow pages for all other installation requirements. >o � JamesHardie HardiePlank NZ Lap Siding EFFECTIVE MAY 2016® INSTALLATION REQUIREMENTS - PRIMED & COLORPLUS" PRODUCTS Visit www.hardieinstallation.com for the most recent version. SELECT CEDARMILLO • SMOOTH • CUSTOM COLONIAL' SMOOTH • CUSTOM COLONIAL" ROUGHSAWN CUSTOM BEADED CEDARMILL° • CUSTOM BEADED SMOOTH • STRAIGHT -EDGE SHINGLE PLANK IMPORTANT: FAILURE TO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE WRITTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY, AFFECT SYSTEM PERFORMANCE, VIOLATE LOCAL BUILDING CODES, AND VOID THE PRODUCT ONLY WARRANTY. BEFORE INSTALLATION, CONFIRM THAT YOU ARE USING THE CORRECT HARDIEZONE" PRODUCT INSTRUCTIONS. INSTALLATION OF HZ100 PRODUCTS OUTSIDE AN HZ100 LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE" APPLIES TO YOUR LOCATION, VISIT WWW.HARDIEZONE.COM OR CALL 1-866-942-7343 (866 9HARDIE) STORAGE & HANDLING: © CUTTING INSTRUCTIONS OUTDOORS INDOORS Store flat and keep dry and covered prior to installation. Installing siding wet or 1. Position cutting station so that wind will blow dust away from user 1. Cut only using score and snap, or shears (manual, electric or pneumatic). saturated may result in shrinkage at butt and others in working area. 2. Position cutting station in well -ventilated area joints. Carry planks on edge. Protect 2. Use one of the folbWng methods: a. Best: i. Score and snap edges and corners from breakage. James ii. Shears (manual, electric or pneumatic) - NEVER use a power saw indoors Hardie is not responsible for damage b. Better: i. Dust reducing circular saw equipped with a - NEVER use a circular saw blade that does not carry the HardieBlade saw blade trademark caused by improper storage and handling HardieBlade' saw blade and HEPA vacuum extraction NEVER dry sweep - Use wet suppression or HEPA Vacuum of the product. c. Good: L Dust reducing circular saw with a HardieBlade saw blade (only use for low to moderate cutting) Important Note: For maximum protection (bwest respirable dust production), James Hardie recommends always using "Best" -level cutting methods where feasible. NIOSH -approved respirators can be used in conjunction with above cutting practices to further reduce dust exposures. Additional exposure information is available at www.jameshardie.com to help you determine the most appropriate cutting method for your job requirements. If concern still exists about exposure levels or you - - - do riot comply with the above practices, you should always consult a qualified industrial hygienist or contact James Hardie for further information. SW3105 GENERAL REQUIREMENTS: • HardiePlank lap siding can be installed over braced wood or steel studs spaced a maximum of 24 in. D.C. or directly to minimum 7/16 in. thick OSB sheathing. See general fastening requirements. Irregularities in framing and sheathing can mirror through the finished application. • Information on installing James Hardie products over foam can be located in JH Tech Bulletin 19 at www. jamehardie.com • A water -resistive barrier is required in accordance with local building code requirements. The water -resistive barrier must be appropriately installed with penetration and junction flashing in accordance with local building code requirements. James Hardie will assume no responsibility for water infiltration. James Hardie does manufacture HardieWrap° Weather Barrier, a non -woven non -perforated housewrap', which complies with building code requirements. • When installing James Hardie products all clearance details in figs. 3-14 must be followed. • Adjacent finished grade must slope away from the building in accordance with local building codes - typically a minimum of 6 in. in the first 10 ft.. Figure 1 Double Wall Single Wall • Do not use HardiePlank lap siding in fascia or trim applications. Construction construction • Do not install James Hardie products, such that they may remain in contact with standing water. water -resistive harrier let -in bracing • HardiePlank lap siding may be installed on flat vertical wall applications only. plywood or 24 in. o.c. max. • For larger projects, including commercial and multi -family projects, where the span of the OSB sheathing wall is significant in length, the designer and/or architect should take into consideration the coefficient of thermal expansion and moisture movement of the product in their design. These values can be found in the Technical Bulletin "Expansion Characteristics of James Hardie" Siding Products" at www.JamesHardie.com. • DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardie" Products. INSTALLATION: JOINT TREATMENT One or more of the following joint treatment optio are required by code (as referenced 2009 IRC R703.10.2) A. Joint Flashing (James Hardie recommended) B. Caulking' (Caulking is not recommended for ColorPlus for aesthetic reasons as the Caulking and ColorPlus will weather differently. For the same reason, rlassjoint(i do not caulk nail heads on ColorPlus products.) C."H" jointer cover ns Figure 2 stud _ Nail line (If nail line is not present place fastener between 3/4 water- �sistve amer r 8 in. from edge of plank in. & 1" from top of plank) HardieZone'" HardiePlank' siding install planks in moderate contact at butt joints Install a 1 1/4 in. starter strip to ensure a consistent plank angle leave appropriate gap between planks and trim, then caulk.— Note: Field painting over caulking may produce a sheen difference when compared to the field painted PrimePlus. 'Refer to Caulking section in these instructions. 'For additional information on HardieWrap Weather Barrier, consult James Hardie at 1-866-4Hardie or www.hardiewrap.com WARNING: AVOID BREATHING SILICA DUST James Hardie" products contain respirable crystalline silica, which is known to the State of California to cause cancer and is considered by IARC and NIOSH to be a cause of cancer from some occupational sources. Breathing excessive amounts of respirable silica dust can also cause a disabling and potentially fatal lung disease called silicosis, and has been linked with other diseases. Some studies suggest smoking may increase these risks. During installation or handling: (1) work in outdoor areas with ample ventilation; (2) use fiber cement shears for cutting or, where not feasible, use a HardieBlade° saw blade and dust -reducing circular saw attached to a HEPA vacuum; (3) warn others in the immediate area; (4) wear a properly -fitted, NIOSH -approved dust mask or respirator (e.g. N-95) in accordance with applicable government regulations and manufacturer instructions to further limit respirable silica exposures. During clean-up, use HEPA vacuums or wet cleanup methods - never dry sweep. For further information, refer to our installation instructions and Material Safety Data Sheet available at www.jameshardie.com or by calling 1-800.9HARDIE (1-800-942-7343). FAILURE TO ADHERE TO OUR WARNINGS, MSDS, AND INSTALLATION INSTRUCTIONS MAY LEAD TO SERIOUS PERSONAL INJURY OR DEATH. a I'M HS11119-P1/4 05/16 e "-Zia CLEARANCE AND FLASHING REQUIREMENTS Figure 3 Figure 4 Figure 5 Figure 6 Roof to Wall Horizontal Flashing Kickout Flashing Slabs, Path, Steps to Siding LZ-FlashinAg, A8 ulred �pyy code t1id4 x4in in. 111 r 1 in. -2 in. Figure 7 Figure 8 Figure 9 Figure 10 Figure 11 Deck to Wall Ground to Siding Gutter to Siding Sheltered Areas Mortar/Masonry Z -Fla hing Min. 1 in. a Figure 12 Figure 13 Figure 14 Drip Edge Block Penetration Valley/Shingle Extension (Recommended in HZ 10) In. at I 1 in froll 11W fas W Int FASTENER REQUIREMENTS ** Blind Nailing is the preferred method of installation for HardiePlankw lap siding products. Face nailing should only be used where required by code for high wind areas and must not be used in conjunction with Blind nailing (Please see JH Tech bulletin 17 for exemption when doing a repair). Pin -backed comers may be done for aesthetic purposes Only. Pin -backs shall be done with finish nails only, and are not a substitute for blind or face nailing. BLIND NAILING Nails - Wood Framing • Siding nail (0.09 in. shank x 0.221 in. HD x 2 in. long) • 11 ga, roofing nail (0.121 in. shank x 0.371 in. HD x 1.25 in. long) Screws - Steel Framing • Ribbed Wafer -head or equivalent (No. 8 x 1 1/4 in. long x 0.375 in. HD) Screws must penetrate 3 threads into metal framing. Nails - Steel Framing • ET & F Panelfast' nails or equivalent (0.10 in. shank x 0,313 in. HD x 1-1/2 in. long) Nails must penetrate minimum 1/4 in. into metal framing. OSB minimum 7/16 in. • 11 ga. roofing nail (0.121 in. shank x 0.371 in. HD x 1.75 in. long) • Ribbed Wafer -head or equivalent (No. 8 x 1 5/8 in. long x 0.375 in. HD). Stud O.0?max -_� _ � Figure 15 FACE NAILING Nails - Wood Framing • 6d (0.113 in, shank x 0.267 in. HD x 2 in. long) • Siding nail (0.09 in. shank x 0.221 in. HD x 2 in. long) Screws - Steel Framing • Ribbed Bugle -head or equivalent (No. 8-18 x 1-5/8 in. long x 0.323 in. HD) Screws must penetrate 3 threads into metal framing. Nails - Steel Framing • ET & F pin or equivalent (0.10 in. shank x 0.25 in. HD x 1-1/2 in. long) Nails must penetrate minimum 1/4 in. into metal framing. OSB minimum 7/16 in. • Siding nail (0.09 in. shank x 0.221 in. HD x 1-1/2 in. long)" Figure 16 stud24 in.— \ �o.C. max. - -- -,— I Minimum overlap for Both Face _ Nail Line / of and Blind Nailing _ - 3/4 in. -1 in I - Blind Nail I 1_ G o face nail 1/4 in. min. overlap j I min. 1 1/4 in. overlap ve Water Resistive water -resists _ _ - barrier 1 1/4" min. Barrier Overlap Laminate sheet to be removed immediately after installation of each course for ColorPlus® products. ' When face nailing to OSB, planks must be no greater than 9 1/4 in. wide and fasteners must be 12 in. o.c. or less. Also see General Fastening Requirements; and when considering alternative fastening options refer to James Hardie Technical Bulletin USTB 17 - Fastening Tips for HardiePlanke Lap Siding. HS11119-P2/4 05116 GENERAL FASTENING REQUIREMENTS Fasteners must be corrosion resistant, galvanized, or stainless steel. Electro -galvanized are acceptable but may exhibit premature corrosion. James Hardie recommends the use of quality, hot -dipped galvanized nails. James Hardie is not responsible for the corrosion resistance of fasteners. Stainless steel fasteners are recommended when installing James Hardie,, products near the ocean, large bodies of water, or in very humid climates. Manufacturers of ACQ and CA preservative -treated wood recommend spacer materials or other physical barriers to prevent direct contact of ACO or CA preservative -treated wood and aluminum products. Fasteners used to attach HardieTrim Tabs to preservative -treated wood shall be of hot dipped zinc -coated galvanized steel or stainless steel and in accordance to 2009 IRC R317.3 or 2009 IBC 2304.9.5. • Consult applicable product evaluation or listing for correct fasteners type and placement to achieve specified design wind loads. • NOTE: Published wind loads may not be applicable to all areas where Local Building Codes have specific jurisdiction. Consult James Hardie Technical Services if you are unsure of applicable compliance documentation. • Drive fasteners perpendicular to siding and framing. • Fastener heads should fit snug against siding (no air space). (fig. A ) • Do not over -drive nail heads or drive nails at an angle. • If nail is countersunk, fill nail hole and add a nail. (fig. B) • For wood framing, under driven nails should be hit flush to the plank with a hammer (For steel framing, remove and replace nail). • NOTE: Whenever a structural member is present, HardiePlank should be fastened with even spacing to the structural member. The tables allowing direct to OSB or plywood should only be used when traditional framing is not available. • Do not use aluminum fasteners, staples, or clipped head nails. AZ 10 Im PNEUMATIC FASTENING James Hardie products can be hand nailed or fastened with a pneumatic tool. Pneumatic fastening is highly recommended. Set air pressure so that the fastener is driven snug with the surface of the siding. A flush mount attachment on the pneumatic tool is recommended. This will help control the depth the nail is driven. If setting the nail depth proves difficult, choose a setting that under drives the nail. (Drive under driven nails snug with a smooth faced hammer - Does not apply for installation to steel framing). ® ® 9 countersunk, t4q�j 0 fill &add nail snug flush DO NOT DO NOT Figure A Figure B under drive nails staple PAINTING DO NOT use stain, oiValkyd base paint, or powder coating on James Hardie', Products. James Hardie products must be painted within 180 days for primed product and 90 days for unprimed.100% acrylic topcoats are recommended. Do not paint when wet. For application rates refer to paint manufacturers specifications. Back -rolling is recommended if the siding is sprayed. CUT EDGE TREATMENT Caulk, paint or prime all field cut edges. James Hardie touch-up kits are required to touch-up ColorPlus products. CAULKING For best results use an Elastomeric Joint Sealant complying with ASTM C920 Grade NS, Class 25 or higher or a Latex Joint Sealant complying with ASTM C834. Caulking/Sealant must be applied in accordance with the caulking/sealant manufacturer's written instructions. Note: OSI Quad as well as some other caulking manufacturers do not allow tooling. COLORPLUS® TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE • Care should be taken when handling and cutting James Hardie@ ColorPlus® products. During installation use a wet soft cloth or soft brush to gently wipe off any residue or construction dust left on the product, then rinse with a garden hose. • Touch up nicks, scrapes and nail heads using the ColorPlus Technology touch-up applicator. Touch-up should be used sparingly. If large areas require touch-up, replace the damaged area with new HardiePlank` lap siding with ColorPlus Technology. • Laminate sheet must be removed immediately after installation of each course. • Terminate non -factory cut edges into trim where possible, and caulk. Color matched caulks are available from your ColorPlusE product dealer. • Treat all other non -factory cut edges using the ColorPlus Technology edge coaters, available from your ColorPlus product dealer. Note: James Hardie does not warrant the usage of third party touch-up or paints used as touch-up on James Hardie ColorPlus products. Problems with appearance or performance arising from use of third party touch-up paints or paints used as touch-up that are not James Hardie touch-up will not be covered under the James Hardie ColorPlus Limited Finish Warranty. PAINTING JAMES HARDIE® SIDING AND TRIM PRODUCTS WITH COLORPLUS® TECHNOLOGY When repainting ColorPlus products, James Hardie recommends the following regarding surface preparation and topcoat application: • Ensure the surface is clean, dry, and free of any dust, dirt, or mildew • Repriming is normally not necessary • 100% acrylic topcoats are recommended • DO NOT use stain, oiValkyd base paint, or powder coating on James Hardie® Products. • Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application temperature • DO NOT caulk nail heads when using ColorPlus products, refer to the ColorPlus touch-up section HS11119-P3/4 05/16 COVERAGE CHART/ESTIMATING GUIDE Number of 12 ft. planks, does not include waste COVERAGE AREA LESS OPENINGS HARDIEPLANK® LAP SIDING WIDTH SQ 5114 6114 7114 7112 8 8114 9114 9112 12 It SO= 100 sq.ft.) (exposure) 4 5 6 6114 63/4 7 8 8114 103/4 1 25 20 17 16 15 14 13 13 9 2 50 40 33 32 30 29 25 25 19 3 75 60 50 48 44 43 38 38 28 4 100 80 67 64 59 57 50 50 37 5 125 100 83 80 74 71 63 63 47 6 150 120 100 96 89 86 75 75 56 7 175 140 117 112 104 100 88 88 65 8 200 160 133 128 119 114 100 100 74 9 225 180 150 144 133 129 113 113 84 10 250 200 167 160 148 143 125 125 93 11 275 220 183 176 163 157 138 138 102 12 300 240 200 192 178 171 150 150 112 13 325 260 217 208 193 186 163 163 121 14 350 280 233 224 207 200 175 175 130 15 375 300 250 240 222 214 188 188 140 16 400 320 267 256 237 229 200 200 149 17 425 340 283 272 252 243 213 213 158 18 450 360 300 288 267 257 225 225 167 19 475 380 317 304 281 271 238 238 177 20 500 400 333 320 296 286 250 250 186 This coverage chart is meant as a guide. Actual usage is subject to variables such as building design. James Hardie does not assume responsibility for over or under ordering of product. RECOGNITION. In accordance with ICC -ES Evaluation Report ESR -2290, HardiePlank@ lap siding is recognized as a suitable alternate to that specified in: the 2006,2009,&2012 International Residential Code for One - and Two -Family Dwellings, and the 2006, 2009. & 2012 International Building Code,. HardiePlank lap siding is also recognized for application in the following: City of Los Angeles Research Report No. 24862. State of Florida listing FL#889, Dade County, Florida NOA No. 02-0729.02, U.S. Dept. of HUD Materials Release 1263c, Texas Department of Insurance Product Evaluation EC -23, City of New York MEA 223-93-M, and California DSA PA -019. These documents should also be consulted for additional information concerning the suitability, of this product for specific applications. © 2016 James Hardie Building Products. All rights reserved. Additional Installation Information, TM, SM, and ® denote trademarks or registered trademarks of s James Hallie Technology Limited. d. Warranties, and Warnings are available at is a registered trademark 9 H.R�'JamesHardie of James Hardie Technology Limited. WWW,jameSllardle.COm Panelfast is a registered trademark of ET&F Fastening Systems, Inc HS11119-P414 05116 Artisan° Lap Siding and Trim EFFECTIVE MAY 2017 IMPORTANT: FAILURE TO FOLLOW JAMES HARDIE WRITTEN INSTALLATION INSTRUCTIONS AND COMPLY WITH APPLICABLE BUILDING CODES MAY VIOLATE LOCAL LAWS, AFFECT BUILDING ENVELOPE PERFORMANCE AND MAY AFFECT WARRANTY COVERAGE. FAILURE TO COMPLY WITH ALL HEALTH AND SAFETY REGULATIONS WHEN CUTTING AND INSTALLING THIS PRODUCT MAY RESULT IN PERSONAL INJURY. BEFORE INSTALLATION, CONFIRM YOU ARE USING THE CORRECT HARDIEZONEO PRODUCT INSTRUCTIONS BY VISITING HARDIEZONE.COM OR CALL 1-866-942-7343 (866-9-HARDIE) B — L STORAGE EA Store flat and keep dry and covered prior to installation (fig 1). Installing siding wet or D I saturated may result in shrinkage at joints. Protect edges and corners from breakage. James E 1 Hardie is not responsible for damage caused by improper storage and handling of the product D i HANDLING L i A When working with Artisan", siding and trim products, carry the product on edge. If only one P person is carrying the product, hold it in the middle and spread arms apart to better support i I the product (fig 2). If two people are carrying the product, hold it near each end and on edge I j (fig 3). Do not lift or carry Artisan products flat (fig 4). lFigure 1 Figure 2 Figure 3 Figure 4 CUTTING INSTRUCTIONS OVERVIEW Figure 5 24 in o.c. max 1. Position cutting station so that wind will blow dust away from user and others in working area. 2. Use one of the following methods: a. Best: Circular saw equipped with a HardieBlade® saw blade and attached vacuum dust collection system plywood c b. Better: Circular saw equipped with a HardieBlade OSB shea saw blade and a dust collection feature (e.g. Roan"' Saw) water resin barrier C. Good: Circular saw equipped with a HardieBlade saw blade — NEVER grind or cut with a power saw indoors. — NEVER dry sweep dust: use wet dust suppression or vacuum to collect dust. For maximum dust reduction, James Hardie recommends using the "Best" cutting practices. For best performance when cutting with a circular saw, James Hardie recommends using HardieBlade saw blades. NOTE: James Hardie makes no representation or warranty that use of a particular cutting option will assure your compliance with applicable laws and safety requirements. If you are unsure which cutting option is best for your jobsite, consult a qualified industrial hygienist or safety professional, or contact your James Hardie representative for assistance. LAP SIDING I BEADED LAP SIDING I ACCENT TRIM date Install a 1 1/2 in off stud planks tongue foundation 9 planks and trim, starter strip to and groove joint then caulk" ensure a consistent plank angle Apply caulk in accordance with caulk manufacturers' written application instructions. artisan Siding I Trim RM Visit jameshardiepros.com for the most recent version. ART1701 P1/8 05/17 Artisan" Lap Siding and Trim GENERAL REQUIREMENTS • Artisan siding can be installed over braced wood or steel studs, 20 gauge (33 mils) minimum to 16 gauge (54 mils) maximum, spaced a maximum of 24 in o.c. or directly to minimum 7/16 in thick OSB sheathing. See General Fastening Requirements. Irregularities in framing and sheathing can mirror through the finished application. Correct irregularities before installing siding. • Information on installing James Hardie products over foam can be located in JH Tech Bulletin 19 at www.jameshardiepros.com • A water -resistive barrier is required in accordance with local building code requirements. The water -resistive barrier must be appropriately installed with penetration and junction flashing in accordance with local building code requirements. James Hardie will assume no responsibility for water infiltration. HardieWrap® Weather Barrier, a non -woven non -perforated housewrap, does comply with building code requirements. • All flashing and clearance details in figs. 6-18 MUST be followed when installing James Hardie® products. • Adjacent finished grade must slope away from the building in accordance with local building codes - typically a minimum of bin. in the first t Oft. • Do not use Artisan lap siding in fascia or trim applications. • Do not install James Hardie products such that they may remain in contact with standing water. • Artisan lap siding may be installed on flat vertical wall applications only. • DO NOT use stain, oil/alkyd based paint, or powder coating on James Hardie products. • For larger projects, including commercial and multi -family projects, where the span of the wall is significant in length, the designer and/or architect should take into consideration the coefficient of thermal expansion and moisture movement of the product in their design. These values can be found in the Technical Bulletin k8 "Expansion Characteristics of James Hardie Siding Products" at www.jameshardiepros.com. CLEARANCE AND FLASHING REQUIREMENTS • Artisan lap butt joints are designed to be installed off stud. Do not nail within 2 in. of tongue and groove at end of planks. • James Hardie recommends cutting tongue or groove off when butting into trim boards (fig. 18). • When ending Artisan lap at the bottom of a window or at the top of a wall, a finishing strip similar to a starter strip may be necessary to achieve a proper plank angle. Also when cutting Artisan lap around doors, windows, or other horizontal trim applications, an additional starter strip may be necessary to achieve proper plank angle (fig. 7). Figure 6 Figure 7 Figure 8 Figure 9 Roof to Wall Horizontal Flashing Kickout Flashing Slabs, Path, Steps to Siding Figure 10 Deck to Wall Z -FI Figure 15 Drip Edge Z -Flashing Min. 1/4 in Do not caulk As required by IRC code min 4inx4in. Figure 11 Figure 12 Figure 13 Ground to Siding Gutter to Siding Sheltered Areas Z -Flashing 6 in Min. Y4 n.'/2 in Figure 16 Figure 17 Block Penetration Valley/Shingle Extension 1/4 lin Figure 14 Mortar/Masonry ashing n. Figure 18 Butting to Trim to remove tongue or correct groove when method butting trim ART1701 P2/8 05/17 1 1 EMMENT & TREATMENT JOINT PLACEMENT JOINT TREATMENT Ar11 �,r ag twt�� re}�I�il�r tj�y� land on Artisans siding butt joints can be treated with either AR stu�-i'} is rte ommen`Se t of b�u$ jolrntffrs%retp-laced 4 in off caulk (fig. 15) or by removing minimum 3 in of locking r1 f ks lip from both ends of siding then place a joint flashing. 1� Artisar�pttl 6838e I lNrit�c�C%Pss'of 1 1/2 in for proper aesthetics (fig21). • When installing Artisan" Accent Trim all clearance & flashing details figs 6 tbfMgft & JOINT FLASHING • 2-1 24 in o.c. max — o attach Artisan Accent on u fast �� Accent Trim to steel fra • Fast1 I When using finish nai os the C Recommended A in. Fasteners must b fro m I I 4 in off stud stened. Note: James Ha tai are I i iew (fig.20). • Fla water- d exposed trim. NOTE: Butt ends may be angle cut for o tion A w B self Blind Nail resistive Figure 2(� stackiny i i bamer 14 1 top view FI URE 15 N using Artisan Accent Trim A. Followtll learance equirements. B.start rip t e A isnt(Tt4�ev Channel C. Level Od install starter course. board (see note above) Note: 44i ve siding come w h a nailin ,Tip: mall P fb o f Art i n V -Rustic, BevelChannel loarAis ca be completed by ok~t lbpttlelhe need of a lap Top View Sift- 45° weather cut that allows quick Built Corners F4 inl area, ff ere stac in0*laeVfEtgil6 6 Usin a u#ilioafdrldttt'cytIke ibnlmraVtpdfOrbo9c�CiGo e9etlalenstall in t eriaMflgv� mery i 16 in each board Artisan Bevel Channel & Cove siding Place fastener in nailing groove water -resistive barrier stack plank such that it sets into the plank belo" Installation of HardieTrim tabs in Coastal Q'13 James Hardie requires that stainless steel staples & fasteners be used FIGURE 17 when installing HardieTrim Tabs in coastal regions. InstaffWI#0fl>drWAftWFiffllI%bF(AW *Wiwd 106WtErdfLotfiftproduct Technical Data Sheet at HardieTrim tabs must not come in direct contact with ACO or CA preservative -treated wood. '41ap Trim 1.5 in thick trim fastener lacemnt. into The course below. Other areas (e.g. window trim, band boards and fascia) of the folava4sneiii 16 in 24 in o.c. max X16 in OC max ater- Isistive arrier HardieTrim Flat Tab Fasten HardieTrim Flat Tab to minimum 7/16 in OSB with min 2, as required15y focal buiTding code and leave gap per caulk manuTacturers recommendations ARTIWl7ff 3 /%1l7 Artisan V -Rustic HAI siding For Co Artisan Place used fastener 1 in to spe down from 3 -- top of plank Step 1 positio Step 2 6d sidi may be water resistive barrier FIGURE 16-A Artisan Bevel Channel & Cove siding Place fastener in nailing groove water -resistive barrier stack plank such that it sets into the plank belo" Installation of HardieTrim tabs in Coastal Q'13 James Hardie requires that stainless steel staples & fasteners be used FIGURE 17 when installing HardieTrim Tabs in coastal regions. InstaffWI#0fl>drWAftWFiffllI%bF(AW *Wiwd 106WtErdfLotfiftproduct Technical Data Sheet at HardieTrim tabs must not come in direct contact with ACO or CA preservative -treated wood. '41ap Trim 1.5 in thick trim fastener lacemnt. into The course below. Other areas (e.g. window trim, band boards and fascia) of the folava4sneiii 16 in 24 in o.c. max X16 in OC max ater- Isistive arrier HardieTrim Flat Tab Fasten HardieTrim Flat Tab to minimum 7/16 in OSB with min 2, as required15y focal buiTding code and leave gap per caulk manuTacturers recommendations ARTIWl7ff 3 /%1l7 Artisan" Lap Siding and Trim TRIMMING CORNERS When using HardieTrim tabs prebuild outside corners off the wall: • Attach HardieTrim Corner Tabs to the back side of the trim using eight (8) -18 ga.1/2 in L x 1/4 in W narrow crown corrosion resistant staples using a pneumatic stapler. Ensure the HardieTrim Corner Tabs are fastened tight and straight to the trim boards. (Figure 24) • For wood frame construction, attach the trim to the building with 6d siding nails fastened through the Corner Tabs. ET&F or equivalent fasteners may be used to attach the Corner Tabs to steel frame construction. (Figure 25) • Attach a HardieTrim Corner Tab 1 in from each end and every 20 in o.c. • TIP: Creating a jig for the work station is recommended to ensure the corners are fastened securely and straight. (Figure 27) Figure 24 Use 4 staples per piece of trim to fasten the L-shaped tab to the pre -built os corner. Use the nail line on the Figure 28 tabs as a guide. 2-1/2 in Finish nail Figure 25 Figure 26 Figure 27 Corner studs Corner Tabs . Q 22.50-450 weather cut Siding nail Corner Tab �f Artisan Accent Trim boards can also be installed directly to the building (fig. 31) around corners using 2-1/2 in long minimum 16 ga. galvanized finishing nails every 16 in o.c. For Jig: Fasten 2 in x 4 in timber blocks to a work bench Artisan Fasten 2 in x 8 in stud Accent Trim to the timber blocks TRIM APPLICATION FOR WINDOWS, DOORS & OTHER OPENINGS' Trim the opening prior to the installation of the siding (Figure 29). Figure 31 water -resistive Barrier II 1/4 in gap Place a Flat Tab at the end of each trim board and one tab every 16 in OC. Flashing needs e a i be not caulk tucked under the water between ft Attach the trim boards and Flat Tabs around the opening as shown in :1resistive barrier and over i ng and Figures 29 and 30. the Flat Tabs. the flashing. Figure 29 Side trim pieces go to the top of the window. Figure 30 Header piece spans the window including the side trim pieces. Bottom trim piece is the width of the window. 1/8 in caulked gap is left between siding and the side trim pieces. `Follow your window/door manufacturers installation instructions for caulking guidance between window/door trim. ART1701 P4/8 05117 Artisan ' Lap Siding and Trim A flashing is required over the trim and HardieTrim Flat Tabs. (Figure 34) Terminate ends of the Band Board into Trim or Siding or miter cut the edges of the trim at the corners of the building. Place a HardieTrim Flat Tab at the end of each trim board and one tab every stud at a maximum of 16 in D.C. The HardieTrim Flat Tabs should be attached to the trim in an alternating pattern to the top and bottom of the band board (Figure 32 & 33). Use 16 ga. galvanized 2 in long finish nails to ensure proper fastening if needed. Figure 32 Fasten 4 staples to the center of the nailing ridge HardieTrim Flat Tabs 9716 in o.c. max Figure 33 ZZZ—HardieTrim Flat Tabs 16 in o.c. max Figure 35 FLUSH Flat and Corner Tabs FASTENER Flat and MAX TAB SPACING Corner Tab (TAB TO FRAMING) (TAB TO ARTISAN ACCENT TRIM) Siding nail attaches Do not under Only use staples to fasten tab to the wall. drive nails. Flat and Corner Tabs (minimum G=0.42) to the trim boards. HARDIETRIM TAB FASTENER TABLE Weather - resistive barrier Artisan Lap Siding –1/4 in gap. Do not caulk. Flashing Artisan Accent Trim Board APPLICATION FRAMING MATERIAL FASTENER FASTENER MAX TAB SPACING TAB IS NAILED INTO (TAB TO FRAMING) (TAB TO ARTISAN ACCENT TRIM) (INCHES ON CENTER) Wood Stud (minimum G=0.42) One 6d corrosion resistant siding nail installed through center of flange into framing Four 18 ga. X 1/2 in long X 1/4 in wide corrosion resistant crown 16 Minimum APA rated Two 4d ring shank corrosion resistant siding nails equally spaced installed FLAT TAB 7/16 in OSB through flange into framing staples, equally spaced in one row Minimum 20 One No. 8 X 1 in long X 0.323 in head diameter screw (corrosion resistant) gauge steel installed through flange into framing Wood Stud On each flange, Install one 6d corrosion resistant siding nail through flange into framing (minimum G=0.42) For each piece of trim, install Four 20 Minimum APA rated On each flange, Install two 4d ring shank corrosion resistant siding nails through CORNER TAB 18 ga. X 1/2 in long X 1/4 in wide 7/16 in OSB flange into framing corrosion resistant crown staples, equally space in two rows Minimum 20 On each flange, Install one No.8 X 1 in long X 0.323 in head diameter screw (corrosion gauge steel resistant) through flange into framing Wind -Borne Debris Region: Additional fasteners may be necessary when installing tabs in a Wind -Borne Debris Region, please call Technical Services 800-942-7343 with any questions. ART1701 P5/8 05/17 ARTISAN" LAP & BEADED LAP SIDING JOINT PLACEMENT Artisan Lap and Beaded Lap siding butt joints are designed to be installed off stud. Butt joints must not fall within 4 inches of a stud (fig. 38). Do not nail within 2 in. of the end of planks. JOINT TREATMENT Install factory finished tongue and groove edges together at butt joints using Joint Flashing (fig 36). STARTER STRIP Install a 1-1/2 in starter strip to ensure a consistent plank angle (fig 5). FASTENER REQUIREMENTS Figure 37 BLIND NAILING (required) min. 1 74 in overlap it DO NOT USE NAIL LINE AS LAP LINE water -resistive barrier Wood Framing *Siding nail (0.09 inshank x 0.221 in HD x 2 1/4 in long) Steel Framing •Ribbed Bugle Head screw (No.8-18 x 0.323 in HD x 1 5/8 in long) GENERAL FASTENING REQUIREMENTS Figure 38 Artisan', Lap Siding and Trim Figure 36 Artisan lap siding * As required by local building code PROPER NAIL PLACEMENT 24 in nailing line F� O.C. max. stud DO NOT USE NAIL LINE water -resistive AS LAP LINE barrier ' Butt joints must not fall within 4 inches of a stud. ° b , 1 1/4 in min, blind nail overlap I water -resistive barrier • Do not nail within 2 in of tongue and groove at end of planks. • Use the nailing line provided on the board for proper nail placement. Fasteners must be corrosion resistant, galvanized, or stainless steel. Electro -galvanized are acceptable but may exhibit premature corrosion. James Hardie recommends the use of quality, hot -dipped galvanized nails. James Hardie is not responsible for the corrosion resistance of fasteners. Stainless steel fasteners are recommended when installing James Hardie products near the ocean, large bodies of water, or in very humid climates. Manufacturers of ACO and CA preservative -treated wood recommend spacer materials or other physical barriers to prevent direct contact of ACO or CA preservative -treated wood and aluminum products. Fasteners used to attach HardieTrim Tabs to preservative -treated wood shall be of hot dipped zinc -coated galvanized steel or stainless steel and in accordance to 2015 IRC R317.3 or 2015 IBC 2304.10.5. PNEUMATIC FASTENING James Hardie products can be hand nailed or fastened with a pneumatic tool. Pneumatic fastening is highly recommended. Set air pressure so that the fastener is driven snug with the surface of the siding. A flush mount attachment on the pneumatic tool is recommended. This will help control the depth the nail is driven. If setting the nail depth proves difficult, choose a setting that under drives the nail. (Drive under driven nails snug with a smooth faced hammer - Does not apply for installation to steel framing). • Consult applicable product evaluation or listing for correct fasteners type and placement to achieve specified design wind loads. • NOTE: Published wind loads may not be applicable to all areas where Local Building Codes have specific jurisdiction. Consult James Hardie Technical Services if you are unsure of applicable compliance documentation. • Drive fasteners perpendicular to siding and framing. • Fastener heads should fit snug against siding (no air space). (fig. A) • Do not over -drive nail heads or drive nails at an angle. • If nail is countersunk, fill nail hole and add a nail. (fig. B) • For wood framing, under driven nails should be hit flush to the plank with a hammer (For steel framing, remove and replace nail). • NOTE: Whenever a structural member is present, Artisan lap should be fastened with even spacing to the structural member. The tables allowing direct to OSB or plywood should only be used when traditional framing is not available. • Do not use aluminum fasteners, staples, or clipped head nails. r'L Ill \v ul J17A Countersink, /q�!Ii 0 Fill & Add Nail snug flush DO NOT DO NOT Figure A Figure B under drive nails staple ART1701 P6/8 05/17 Artisan Lap Siding and Trim CAULKING & PAINTING For best results, use an Elastomeric Joint Sealant complying with ASTM C920 Grade NS, Class 25 or higher or a Latex Joint Sealant complying with ASTM C834. Caulking/Sealant must be applied in accordance with the caulking/sealant manufacturer's written instructions. Note: Some caulking manufacturers do not allow tooling. DO NOT use stain or oiValkyd base paints on James Hardier products. Factory -primed James Hardie Products must be painted within 180 days of installation. 100% acrylic topcoats are recommended. Do not paint when wet. For application rates, refer to paint manufacturer's specifications. Back -rolling is recommended if the paint is sprayed. CUT EDGE TREATMENT Caulk, paint or prime all field cut edges. James Hardie touch-up kits are required to touch-up ColorPlus products. COLORPLUS'k TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE • Care should be taken when handling and cutting James Hardie ColorPlus products. During installation, use a wet soft cloth or soft brush to gently wipe off any residue or construction dust left on the product, then rinse with a garden hose. • Touch up nicks, scrapes and nail heads using the ColorPlus Technology touch-up applicator. Touch-up should be used sparingly. If large areas require touch-up, replace the damaged area with a new piece of siding with ColorPlus Technology. • Laminate sheet must be removed immediately after installation of each course. • Terminate non -factory cut edges into trim where possible, and caulk. Color matched caulks are available from your ColorPlus product dealer. • Treat all other non -factory cut edges using the ColorPlus Technology edge coaters, available from your ColorPlus product dealer. Note: James Hardie does not warrant the usage of third party touch-up or paints used as touch-up on James Hardie ColorPlus products. PAINTING SIDING AND TRIM WITH COLORPLUScR' TECHNOLOGY When repainting ColorPlus products, James Hardie recommends the following regarding surface preparation and topcoat application: • Ensure the surface is clean, dry, and free of any dust, dirt, or mildew. • Repriming is normally not necessary. • 100% acrylic topcoats are recommended. • DO NOT use stain or oil/alkyd based paints on James Hardie products. • Apply finish coat in accordance with paint manufacturers' written instructions regarding coverage, application methods, and application temperature. • DO NOT caulk nail heads when using ColorPlus products, refer to the ColorPlus touch-up section. CARE & MAINTENANCE Recommended maintenance includes, but is not limited to: • Washing down the exterior surfaces every 6 to 12 months with a garden hose or low pressure water spray to remove dirt and debris.* • Re -applying of exterior finishes.* • Maintaining the exterior envelope and connections including joints, penetrations, flashings, and sealants (caulking) that may provide a means of moisture entry beyond the exterior cladding. • Cleaning out gutters, blocked pipes, and overflows as required. • Pruning back vegetation that is touching the building. Clearance between the siding and shrubs is recommended. • Ensuring required external ground clearances and drainage slopes are maintained. * Refer to your paint manufacturer for washing and recoating recommendations. ART1701 Pne 05117 Artisan Lap Siding and Trim High pressure water blast and sand blasting may damage the surface of the fiber cement product. Low pressure water spray, a soft medium bristle (nonmetal) brush is most suitable for cleaning fiber cement products. Acid washing can damage the fiber cement surface and is not recommended. Note: If using a pressure washer, care must be taken to ensure that the water stream does not damage the surface of the siding. Damage to siding arising from improper cleaning or maintenance may not be covered by the James Hardie warranty. Using wide fan tips that are kept a minimum of 6 feet from the wall and at pressures under 1500 psi will minimize the chance of damaging the siding. COVERAGE CHART/ESTIMATING GUIDE This coverage chart is meant as a guide. Actual usage is subject to variables such as building design. James Hardie does not assume responsibility for over or under ordering of product. Number of 12 ft planks, Includes 5% waste factor Coverage Area Less Openings 1 SQ = (100sq. ft.) Lap Width Exposure 51/4 4 71/4 6 81/4 7 1 27 18 15 2 53 35 30 3 79 53 45 4 105 70 60 5 132 88 75 6 158 105 90 7 184 123 105 8 210 140 120 9 237 158 135 10 263 175 150 11 289 193 165 12 315 210 180 13 342 228 195 14 368 245 210 15 394 263 225 16 420 280 240 17 447 298 255 18 473 315 270 19 499 333 285 20 525 350 300 Silica Waming, DANGER: May cause cancer it dust from product is inhaled. Causes damage to lungs and respiratory system through prolonged or repeated inhalation of dust from product. Refer to the current product Safety Data Sheet before use. The hazard associated with fiber cement arises from crystalline silica present in the dust generated by activities such as cutting, machining, drilling, routing. sawing, crushing, or otherwise abrading fiber cement, and when cleaning up, disposing of or moving the dust. When doing any of these activities in a manner that generates dust you must (1) comply with the OSHA PEL for silica dust and/or other applicable law, (2) follow James Hardie cutting instructions to reduce or limit the release of dust; (2) warn others in the area to avoid the dust; (4) when using mechanical saw or high speed cutting tools. work outdoors and use dust collection equipment; and (5) if no other dust controls are available, wear a dust mask or respirator that meets NIOSH requirements (e.g. N-95 dust maskl. During clean-up, use a well maintained vacuum and fitter appropriate for capturing fine (respirable) dust or use wet clean-up methods - never dry sweep. WARNING: This product can expose you to chemicals including respirable crystalline sicca, which is known to the State of California to cause cancer. For more information go to P65Wartrigs_c-a-.�ov. RECOGNITION: In accordance with ICC -ES Evaluation Report ESR -2290, Artisan® lap is recognized as a suitable alternate to that specified in: the 2006, 2009, 2012 & 2015 International Residential Code for One and Two -Family Dwellings, and the 2006, 2009 2012 & 2015 International Building Code. Artisan lap is also recognized for application in the following: State of Florida listing FL#10477. Dade County, Florida NOA No. 15-0122.03.02 and Texas Department of Insurance Product Evaluation EC -55. These documents should also be consulted for additional information concerning the suitability of this product for specific applications. HardieTrim' boards may be installed as an equal alternative to conventional trim permitted for use in; 2006, 2009, 2012 & 2015 International Building Code, Section 1403.1, and the 2006, 2009.2012 & 2015 International Residence Code for One - and Two - Family - Dwellings, Section R703.1. J 2017 James Hardie Building Products Inc. All rights reserved. TM, SM and ® Product Warranties and Additional Installation and Safety Information are available at denote trademarks or registered trademarks of James Hardie Technology Limited. lameshardiepros.com 92 JailmesHardie ART1701 P8/8 05/17 Florida Product Approval HardiePanel® Siding • For use inside HVHZ: o HardiePanel Siding fastener types, fastening schedule, and installation shall be in accordance with the Miami -Dade County Florida NOA 17- 0406.06. Consult the HardiePanel product installation instructions on the follow pages for all other installation requirements. • For use outside of HVHZ, o HardiePanel Siding fastener types, fastening schedule, and installation shall be in accordance with Engineering Evaluation Reports RIO -2686-17 or RIO -2689-17. Consult the HardiePanel product installation instructions on the follow pages for all other installation requirements. Hardie Panel 1Z >o . Vertical Siding JamesHardie EFFECTIVE SEPTEMBER 2013 RW INSTALLATION REQUIREMENTS RESIDENTIAL SINGLE FAMILY ONLY - PRIMED & COLORPLUS PRODUCTS Visit www.iameshardie.com for the most recent version. SMOOTH • CEDARMILL° • SELECT SIERRA 8 • STUCCO IMPORTANT: FAILURE TO INSTALLAND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE WRITTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY, AFFECT SYSTEM PERFORMANCE, VIOLATE LOCAL BUILDING CODES, AND VOID THE PRODUCT ONLY WARRANTY. BEFORE INSTALLATION, CONFIRM THAT YOU ARE USING THE CORRECT HARDIEZONE INSTRUCTIONS. INSTALLATION OF HZ1 OTMI PRODUCTS OUTSIDE AN HZ100 LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE APPLIES TO YOUR LOCATION, VISIT WWW.HARDIEZONE.COM OR CALL 1-866-942-7343 (866 9HARDIE) STORAGE & HANDLING: Store flat and keep dry and covered prior to installation. Installing siding wet or saturated may result in shrinkage at butt joints. Carry planks on edge. Protect edges and corners from breakage. James Hardie is not responsible for damage caused by improper storage and handling of the product. CUTTING INSTRUCTIONS OUTDOORS INDOORS 1. Position cutting station so that wind will Mow dust away from user 1. Cut only using score and snap, or shears (manual, electric or pneumatic). and others in working area. 2. Position cutting station in well -ventilated area 2. Use one of the following methods: a. Best: I. Score and snap it. Shears (manual, electric or pneumatic) - NEVER use a power saw indoors b. Better: i. Dust reducing circular saw equipped with a - NEVER use a circular saw Made that does not carry ft HardieBlade saw blade trademark HardieBlade' saw Made and HEPA vacuum extraction NEVER dry sweep — Use wet suppression or HEPA Vacuum c. Good: I. Dust reducing circular saw with a HardieBlade saw blade Caulk (only use for low to moderate cutfirig) Important Note: For maximum protection (lowest respirable dust production), James Hardie recommends always using"Best" -level cutting methods where feasible. NIOSH -approved respirators can be used in conjunction with above cutting practices to further reduce dust exposures. Additional exposure information is available at www.janleshardie.com to hep you determine the most appropriate cutting method for your job requirements. ti concern still exists about exposure levels or you do not comply with the above practices, you should always conwIt a qualified industrial hygienist or contact James Hardie for further informat on. soo8310s GENERAL REQUIREMENTS: • These instructions to be used for residential single family installations only. For Commercial / Multi -Family installation requirements go to www.JamesHardieCommercial.com • HardiePanel" vertical siding can be installed over braced wood or steel studs spaced a maximum of 24" D.C. See genemal fastening requirements. Irregularities in framing and sheathing can mirror through the finished application. James Hardie recommends installing HardiePanel on a capillary break (rainscreen/fumng) as a best practice. • Information on installing James Hardie products over foam can be located in JH Tech Bulletin 19 at www. jamehardie.com • A water -resistive barrier is required in accordance with local building code requirements. The water -resistive barrier must be appropriately installed with penetration and junction flashing in accordance with local building code requirements. James Hardie will assume no responsibility for water infiltration. James Hardie does manufacture HardieWrap" Weather Barrier, a non -woven non -perforated housewrapl , which complies with building code requirements. • When installing James Hardie products all clearance details in figs. 5,6,7,8,9,10&11 must be followed. • Adjacent finished grade must slope away from the building in accordance with local building codes - typically a minimum of 6" in the first 10'. • Do not install James Hardie products, such that they may remain in contact with standing water. • HardiePanel vertical siding may be installed on vertical wall applications only. • DO NOT use HardiePanel vertical siding in Fascia or Trim applications. • Some application are not suitable for ColorPlus. Refer to ColorPlus section page 3. • DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardie" Products. • For larger projects, including commercial and multi -family projects, where the span of the wall is significant in length, the designer and/or architect should take into consideration the coefficient of thermal exppansion and moisture movement of the product in their design. These values can be found in the Technical Bulletin #8 "Expansion Characteristics" at www.JamesHardie.com. INSTALLATION: Joint Treatment Fastener Requirements • Vertical Joints - Install panels in moderate contact (fig. 1), alternatively Position fasteners 3/8" from panel edges and no closer than joints may also be covered with battens, PVC or metal jointers or 2" away from corners. Do not nail into corners. caulked (Not applicable to ColorPlus' Finish) (fig. 2). HardiePanel Vertical Siding Installation • Horizontal Joints - Provide Z -flashing at all horizontal joints (fig. 3). • Framing must be provided at horizontal and vertical edges for nailing. Figure 2 Figure 3 • HardiePanel vertical siding must be joined on stud. water -resistive barrier water -resistive barrier • Double stud may be required to maintain minimum edge ; 2 4 stud water -resistive water -resistive nailing distances. i 2 x 4 stud barrier barrier Figure 1 water -resistive barrier sheathing keep nails 3/8" min. from panel edges plate keep fasteners 2" away from corners HardiePanel vertical siding �r 318' SII ( f r J moderate contact i Batten Joint "H" Joint water -resistive barrier 2x4stud leave appropriate gap between panels, then caulk' Caulk Joint (Not applicable to ColorPlus" Finish) 'Apply caulk in accordance with caulk manufacturer's written application instructions. Figure 4 Recommendation: When installing Sierra 8, provide a double stud at panel joints to avoid nailing through grooves. For additional information on HardieWrapTA° Weather Barrier, consult James Hardie at 1-866-4Hardie or www.hardiewrap.com WARNING: AVOID BREATHING SILICA DUST James Hardie' products contain respirable crystalline silica, which is known to the Stale of California to cause cancer and is considered by IARC and NIOSH to be a cause of cancer from some occupational sources. Breathing excessive amounts of respirable silica dust can also cause a disabling and potentially fatal lung disease called silicosis, and has been linked with other diseases. Some studies suggest smoking may increase these risks. During installation or handling. (1) work in outdoor areas with ample ventilation; (2) use fiber cement shears for cutting or, where rat feasible, use a HardieBlade° saw blade and dust -reducing circular saw attached to a HEPA vacuum; (3) warn others in the immediate area, (4) wear a property -fitted, NIOSH -approved dust mask or respirator (e.g. N-95) in accordance with applicable government regulations and manufacturer instructions to further limn respirable silica exposures. During clean-up, use HEPA vacuums or wet cleanup methods - never dry sweep. For further information. refer to our installation instructions and Material Safety Data Sheet available at www,lameshardie.com or by calling 1-Boo-9HARDIE (1-800-942-7343). FAILURE TO ADHERE TO OUR WARNINGS, MSDS, AND INSTALLATION INSTRUCTIONS MAY LEAD TO SERIOUS PERSONAL INJURY OR DEATH. �_M HS1236 - P1 /3 1/13 .� upper panel upper panelCaulk 1/"9aP not 1/4" gap Caulk ~Z -flashing $Do z -flashing decorative r band board — lower lower panel — panel Figure 4 Recommendation: When installing Sierra 8, provide a double stud at panel joints to avoid nailing through grooves. For additional information on HardieWrapTA° Weather Barrier, consult James Hardie at 1-866-4Hardie or www.hardiewrap.com WARNING: AVOID BREATHING SILICA DUST James Hardie' products contain respirable crystalline silica, which is known to the Stale of California to cause cancer and is considered by IARC and NIOSH to be a cause of cancer from some occupational sources. Breathing excessive amounts of respirable silica dust can also cause a disabling and potentially fatal lung disease called silicosis, and has been linked with other diseases. Some studies suggest smoking may increase these risks. During installation or handling. (1) work in outdoor areas with ample ventilation; (2) use fiber cement shears for cutting or, where rat feasible, use a HardieBlade° saw blade and dust -reducing circular saw attached to a HEPA vacuum; (3) warn others in the immediate area, (4) wear a property -fitted, NIOSH -approved dust mask or respirator (e.g. N-95) in accordance with applicable government regulations and manufacturer instructions to further limn respirable silica exposures. During clean-up, use HEPA vacuums or wet cleanup methods - never dry sweep. For further information. refer to our installation instructions and Material Safety Data Sheet available at www,lameshardie.com or by calling 1-Boo-9HARDIE (1-800-942-7343). FAILURE TO ADHERE TO OUR WARNINGS, MSDS, AND INSTALLATION INSTRUCTIONS MAY LEAD TO SERIOUS PERSONAL INJURY OR DEATH. �_M HS1236 - P1 /3 1/13 CLEARANCES Flush ® fill & add nail JY Install siding and trim products in Maintain a minimum 1" Maintain a minimum 1" 2" clearance At the juncture of the roof and vertical Maintain a 1/4" compliance with local building code - 2" clearance between between James Hardie products surfaces, flashing and counterflashing clearance between requirements for clearance between q James Hardier and decking material. shall be installed per the roofing manufacturer's instructions. Provide a the bottom of James Hardie products and the bottom edge of the siding and products and paths, Figure 7 minimum 1 "- 2" clearance between horizontal flashing. the adjacent finished grade, steps and driveways. the roofing and the bottom edge of the Do not caulk gap. Figure 5 stud 9 Figure 6 siding �Itrn water esistive siding and trim. Figure 8 g Refer to fig. 3 on page 1. siding � barrier iiA bottom plate concrete 'k,,,6" min. foundation Maintain a minimum 1" gap between gutter end caps and siding & trim. Figure 9 gutter and end cap u deck material 2" Do not bridge floors with HardiePanell siding. Horizontal joints should always be created between floors (fig. 10). water - Resistive Barrier Framing Figure 10 n. Horizontal Flooring Trim n, Sheathing fascia HardiePanel• BLOCKED PENETRATIONS Penetrations such as hose bibs and holes 1 Yz" or larger such as dryer vents should have a block of trim around point of penetration. GENERAL FASTENING REQUIREMENTS Fasteners must be corrosion resistant, galvanized, or stainless steel. Electro -galvanized are acceptable but may exhibit premature corrosion. James Hardie recommends the use of quality, hot -dipped galvanized nails. James Hardie is not responsible for the corrosion resistance of fasteners. Stainless steel fasteners are recommended when installing James Hardie products near the ocean, large bodies of water, or in very humid climates. • Consult applicable product evaluation or listing for correct fastener type and placement to achieve specific design wind loads. • NOTE: Published wind loads may not be applicable to all areas where Local Building Codes have specific jurisdiction. Consult James Hardie Technical Services if you are unsure of applicable compliance documentation. • Drive fasteners perpendicular to siding and framing. • Fastener heads should fit snug against siding (no air space). (fig. A) • Do not over -drive nail heads or drive nails at an angle. • If nail is countersunk, fill nail hole and add a nail. (fig. B) • For wood framing, under driven nails should be hit flush to the plank with a hammer (for steel framing, remove and replace nail). • NOTE: Whenever a structural member is present, HardiePlank should be fastened with even spacing to the structural member. The tables allowing direct to OSB orplywood should only be used when traditional framing is not available. • Do not use aluminum fasteners, staples, or clipped head nails. Snug ®Countersunk, Flush ® fill & add nail JY 0 Figure A ESIJ Figure B do not under drive nails DO NOT STAPLE KICKOUT FLASHING Because of the volume of water that can pour down a sloped roof, one of the most critical flashing details occurs where a roof intersects a sidewall. The roof must be flashed with step flashing. Where the roof terminates, install a kickout to deflect water away from the siding. It is best to install a self -adhering membrane on the wall before the subfascia and trim boards are nailed in place, and then come back to install the kickout. Figure 11, Kickout Flashing To prevent water from dumping behind the siding and the end of the roof intersection, install a "kickout" as required by IRC code R905.2.8.3 : "...flashing shall be a min. of 4" high and 4" wide." James Hardie recommends the kickout be angled between 100° - 110° to maximize water deflection Figure 11 Step flashing Self.adhering/k, membrane _Ser-adhenn� ewes membrane }}} Drip edge Hmsewap PNEUMATIC FASTENING James Hardie products can be hand nailed or fastened with a pneumatic tool. Pneumatic fastening is highly recommended. Set air pressure so that the fastener is driven snug with the surface of the siding. A flush mount attachment on the pneumatic tool is recommended. This will help control the depth the nail is driven. If setting the nail depth proves difficult, choose a setting that under drives the nail. (Drive under driven nails snug with a smooth faced hammer - Does not apply for installation to steel framing). HS1236 - P2/3 8113 A 1o. CAULKING For best results use an Elastomeric Joint Sealant complying with ASTM C920 Grade NS, Class 25 or higher or a Latex Joint Sealant complying with ASTM C834. Caulking/Sealant must be applied in accordance with the caulking/sealant manufacturer's written instructions. Note: OSI Quad as well as some other caulking manufacturers do not allow tooling. DO NOT caulk nail heads when using ColorPlus products, refer to the ColorPlus touch-up section CUT EDGE TREATMENT PAINTING Caulk, paint or prime all field cut edges. I DO NOT use stain, oiValkyd base paint, or powder coating on James Hardie® Products. James Hardie products James Hardie touch-up kits are required must be painted within 180 days for primed product and 90 days for unprimed. 100% acrylic topcoats are to touch-up ColorPlus products. recommended. Do not paint when wet. For application rates refer to paint manufacturers specifications. Back -rolling is recommended if the siding is sprayed. COLORPLUS® TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE • Care should be taken when handling and cutting James Hardie(D ColorPlus@ products. During installation use a wet soft cloth or soft brush to gently wipe off any residue or construction dust left on the product, then rinse with a garden hose. • Touch up nicks, scrapes and nail heads using the ColorPlus® Technology touch-up applicator. Touch-up should be used sparingly. If large areas require touch-up, replace the damaged area with new HardiePanelJ siding with ColorPlus Technology. • Laminate sheet must be removed immediately after installation of each course. • Terminate non -factory cut edges into trim where possible, and caulk. Color matched caulks are available from your ColorPluse product dealer. • Treat all other non -factory cut edges using the ColorPlus Technology edge coaters, available from your ColorPlus product dealer. Note: James Hardie does not warrant the usage of third parry touch-up or paints used as touch-up on James Hardie ColorPlus products. Problems with appearance or performance arising from use of third party touch-up paints or paints used as touch-up that are not James Hardie touch-up, will not be covered under the James Hardie ColorPlus Limited Finish Warranty. The following outlines the recommended applications for ColorPlus and Primed panels. Not all designs will be suitable for every application: • Exposed fasteners or battens is the recommended application for ColorPlus panel products • Do not use touch-up over fastener heads for smooth ColorPlus products - primed panel recommended • For ColorPlus panel applications that require fasteners in the field, it is acceptable to use touch-up over fasteners for Cedarmill and Stucco panel only, but correct touch-up application is important. Some colors may show touch-up when applied over fasteners. Trim is recommended to cover joints when appropriate. PAINTING JAMES HARDIE® SIDING AND TRIM PRODUCTS WITH COLORPLUS® TECHNOLOGY When repainting ColorPlus products, James Hardie recommends the following regarding surface preparation and topcoat application: • Ensure the surface is clean, dry, and free of any dust, dirt, or mildew • Repriming is normally not necessary • 100% acrylic topcoats are recommended • DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardieg Products • Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application temperature RECOGNITION: In accordance with ICC -ES Evaluation Report ESR -1844, HardiePanel® vertical siding is recognized as a suitable alternate to that specified in: the 2006.2009, & 2012 International Residential Code for One -and Two -Family Dwellings and the 2006, 2009, & 2012 International Building Code. HardiePanel vertical siding is also recognized for application in the following: City of Los Angeles Research Report No. 24862. State of Florida listing FL#889, Dade County, Florida NOA No. 02-0729.02, U.S. Dept. of HUD Materials Release 1263c, Texas Department of Insurance Product Evaluation EC -23. Cityof New York MFA 223-93-M, and California DSA PA -019. These documents should also be consulted for additional information concerning the suitability of this product for specific applications. © 2013 James Hardie Building Products. All rights reserved. Additional Installation Information, TM, SM, and ® denote trademarks or registered trademarks of James HardieTechnology Limited ® is a registered Warranties, and Warnings are available at JamesHardie trademark of James Hardie Technology Limited. www.jameshardie.com HS 1236 - P3'3 6,13 OFFICE COPY FORM R405-2017 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: 116 - 120 JACKSON RD DUPLEX R Builder Name: Marco Heating & Air Inc Street: 116 -120 JACKSON ROAD Permit Office: DUVAL CNTY City, State, Zip: ATLANTIC BEACH, FL, 32233 Permit Number: Owner: MATHIEU BUILDERS Jurisdiction: 261300 Design Location: FL, Jacksonville County: Duval (Florida Climate Zone 2 ) 1. New construction or existing New (From Plans) 9. Wall Types (2340.0 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 2106.00 ft2 b. Frame - Wood, Adjacent R=13.0 234.00 ft2 3. Number of units, if multiple family 1 c. N/A R= ft' 4. Number of Bedrooms 3 d. N/A R= ft2 10. Ceiling Types (937.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 797.00 ft2 6. Conditioned floor area above grade (ft2) 1641 b. Under Attic (Vented) R=19.0 140.00 ft2 c. R= ft2 Conditioned floor area below grade (ft2) 0 11. Ducts R ft2 7. Windows(192.0 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: Attic 6 328 a. U -Factor: Dbl, U=0.32 152.00 ft2 SHGC: SHGC=0.29 b. U -Factor: Dbl, U=0.62 40.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a. Central Unit 28.4 SEER:15.00 c. U -Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U -Factor: N/A ft2 a. Electric Heat Pump 28.4 HSPF:8.50 SHGC: Area Weighted Average Overhang Depth: 2.000 ft. Area Weighted Average SHGC: 0.282 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (1661.0 sqft.) Insulation Area EF: 0.999 a. Floor Over Other Space R=13.0 704.00 ft2 b. Conservation features b. Slab -On -Grade Edge Insulation R=0.0 704.00 ft2 None c. other (see details) R= 253.00 ft2 15. Credits Pstat Glass/Floor Area: 0.117 Total Proposed Modified Loads: 47.80 PASS Total Baseline Loads: 52.47 1 hereby certify that the plans and specifications covered by Review of the plans and 11"E S7-4 this calculation are in compliance with the Florida Energy specifications covered by this Av DIOWy •Ign. by D -o y oea^e de. ON CN-0-ftyUeane.0-US OU-Mba H -,&g r ^° o- V.-Hectl &- Inc.'. E=° @Marc Compan com o rothy Deane "°°�"° calculation indicates compliance �i ' "edbO^' ° "�°�°m•^' with the Florida Energy Code. �tlon oamaoie-io-n io:a:w PREPARED Y: Before construction is completed 'r _-__ DATE: this building will be inspected for O _ a compliance with Section 553.908 I hereby certify that this building, as designed, is in compliance Florida Statutes. t�,C with the Florida Energy Code. 0_"z OWNER/AGENT: BUILDING OFFICIAL: _ DATE: L/3 DATE: 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 7.00 ACH50 (R402.4.1.2). 10/11/2018 10:22 AM EnergyGauge® USA Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2017 INPUT SUMMARY CHECKLIST RFPnRT A 10/11/2018 10:22 AM EnergyGauge® USA Section R405.4.1 Compliant Software Page 2 of 5 PROJECT Title: 116 - 120 JACKSON RD DU Bedrooms: 3 Address Type: Street Address Building Type: User Conditioned Area: 1641 Lot # Owner Name: MATHIEU BUILDERS Total Stories: 2 Block/Subdivision: # of Units: 1 Worst Case: No PlatBook: Builder Name: Marco Heating & Air Inc Rotate Angle: 0 Street: 116 -120 JACKSON R Permit Office: DUVAL CNTY Cross Ventilation: No County: Duval Jurisdiction: 261300 Whole House Fan: No 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 �/ 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 Entire House 1641 14769 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 MAIN 704 6336 Yes 0 1 Yes Yes Yes 2 BEDS 937 8433 No 4 3 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter Perimeter R -Value Area Joist R -Value Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio MAIN 94 ft 0 704 ft' ____ 0.2 0.2 0.6 2 Floor over Garage BEDS ---- ---- 253 ft' 13 0.2 0.2 0.6 3 Floor Over Other Space BEDS ---- ---- 704 ftz 13 0.2 0.2 0.6 ROOF / Roof Gable Roof Solar SA Emitt Emitt Deck Pitch V # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Hip Composition shingles 1085 ftz 0 ft' Medium 0.9 No 0.9 No 0 30.3 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 937 ft' N N 10/11/2018 10:22 AM EnergyGauge® USA Section R405.4.1 Compliant Software Page 2 of 5 C7nDU Rnnr_on17 IAIPI IT SI IMMARY rI4Fr-KI IST REPORT 10/11/2018 10:22 AM EnergyGauge® USA Section R405.4.1 Compliant Software Page 3 of 5 CEILING # Ceiling Type Space R -Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) BEDS 30 Blown 797 ft' 0.1 Wood 2 Under Attic (Vented) BEDS 19 Blown 140 ftZ 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below # C)rnt To Wall Type Space 1 N Exterior Frame - Wood MAIN 13 20 0 9 0 180.0 ftZ 0 0.23 0.01 0 2 E Exterior Frame - Wood MAIN 13 40 0 9 0 360.0 ft' 0 0.23 0.01 0 3 S Exterior Frame - Wood MAIN 13 7 0 9 0 63.0 ft' 0 0.23 0.01 0 4 W Exterior Frame - Wood MAIN 13 27 0 9 0 243.0 ft' 0 0.23 0.01 0 5 S Garage Frame - Wood MAIN 13 13 0 9 0 117.0 ft' 0 0.23 0.01 0 6 W Garage Frame - Wood MAIN 13 13 0 9 0 117.0 ft' 0 0.23 0.01 0 7 N Exterior Frame - Wood BEDS 13 20 0 9 0 180.0 ft' 0 0.23 0.01 0 8 E Exterior Frame - Wood BEDS 13 50 0 9 0 450.0 ft' 0 0.23 0.01 0 9 S Exterior Frame - Wood BEDS 13 20 0 9 0 180.0 ft' 0 0.23 0.01 0 10 W Exterior Frame - Wood BEDS 13 50 0 9 0 450.0 ft' 0 0.23 0.01 0 DOORS # Ornt Door Type Space Storms U -Value Width Height Area Ft In Ft In 1 S Wood MAIN None .39 3 7 21 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang # Ornt ID Frame Panes NFRC U -Factor SHGC Imp Area Depth Separation Int Shade Screening 1 N 1 Vinyl Low -E Double Yes 0.62 0.25 N 40.0 ftZ 2 ft 0 in 2 ft 0 in None Exterior 5 2 N 1 Vinyl Low -E Double Yes 0.32 0.29 N 30.0 ft' 2 ft 0 in 2 ft 0 in None Exterior 5 3 E 2 Vinyl Low -E Double Yes 0.32 0.29 N 30.0 ft' 2 ft 0 in 2 ft 0 in None Exterior 5 4 W 4 Vinyl Low -E Double Yes 0.32 0.29 N 6.0 ftZ 2 ft 0 in 2 ft 0 in None Exterior 5 5 N 7 Vinyl Low -E Double Yes 0.32 0.29 N 9.0 ft' 2 ft 0 in 2 ft 0 in None Exterior 5 6 E 8 Vinyl Low -E Double Yes 0.32 0.29 N 12.0 ftZ 2 ft 0 in 2 ft 0 in None Exterior 5 7 E 8 Vinyl Low -E Double Yes 0.32 0.29 N 45.0 ft' 2 ft 0 in 2 ft 0 in None Exterior 5 8 S 9 Vinyl Low -E Double Yes 0.32 0.29 N 20.0 ft' 2 ft 0 in 2 ft 0 in None Exterior 5 GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 307.8 ft' 307.8 ft' 50 ft 8 ft 1 10/11/2018 10:22 AM EnergyGauge® USA Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2017 INPUT SUMMARY CHFCKI IST RFPnRT 10/11/2018 10:22 AM EnergyGauge® USA Section R405.4.1 Compliant Software Page 4 of 5 INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .0004 1723.1 94.59 177.9 .3902 7 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump/ Split HSPF:8.5 28.4 kBtu/hr 1 sys#1 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central UniU Split SEER: 15 28.4 kBtu/hr cfm 0.7 1 sys#1 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.999 50 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model # Collector Model # Area Volume FEF None None ft' 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 6 328 ft' Attic 82 ft' Default Leakage Attic (Default) (Default) 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: CoolingJan Feb [ Mar HeatinJan Feb tMaAPr Apr Se Oct Nov May Jun Jul AuSep Oct Nov Au rl Ma ri JunX Jul rl Dec Dec Ventin Jan Feb X Mar A r [ l Ma Jun [ Jul Aug Se [X] Oct X Nov l Dec 10/11/2018 10:22 AM EnergyGauge® USA Section R405.4.1 Compliant Software Page 4 of 5 I:nRnn 6Anr,_9nl7 INPUT SUMMARY CHECKLIST REPORT HERS 2006 Reference Hours 1 2 3 4 5 6 7 8 9 10 11 12 rThermostatedule: AM PM 78 80 78 80 78 78 78 78 78 78 78 78 78 78 78 78 80 78 80 78 80 78 80 78 Cooling (WEH) 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 ft' 0 ft 0.3 MAIN Default(8 lbs/s .ft. ft' ft 0.3 BEDS Name: Test Rater Signature: Rating Compant: Test Rater Date: 10/11/2018 10:22 AM EnergyGauge® USA Section R405.4.1 Compliant Software Page 5 of 5 2017 EPL DISPLAY CARD ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 91 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 Attic/Attic 3. No. of units (if multiple -family) 3. 1 4. Number of bedrooms 4. 3 13. Cooling system: Capacity 28.4 a) Split system SEER 15.0 5. Is this a worst case? (yes/no) 5. No b) Single package SEER c) Groundwater source SEER/COP 6. Conditioned floor area (sq. ft.) 6. 1641 d) Room unit/PTAC EER e) Other 7. Windows, type and area a) U-factor:(weighted average) 7a. 0.382 b) Solar Heat Gain Coefficient (SHGC) 7b. 0.282 14. Heating system: Capacity 28.4 c) Area 7c. 192.0 a) Split system heat pump HSPF 8.5 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. 13.0 15. Water heating system c) Concrete, raised (R -value) 9c. a) Electric resistance EF 1.00 b) Gas fired, natural gas EF 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. 13.0 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) 1061. 13.0 2. Masonry (Insulation R -value) 1062. 16. HVAC credits claimed (Performance Method) 11. Ceiling type and insulation level a) Ceiling fans a) Under attic 11a. varies b) Cross ventilation No b) Single assembly 11b. c) Whole house fan No c) Knee walls/skylight walls 11 c. 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 installed code compliant features. Builder Signature: Date: Address of New Home: 116 -120 JACKSON ROAD City/FL Zip: ATLANTIC BEACH, FL 32233 10/11/2018 10:22:27 AM EnergyGauge® USA 6.0.02 - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1 Florida Building Code, Energy Conservation, 6th Edition (2017) Mandatory Requirements for Residential Performance, Prescriptive and ERI Methods F77 3462 CORMORANT COVE DR Permit Number: JACKSONVILLE , FL, 32223 MANDATORY REQUIREMENTS See individual code sections for full details. ✓ SECTION R401 GENERAL R401.3 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. R402.4 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 enveldj5lae 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. I %t R402.4.1.1 Installation.The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance IIIJJJ 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. 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(3x0, (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. I�77 R402.4.2 Fireplaces. New wood-buming fireplaces shall have tight -fitting flue dampers or doors, and outdoor combustion air. Where IIIJJJ 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 leakage Windows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 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. 5/9/2018 10:04 AM EnergyGauge® USA - FBC 6th Edition (2017) Compliant Software Page 1 of 5 MANDATORY REQUIREMENTS - (Continued) 1771 8402.4.4 Rooms containing fuel -burning appliances. In Climate Zones 3 through 8, where open combustion air ducts provide combustion air to LLLYYYJJJ 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. 402.4.5 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage d� between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM 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 03.1 Controls. / R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls LLLiiiddd 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)(0, (g) or (i), Florida Statutes, to be "substantially leak free" in accordance with Section R403.3.3. R403.3.2.1 Sealed air handier. 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: 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 manufacturer's 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: 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. 8//Building cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. ,403.3.5 403.4 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105°F (41°C) U�� o below 55°F (1 YC) 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 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 u pipe shall be a dedicated return 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. f,� R403.5.1.2 Heat trace systems. Electric heat trace systems shall comply with IEEE 515.1 or UL 515. Controls for such systems LLL111�� 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. 5/9/2018 10:04 AM EnergyGauge® USA - FBC 6th Edition (2017) Compliant Software Page 2 of 5 NDATORY REQUIREMENTS - (Continued) R403.5.5 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have LLLLLLJJJJJJ 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). t t R403.5.6.1.1 Automatic controls. Service water -heating systems shall be equipped with automatic temperature controls capable LLLlllddd 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). Dr-� / 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. R403.5.6.2 Water -heating equipment. Water -heating equipment installed in residential units shall meet the minimum efficiencies of LLL111�� 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 atilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. 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. --t// 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, crawispaces, 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). u^1 'f 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 (CFM) MINIMUM EFFICACY a (CFM/WATT) AIRFLOW RATE MAXIMUIV (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 Umin. a. When tested in accordance with HVI Standard 916 5/9/2018 10:04 AM EnergyGauge® USA - FBC 6th Edition (2017) Compliant Software Page 3 of 5 M NDATORY 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 2. calculated total sensible load but not less than 80 percent of that load. 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. r7( 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). r� /t R403.10 Pools and permanent spa energy consumption (Mandatory). The energy consumption of pools and permanent spas LLLIIYUUJ/ shall be in accordance with Sections R403.10.1 through R403.10.5. rrh R403.10.1 Heaters. The electric power to heaters shall be controlled by a readily accessible on-off switch that is an LLL111LLLJJJ 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 tum 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. 5/9/2018 10:04 AM EnergyGauge® USA - FBC 6th Edition (2017) Compliant Software Page 4 of 5 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 (Mandatory)he energy consumption of electric -powered portable spas shall be controlled by the requirements of APSP-14. SECTION R404 i �E ECTRICAL POWER AND LIGHTING SYSTEMS R404.1 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. 5/9/2018 10:04 AM EnergyGauge® USA - FBC 6th Edition (2017) Compliant Software Page 5 of 5 2017 - AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: 116 — 120 JACKSON RD DUPLEX R Builder Name: Marco Heating & Air Inc Street: 116 —120 JACKSON ROAD Permit Office: DUVAL CNTY City, State, Zip: ATLANTIC BEACH , FL, 32233 Permit Number: Y Owner: MATHIEU BUILDERS Jurisdiction: 261300 LU 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. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with The insulation in any dropped ceiling/soffit the 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 sealed. with a material having a thermal resistance of R-3 Knee walls shall be sealed. per 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/doorjambs 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 cavities shall be filled by insulation that on Narrow cavities installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spa s. 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 ;-Ytpntl hehond 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 nlates and walls or ceifinos. a. In addition, inspection of log walls shall be in accordance with the provisions of ICC -400. 10/11/2018 10:22 AM EnergyGauge® USA 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 10/11/2018 10:43:05 AM EnergyGauge® USA 6.0.02 - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1 Jurisdiction: 261300 Permit #: Job Information Builder: Marco Heating & Air Inc Community: Lot: NA Address: 116 -120 JACKSON ROAD City: ATLANTIC BEACH State: FL Zip: 32233 Air Leakage Test Results Passing results must meet either the Performance, Prescriptive, or ERI Method O PRESCRIPTIVE 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. O PERFORMANCE 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 Calc (Performance) or R406-2017 (ERI): 7 000 x 60 _ 14769 = Method for calculatinq building volume: CFM(50) Building Volume ACH(50) O Retrieved from architectural plans 1-1PASS • Code software calculated When ACH(50) is less than 3, Mechanical Ventilation installation O 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: 10/11/2018 10:43:05 AM EnergyGauge® USA 6.0.02 - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1 wrightsoft Building Analysis Entire House Marco Heating & Air Inc 720 Mill Creek Rd, Jacksonville, FL 32211 Phone: 904-743-3350 Fax: 904-743-4427 License: CAC1815711 For: 116 -- 120 JACKSON RD DUPLEXR, MATHIEU BUILDERS 116 - 120 JACKSON RD DUPLEX R, ATLANTIC BEACH, FL 32233 Phone: 904-268-2845 Job: 116 - 120 JACKSON RD D... Date: OCT 11, 2018 By: MARCO HEATING AND AIR Plan: CUSTOM Location: Btuh/ft2 Indoor: Heating Jacksonville Intl AP, FL, US 3.4 Indoor temperature (°F) 70 Elevation: 33 ft 14.4 Design TD (°F) 38 Latitude: 30°N 14.6 Relative humidity (%) 30 Outdoor: Heating Cooling Moisture difference (gr/Ib) 11.0 Dry bulb (°F) 33 93 Infiltration: 17.9 Dailyrange (°F) - 18 ( M ) Method Simplified Wet bulb (°F) - 77 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Component Btuh/ft2 Btuh % of load Walls 3.4 7258 30.0 Glazing 14.4 2759 11.4 Doors 14.6 307 1.3 Ceilings 1.2 1124 4.6 Floors 4.6 4331 17.9 Infiltration 1.8 3854 15.9 Ducts 4563 18.9 Piping 0 0 Humidification 0 0 Ventilation 0 0 Adjustments 0 Total 1 1 24196 100.0 Cooling Component Btuh/ft2 Btuh % of load Walls 2.2 4666 22.0 Glazing 20.8 4007 18.9 Doors 11.8 247 1.2 Ceilings 1.7 1610 7.6 Floors 0.1 81 0.4 Infiltration 0.5 957 4.5 Ducts 6259 29.5 Ventilation 0 0 Internal gains 3420 16.1 Blower 0 0 Adjustments 0 Total 1 1 21248 100.0 Latent Cooling Load = 6479 Btuh Overall U -value = 0.102 Btuh/ft2-°F Data entries checked. G.Ong mi Gains Cooling 75 18 50 51.2 414- wrightsatt- 2018 -Oct -11 10:42:40 ,tom`„ • • Right -Suite® Universal 2018 18.0.25 RSU17889 Page 1 ...D\116 A 8 B\LEFT\JACKSON RD R SIDE 2X4 WALL.rup Calc = MJ8 Front Door faces: S Project Summa ro wrightsoft Summary Job: Date: 116-120 JACKSON RDD... OCT 11, 2018 Entire House By: MARCO HEATING AND AIR Marco Heating & Air Inc Plan: CUSTOM 720 Mill Creek Rd, Jacksonville, FL 32211 Phone: 904-743-3350 Fax: 904-743-4427 License: CAC1815711 6259 Btuh Prooect Information 0 Btuh For: 116 -- 120 JACKSON RD DUPLEXR, MATHIEU BUILDERS 116 — 120 JACKSON RD DUPLEX R, ATLANTIC BEACH, FL 32233 Phone: 904-268-2845 Notes: ORIENTATION -S -FRONT DOOR 1.5 TON 5KW Weather: Jacksonville Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 33 °F Outside db 93 °F Inside db 70 °F Inside db 75 °F Design TD 38 °F Design TD 18 °F Daily range M Relative humidity 50 % Moisture difference 51 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 19633 Btuh Structure 14989 Btuh Ducts 4563 Btuh Ducts 6259 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh (none) (none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 24196 Btuh Use manufacturer's data y Infiltration Rate/swing multiplier Equipment load 1.00 -M4' tuh sensible Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 5011 Btuh Ducts 1468 Btuh Central vent (0 cfm) 0 Btuh Heating Cooling (none) Area (ft') 1641 1641 Equipment latent load 6479 Btuh Volume (ft') 14769 14769 Air changes/hour 0.38 0.20 Equipment Total Load (Sen+Lat) Btuh Equiv. AVF (cfm) 94 49 Req. o- taI capacity at 0.1Q7SrR .5 ton Heating Equipment Summary Cooling Equipment Summary Make Goodman Mfg Make Goodman Mfg. Trade GOODMAN; JANITROL; AMANA DISTI... Trade GOODMAN; JANITROL; AMANA DISTI... Model GSZ140301 K Cond GSZ140301 K AHRI ref 8242621 Coil ASPT37C14A AHRI ref 8242621 Efficiency 8.5 HSPF Efficiency 12.5 EER, 15 SEER Heating input Sensible cooling 19880 Btuh Heating output 28000 Btuh @ 47°F Latent cooling 8520 Btuh Temperature rise 27 °F Total cooling 28400 Btuh Actual air flow 947 cfm Actual air flow 947 cfm Air flow factor 0.039 cfm/Btuh Air flow factor 0.045 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat Load sensible heat ratio 0.77 Capacitybalance point= 31 °F Backup: Input = 6 kW, Output = 22146 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. -rilwrigtitmoft 2018 -Oct -1110:42:40 Right -Suite® Universal 2018 18.0.25 RSU17889 Page 1 D\116 A & B\LEF RJACKSON RD R SIDE 2X4 WALL.rup Calc = MJ8 Front Door faces: S wrightsoft Right -J® Worksheet Job: 116 - 120 JACKSON RD DUPL... Entire House Date: OCT 11, 2018 By: MARCO HEATING AND AIR Marco Heating & Air Inc Plan: CUSTOM 720 Mill Creek Rd, Jacksonville, FL 32211 Phone: 904-743-3350 Fax: 904-743-4427 License: CAC1815711 1 Room name Entire House MAIN 2 Exposed wall 234.0 ft 94.0 ft 3 Room height 9.0 ft 9.0 ft heat/cool 4 Room dimensions 1.0 x 704.0 ft 5 Room area 1641.0 ft' 704.0 ft' Ty Construction U-valueOr HTM Area (ft' ) Load Area (ft' ) Load number (Btuh/ft'-°F (Btuh/f t') or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross I N/P/S j Heat Cool j Gross N/P/S j Heat I Cool 6 12C-0sw 0.091 n 3.41 2.29 360 281 958 644 180 110 375 252 1 D-c2om 0.320 n 12.00 10.51 9 0 108 95 0 0 0 0 V 4A5-2omd 0.620 n 23.25 14.54 40 0 935 585 40 0 935 585 4A5-2ov 0.320 n 12.00 10.51 30 0 360 315 30 0 360 315 11 0.091 a 3.41 2.29 810 723 2467 1658 360 330 1126 757 T�12C-0sw 1D-c2om 0.320 a 12.00 30.13 12 0 144 362 0 0 0 0 1D-c2om 0.320 a 12.00 30.13 45 0 540 1356 0 0 0 0 4A5-2ov 0.320 a 12.00 30.13 30 0 360 904 30 0 360 904 12C-0sw 0.091 s 3.41 2.29 243 202 689 463 63 42 143 96 1D-c2om 0.320 s 12.00 10.51 20 20 240 210 0 0 0 0 11130 0.390 s 14.62 11.78 21 21 307 247 21 21 307 247 Vy 12C -Os w 0.091 w 3.41 2.29 693 687 2344 1575 243 237 809 543 l -G 4A5-2ov 0.320 w 12.00 30.13 6 0 72 181 6 0 72 181 P 12C-0sw 0.091 3.41 1.39 234 234 799 326 234 234 799 326 C 1613-30ad 0.032 1.20 1.72 937 937 1124 1610 0 0 0 0 F 19A-13bscp 0.065 1.78 0.84 20 20 36 17 0 0 0 0 F 19C-19cscD 0.049 0.64 0.30 213 213 136 64 0 0 0 0 F 22A-tpm 1.180 44.25 0.00 704 94 4159 0 704 94 4159 0 61 c) AED excursion 0 -37 Envelope loss/gain 15779 10612 9445 4169 12 a) Infiltration 3854 957 1548 385 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 4 920 0 0 Appliances/other 2500 2000 Subtotal (lines 6 to 13) 19633 14989 10993 6553 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 19633 14989 10993 6553 15 Duct loads 23% 42% 4563 6259 23% 42% 2555 2736 Total room load 241961 21248 135481 92901 1 1 Air required (cfm) 1 1 947 947 1 1 530 414 Calculations aDDroved by ACCA to meet all reauirements of Manual J 8th Ed. dGCt� -rk 2018 -Oct -11 10:42:40 Right -Suite® Universal 2018 18.0.25 RSU17889 Page 1 D\116 A 8 B\LEFT\JACKSON RD R SIDE 2X4 WALL.rup Calc = MJ8 Front Door faces: S + wrightsoft flight -J® Worksheet Job: 116 - 120 JACKSON RD DUPL... Entire House Date: OCT 11, 2018 By: MARCO HEATING AND AIR Marco Heating & Air Inc Pian: CUSTOM 720 Mill Creek Rd, Jacksonville, FL 32211 Phone. 904-743-3350 Fax: 904-743-4427 License: CAC1815711 1 Room name BEDS 2 Exposed wall 140.0 ft 3 Room height 9.0 ft heat/cool 4 Room dimensions 1.0 x 937.0 ft 5 Room area 937.0 ft' Ty Construction U -value Or HTM Area ft' Load Area Load number (Btuh/ft2-°F) (Btuh/fv) or perimeter (ft) (Btuh) or perimeter Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C-Osw 0.091 n 3.41 2. 180 171 584 392 1D-c2om 0.320 n 12.00 10.5151 9 0 108 95 � 4A5-2omd 0.620 n 23.25 14.54 0 0 0 0 4A5-2ov 0.320 n 12.00 10.51 0 0 0 0 11 0.091 e 3.41 2.29 450 393 1341 901 T�12C-Osw 1 D-c2om 0.320 e 1200 30.13 12 0 144 362 1 D-c2om 0.320 e 12.00 30 13 45 0 540 1356 4A5-2ov 0.320 e 12.00 30.13 0 0 0 0 12C-Osw 0.091 s 3.41 2.29 180 160 546 367 1D-c2om 0.320 s 12.00 10.51 20 20 240 210 IL��ppp 11DO 0.390 s 14.62 11.78 0 0 0 0 Vy 12C-Osw 0.091 w 3.41 2.29 450 450 1536 1032 I -G 4A5-2ov 0.320 w 12.00 30.13 0 0 0 0 P 12C-Osw 0.091 3.41 1.39 0 0 0 0 C 16B-30ad 0.032 - 1.20 1.72 937 937 1124 1610 F 19A-13bscp 0.065 1.78 0.84 20 20 36 17 F 19C-19cscp 0,049 - 0.64 0.30 213 213 136 64 F 22A-tpm 1.180 44.25 0.00 0 0 0 0 6 c) AED excursion 371 1 Envelope loss/gain 6334 6443 12 a) Infiltration 2306 573 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 4 920 Appliances/other 500 Subtotal (lines 6 to 13) 1 8640 8436 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 8640 8436 15 Duct loads 239Y 42 % 2008 3522 Total room load 10648 11958 Air required (cfm) 417 533 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. w. ryr,•cc.>7c Right-Suite®Universal 201818.0.25 RSU17889 2018 -Oct -11 10:42:40 Page t D\116 A & B\LEFT\JACKSON RD R SIDE 2X4 WALL.rup Calc = MJ8 Front Door faces. S Manual S Compliance Report Job: 116-120 JACKSON RDD... , wrightsoft Date: OCT 11, 2018 Entire House By: MARCO HEATING AND AIR Marco Heating & Air Inc Plan: CUSTOM 720 Mill Creek Rd, Jacksonville, FL 32211 Phone: 904-743-3350 Fax: 904-743-4427 License: CAC1815711 Project Information For: 116 -- 120 JACKSON RD DUPLEXR, MATHIEU BUILDERS 116 -- 120 JACKSON RD DUPLEX R, ATLANTIC BEACH, FL 32233 Phone: 904-268-2845 Cooling Equipment Design Conditions Outdoor design DB: 92.7°F Sensible gain: 21248 Btuh Entering coil DB: 77.9°F Outdoor design WB: 77.1'F Latent gain: 6479 Btuh J Entering coil WB: 64.0°F Indoor design DB: 75.0°F Total gain: 27726 Btuh Indoor RH: 50% Estimated airflow: 947 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Goodman Mfg. Actual airflow: 947 cfm Sensible capacity: 19880 Btuh Latent capacity: 8520 Btuh Total capacity: 28400 Btuh Model: GSZ140301 K+ASPT37C14A 94% of load J 132% of load 102% of load SHR: 70% Design Conditions Outdoor design DB: 32.5°F Heat loss: 24196 Btuh Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Goodman Mfg. Model: GSZ140301 K+ASPT37C14A Actual airflow: 947 cfm Output capacity: 28000 Btuh 1161/o of load Supplemental heat required: 0 Btuh Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 947 cfm Output capacity: 6.5 kW 92% of load Temp. rise: 50 °F Meets all requirements of ACCA Manual S. Entering coil DB: 68.5°F Capacity balance: 31 °F Economic balance: -99 °F W rightsoft - 2018 -Oct -11 10:42:40 Right -Suite® Universal 2018 18.0.25 RSU17889 Page 1 D\116 A & B\LEF RJACKSON RD R SIDE 2X4 WALL.rup Calc = MJ8 Front Door faces: S MATHIEU BUILDERS PLAN: TOWNHOUSE LOT#: RIGHT SUBDIVISION: 116 - 120 JACKSON RD DUPLEX R GOODMAN 2.5 TON HEAT PUMP SYSTEM SEER: _15_ HSPF: _8.5 DESIGN COOL BTUH: 30000 AVAILABLE STATIC PRESSURE: 1:1 TOTAL CFM: 1235 TOTAL EFFECTIVE LENGTH: 219 PERFORMANCE METHOD: DUCT MATERIAL: R6 VINYL FLEX SUPPLY BRANCH DETAIL TABLE ROOM NAME COOLING CFM BRANCH SIZE LINEAR FT DUCT MATERIAL POWDER 35 CFM 4" 19' VINYL FLEX DINING 200 CFM 8" 8' VINYL FLEX LIVING 200 CFM 8" 12' VINYL FLEX KITCHEN 165 CFM 7" 18' VINYL FLEX LAUNDRY 35 CFM 4" 16' VINYL FLEX PANTRY 35 CFM 4" 18' VINYL FLEX BR3 165 CFM 7" 12' VINYL FLEX BATH 2 (2) 35 CFM (2) 4" 18' VINYL FLEX BR2 165 CFM 7" 8' VINYL FLEX BR2 WIC 35 CFM 4" 15' VINYL FLEX MBR 200 CFM 8" 20' VINYL FLEX MBA 35 CFM 4" 16' VINYL FLEX MBR WIC 35 CFM 4" 15' VINYL FLEX MBATOILET 35 CFM 4" 24' VINYL FLEX TOTALS 1235 CFM 219 LN (FT) SUPPLY TRUNK DETAIL TABLE LOCATION DESIGN BTUH TRUNK SIZE DUCT MATERIAL FROM UNIT TO 1ST DISTR BOX 12202 10" VINYL FLEX FROM UNIT TO 11T DISTR BOX 21054 14" VINYL FLEX 11 'DE Ix4 STUDS • 16' B TO UNDERSIDE OF OR SIDE OF STUDS ------------- -- ---- - LAUND, m - 4" ED�OOM e I IA MiTek` RE: 1561903 - Site Information: Customer Info: MATHIEU BUILDERS Lot/Block: 116-120 Address: 116-120 JACKSON ST— City: City: DUVAL Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Project Name: 1561903 Model: Subdivision: JACKSON ST. State: FLORIDA MiTek USA, Inc. 6904 Parke East Blvd. TOWNHOMTgmpa, FL 33610-4115 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/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 40.0 psf Floor Load: 55.0 psf This package includes 39 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 IT15342447 ICJ1 10/16/18 118 IT15342464 IF09 10/16/18 12 IT15342448 I CJ3 110/16/18 119 I T15342465 I F10 1 10/16/18 1 13 I T 15342449 EJ 1 110/16/18 120 I T15342466 I F 11 1 10/16/18 1 14 I T15342450 I EJ2 110/16/18 121 I T15342467 I HJ4 110/16/181 15 I T15342451 I EJ3 110/16/18 122 I T15342468 I HJ5 110/16/181 16 I T15342452 I EJ4 110/16/18 123 I T15342469 I T01 1 10/16/18 1 17 I T15342453 I EJ4G 110/16/18 124 I T15342470 I T02 1 10/16/18 1 18 I T15342454 I EJ5 110/16/18 125 I T15342471 I T03 1 10/16/18 1 19 I T15342455 I EJ5G 110/16/18 126 I T15342472 I T04 1 10/16/18 1 110 I T15342456 1 F01 110/16/18 127 I T15342473 I T05 1 10/16/18 1 I11 IT15342457 I F02 110/16/18 128 I T15342474 I T06 1 10/16/18 1 112 I T15342458 I F03 110/16/18 129 I T15342475 I T07 1 10/16/18 1 113 I T15342459 I F04 110/16/18 130 I T15342476 I T08 1 10/16/18 1 I14 I T15342460 I F05 110/16/18 131 I T15342477 I T09 1 10/16/18 1 115 I T15342461 I F06 110/16/18 132 I T15342478 I T10 1 10/16/18 1 116 I T15342462 I F07 110/16/18 133 I T15342479 I T11 1 10/16/18 1 117 I T15342463 I F08 110/16/18 134 I T15342480 I T12 1 10/16/18 1 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource-Jacksonville. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. %011111111111 1,f.. No 39380 0% ST OF :1441 Thomas A. A w i PE No.39380 MfTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 Albani, Thomas 1 of 2 RE: 1561903 - Site Information: Customer Info: MATHIEU BUILDERS Project Name: 1561903 Model: TOWNHOME Lot/Block: 116-120 Subdivision: JACKSON ST. Address: 116-120 JACKSON ST— City: City: DUVAL State: FLORIDA �No. Seal# JTruss Name I Date 35 IT15342481 IT13 10/16/18 136 IT15342482 I T14 110/16/18 1 137 IT15342483 I T15 110/16/18 1 138 IT15342484 I T16 110/16/18 139 IT15342485 1 TF01 110/16/18 1 2 of 2 Job Truss Truss Type Oty Ply (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 715342447 1561903 Cil Jack -Open 20 1 BC 0.04 Vert(CT) 0.00 5 >999 180 particular responsibility of per ANSI TPI 1 as referenced by the building code. BCLL 5.0 Rep Stress Incr YES Job Reference (optional) Builders FirstSource, Jacksonville, FL - 32244, 8.220 s Sep 24 2018 MiTek Industries, Inc. Tue Oct 16 11:12:20 2018 Page 1 ID:078slfdWT6AncvPO9r-X7vdykzya-p¢ kbyyuCaeCWUprByAmzvKBkwkv4OvVPlyhySsAP 1-4-0 1-0.0 3x8 I I Scale = 1:9.6 LOADING (psf) SPACING- 2-0-0 1) Wind: ASCE 7-10; Vuh=130mph (3 -second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C, Enc., CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 mechanical connection (by others) of plate capable of withstanding 100 Ib uplift at joint(s) 5, 3, 4. 6) This manufactured is designed individual BC 0.04 Vert(CT) 0.00 5 >999 180 particular responsibility of per ANSI TPI 1 as referenced by the building code. BCLL 5.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix -MR Weight: 6 Ib 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 6904 Parke East Blvd. Tampa FL 33610 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 5=209/0.5-8, 3=-37/Mechanical, 4=19/Mechanical Max Horz 5=44(LC 12) Max Uplift 5=52(LC 12), 3=-37(LC 1), 4=19(LC 1) Max Grav 5=209(LC 1), 3=13(LC 8), 4=4(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- (6) 1) Wind: ASCE 7-10; Vuh=130mph (3 -second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C, Enc., GCpi=0.18; MWFRS (envelope) and C -C Exterior(2) zone, porch left 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, with BCDL = 5.Opsf. 4) Refer to girder(s) for truss to truss connections. 5) Provide truss to bearing `,tli►I 1111111 j� mechanical connection (by others) of plate capable of withstanding 100 Ib uplift at joint(s) 5, 3, 4. 6) This manufactured is designed individual ``��-^ PS q �e product as an building component. The suitability and use of this component for any building is the the building designer `'. 0 • �j, E IV �!/j particular responsibility of per ANSI TPI 1 as referenced by the building code. ��` •. �, S�• �� No 39380 :XZ ��• -53 Z .��,�s , i O• ••O R GN,`�. l`• All- Thomas Thomas A. Abanj PE No.39380 MiTek USA. Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/0312015 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 buss 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 WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPI/ 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 JobTrJU3 SPACING- Truss Type Ory Ply 20.0 Plate Grip DOL 1.25 TC 0.28 TCDL 10.0 715342448ss 1561903 Jadc-Open 20 1 WB 0.00 BCDL 5.0 Code FBC2017/TP12014 Matrix -MR , Job Reference (optional) IrmSource, JaCXSOnuffie, FL - 3ZZ44, 8.220 s Sep 24 2018 MiTek Industries, Inc. Tue Oct 16 11:12:21 2018 Page 1 ID:078slfdWT6AncvPO9cX7vdykzya-HoXMyxzaf Wgf7gNZaBi_W35b3gTNz9899sUByWO 1-4-0 3-0-0 3x8 II LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 TCDL 10.0 Lumber DOL 1.25 BC 0.12 BCLL 5.0 Rep Stress Incr YES WB 0.00 BCDL 5.0 Code FBC2017/TP12014 Matrix -MR DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) 0.01 4-5 >999 240 MT20 244/190 Vert(CT) 0.01 4-5 >999 180 Horz(CT) -0.01 3 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 5=217/0-5-8, 3=61 /Mechanical, 4=11/Mechanical Max Horz 5=85(LC 12) Max Uplift 5=49(LC 9), 3=49(LC 12), 4=31(LC 9) Max Grav 5=217(LC 1), 3=70(LC 19), 4=37(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Scale = 1:15.5 Weight: 13 Ib FT = 20% Structural wood sheathing directly applied or 3-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (6) 1) Wind: ASCE 7-10; Vuh=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, porch left 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, with BCDL = 5.Opsf. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 3, 4. 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. No 39380 �441: Thomas A. Abant PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 ,&WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED ANTEK REFERENCE PAGE MI -7473 rev. 1 W W/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 budding of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPIt quality Crtteria, DSB49 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 Builders FirstSource, Jacksonville, FL - 32244, 8.220 s Sep 24 2018 MiTek industnes, Inc. I ue Oct lb 11nz:u zU10 rage 1 ID:078slfd WT6AncvPO9cX7vdykzya-1?4k9H_CQpgMRoitxG5QFB2F7?QTCgll NouPOaySsAN -1-4-0 1-0-0 _ 1-4-0 1-0-0 Scale = 1:9.6 2.4 II 3x8 II LOADING (psf) Truss Truss Type Qty PN715342449 TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 rMJob 1903 EJ1 Jack -Open 10 1 WB 0.03 Horz(CT) 0.00 n/a n/a BCDL 5.0 Code FBC20171TPI2014 Matrix -MS Job Reference (o tional Builders FirstSource, Jacksonville, FL - 32244, 8.220 s Sep 24 2018 MiTek industnes, Inc. I ue Oct lb 11nz:u zU10 rage 1 ID:078slfd WT6AncvPO9cX7vdykzya-1?4k9H_CQpgMRoitxG5QFB2F7?QTCgll NouPOaySsAN -1-4-0 1-0-0 _ 1-4-0 1-0-0 Scale = 1:9.6 2.4 II 3x8 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.03 Vert(CT) 0.00 7 >999 180 BCLL 5.0 Rep Stress Ina YES WB 0.03 Horz(CT) 0.00 n/a n/a BCDL 5.0 Code FBC20171TPI2014 Matrix -MS Weight: 7 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP NG.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 7=207/0-5-8, 5=-65/Mechanical Max Horz 7=43(LC 12) Max Uplift 7=52(LC 12), 5=-65(LC 1) Max Grav 7=207(LC 1), 5=20(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=213/259 Structural wood sheathing directly applied or 1-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (6) 1) Wind: ASCE 7-10; Vu1t=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 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, with BCDL = 5.Opsf. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 5. 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. ��.�'� •••\GENS'' •��i�i No 39380 filial Thomas A. Abani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 AWARNING. Var fy daslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 1"312015 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 verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and Permanent bracing 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 SCSI 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 Type Qty Ply TCLL 20.0 1561903 EJ2 TJac!-Open g 1 715342450 BC 0.16 Vert(CT) 0.00 5 >999 180 BCLL 5.0 Rep Stress Incr YES even (optional) aunaers rtrstaource, Jacksonvllte, FL - 32244, 8.220 s Sep 24 2018 MiTek Industries, Inc. Tue Oct 16 11:12:22 2018 Page 1 ID:078slfd WT6AncvPO9cX7vdykzya-1?4k9H_COpgMRoitxG5QFB21X?OUCgxlNouPOaySsAN 1-10-8 1-10-8 I - Scale = 1:10.1 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.16 Vert(CT) 0.00 5 >999 180 BCLL 5.0 Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 n/a n/a BCDL 5.0 Code FBC2017rrPI2014 Matrix -MP Weight: 7 Ib FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=247/Mechanical, 5=378/0-3-8 Max Horz 5=38(LC 12) Max Uplift 4=247(1-C 1), 5=-56(LC 8) Max Grav 4=41 (LC 8), 5=378(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (6) 1) Wind: ASCE 7-10; Vuh=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; cantilever left exposed ; porch left 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 ft between the bottom chord and any other members, with BCDL = 5.Opsf. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except (jt=1b) 4=247. 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. A- 44�rf'� ��`�� ' \GENS' •: 9�i moi. No 39380 >rt it Thomas A. Abani PE ND.39380 MiTek USA. Inc. FL Cert 8834 6904 Palfre East Blvd. Tampa FL 33610 Date: October 16.2018 Q WARNING • Verily design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE 1101-7473 rev. 101=015 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 verily 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 ANSVrPl1 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 city Ply in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 715342451 1561903 E.13 Jack -Open 8 1 Lumber DOL 1.25 BC 0.17 Vert(CT) 0.00 4-5 >999 Job Reference(optional) Builders FirstSource, Jacksonville, FL - 32244, C.ZZU s Sep 24 20 i d MiTek ek muusuree, ruc. i uv v y.= ID:078stfdWr6AncvP09cX7vdykzya-EBe6Nd_gB7yD3yH3V cfoPbRlPkbxG6SbSeyYOySsAM 2-10-8 2-10-8 Scale= 1:13.1 r4xa1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.00 5 >999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.17 Vert(CT) 0.00 4-5 >999 180 BCLL 5.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 n/a n/a BCDL 5.0 Code FBC2017frP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=17/Mechanical, 5=218/0-3-8 Max Horz 5=56(LC 9) Max Uplift 4=54(LC 9), 5=31 (LC 8) Max Grav 4=16(LC 8), 5=218(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=214/294 PLATES GRIP MT20 244/190 Weight: 11 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (6) 1) Wind: ASCE 7-10; Vuft=130mph (3 -second gust) Vasd=101 mph, TCDL=4.2psf, BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Enc., GCpi=0.18; MWFRS (envelope) and C -C Exterior(2) zone; cantilever left exposed ; porch left 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 bads. 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 fn between the bottom chord and any other members, with BCDL = 5.Opsf. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 5. 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. '`,,`+++Illlllrrr�rt, E N &'-. No 39380 1k ,• hrUrn++ Thomas A. Abani PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 A WARNING - Verify daslgn parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 111111-7473rev. 10103/2015 BEFORE USE. Design valid for use only with Nii rek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into 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 ANSVTP11 Quality Crtteria, DSB-89 and SCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job s Truss Truss Type Qry LOADING (psf) SPACING- 2-0-0 DOL=1.60 plate grip DOL=1.60 IE'J DEFL. in (loc) Ildefl L/d �Ply T15342452 1561903 pen 2 1 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.03 Job Reference (optional) Builders FirstSource, Jacksonville, FL - 32244, 8.220 s Sep 24 2018 MiTek Industries, Inc. Tue Oct 16 11:12:24 2018 Page 1 ID:078slfd Wr6AncvPO9cX7vdykzya-iNC Uaz?SyR44h6sF2h8uKc8ayo2lgkjbg6N W5SySsAL 1-4-0 4-4-8 Scale = 1:19.4 5 3x8 11 Plate Offsets (X Yl— [5:0-4-2.0-1-81 1) Wind: ASCE 7-10; Vuh=130mph (3 -second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft, Cat. II; Exp C; Enc., LOADING (psf) SPACING- 2-0-0 DOL=1.60 plate grip DOL=1.60 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.02 4-5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.03 4-5 >999 180 BCLL 5.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.02 3 n/a n/a BCDL 5.0 Code FBC20171TP12014 Matrix -MR 11111111101 Weight: 17 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-8 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. (Ib/size) 5=256/0-5-8, 3=103/Mechanical, 4=25/Mechanical Max Horz 5=114(LC 12) Max Uplift 5=46(LC 12), 3=-75(LC 12), 4=2(LC 12) Max Grav 5=258(LC 19), 3=119(LC 19), 4=59(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- (6) 1) Wind: ASCE 7-10; Vuh=130mph (3 -second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft, Cat. II; Exp C; Enc., 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 bads. 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 fn between the bottom chord and any other members, with BCDL = 5.Opsf. 4) Refer to for truss to truss girder(s) connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 3, 4. \`\\\ - A NSA- p� 6) This manufactured product is designed as an individual building component. The suitability and use of this component for any ANSI TPI 1 by the building `0 �'• C+, e G E N S'•, particular building is the responsibility of the building designer per as referenced code. `�O �, �,,, i No 39380 >fr S�ONAL % 11111111101 Thomas A Abani PE ND.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ANI -7473 rev. 10/03/2015 BEFORE USE. aaaaaa 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 ANSV1Pt1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type OtyPIY TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 TCDL 10.0 715342453 1561903. EJ4G Jack -Open Girder 2 1 NO WB 0.03 BCDL 5.0 Code FBC20171TPI2014 Matrix -MP Job Reference loptionall Builders FirstSource, Jacksonville, FL - 32244, 8.220 s Sep 24 2018 MiTek industries, Inc. l ue Oct 16 11:12:24 20i8 rage i ID:078slfdWT6AncvPO9cX7vdykzya-iNCUaz?SyR44h6sF2h8uKc8ZEoxDgkBbg6N W5SySsAL 4-4-8 Scale= 1:19.4 4x6 11 2x4 II HTU26 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 TCDL 10.0 Lumber DOL 1.25 BC 0.66 BCLL 5.0 Rep Stress Incr NO WB 0.03 BCDL 5.0 Code FBC20171TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 3=475/Mechanical, 1=740/0-5-8 Max Horz 1=90(LC 12) Max Uplift 3=166(LC 12), 1=167(1_C 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. DEFL. in floc) I/deft L/d PLATES GRIP Vert(LL) -0.04 3-6 >999 240 MT20 244/190 Vert(CT) -0.06 3-6 >829 180 Horz(CT) 0.02 1 n/a n/a Weight: 22 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vuh=130mph (3 -second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Enc., 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 bads. 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 fn between the bottom chord and any other members, with BCDL = 5.Opsf. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 3=166,1=167. 6) Use Simpson Strong -Tie HTU26 (20-1 Od Girder, 11-1 Odx1 1/2 Truss, Single Pty Girder) or equivalent spaced at 2-0-0 oc max. starting at 0-5-4 from the left end to 2-5-4 to connect truss(es) to back face of bottom chord. 7) Fill all nail holes where hanger is in contact with lumber. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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=60, 3-4=-10 Concentrated Loads (lb) Vert: 6=-461(B) 7=-458(B) MPSEq�e� N No 39380 '0% • •.,.0 R•I'D • 6 N A� Thomas A. Abani PE No.39380 MRek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa Fl 33610 Date: October 16,2018 A wARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473rev. 10103,2015 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 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 MOW always required for stability and to prevent collapse 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 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 SPACING- Truss Type city Py 20.0 Plate Grip DOL TEJ5SS TC 0.40 TCDL 10.0 715342454 1561903 Jack -Open 24 1 YES WB 0.00 BCDL 5.0 Code FBC2017/TP12014 Matrix -MR Job Reference (optional) Builders FirstSource, Jacksonville, FL - 32244, 8.220 s Sep 24 2018 MiTek Industries, Inc. Tue Oct 16 11:12:25 2018 Page 1 ID:078stfd WT6AncvPO9cX7vdykzya-AamtnJO4jkCxIGRScOf7tggjBCLSPByl3m73dvySsAK 1 4-0 5-M 1 �-0 5-0-0 Scale = 1:21.2 5 4x8 11 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 TCDL 10.0 Lumber DOL 1.25 BC 0.40 BCLL 5.0 Rep Stress Incr YES WB 0.00 BCDL 5.0 Code FBC2017/TP12014 Matrix -MR DEFL. in floc) I/deft Ud PLATES GRIP Vert(LL) 0.09 4-5 >654 240 MT20 244/190 Vert(CT) 0.08 4-5 >732 180 Horz(CT) -0.03 3 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 5=276/0-5-8, 3=121/Mechanical, 4=31/Mechanical Max Horz 5=128(LC 12) Max Uplift 5=74(LC 9), 3=86(LC 12), 4=51(LC 9) Max Grav 5=276(LC 1), 3=134(LC 19), 4=68(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=259/193 Weight: 19 Ib FT = 20% Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (6) 1) Wind: ASCE 7-10; VuR=130mph (3 -second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Enc., GCpi=0.18; MWFRS (envelope) and C -C Exterior(2) zone; porch left 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, with BCDL = 5.Opsf. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 3, 4. 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. A-rA`��, No 39380 , wo�- ONAi Thomas A. AWN PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 A WARNING . Vardy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE WI -7477 — f&V=015 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 verily 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 ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Piste Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Builders FirstSource, Jacksonville, FL - 32244, 8.220 s Sep 24 2018 MiTek Industries, Inc. Tue Oct 16 11:12:26 2018 Page 1 ID:078slfdWT6AncvPOW7vdykzya-emKF?fljU2LnwO0eA6AMP1 DuUcd58ebulOsd9LySsAJ 5-0-0 Scale = 1:21.2 1 6 7x8 = 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.05 3-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.09 3-6 >644 180 BCLL 5.0 Rep Stress Incr NO WB 0.04 Horz(CT) 0.02 1 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix -MP Weight: 26 Ib 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 No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 3=498/Mechanical, 1=614/0-5-8 Max Horz 1=103(LC 12) Max Uplift 3=179(1_C 12), 1=135(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9) 1) Wind: ASCE 7-10; Vul1=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 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, with BCDL = 5.Opsf. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 3=179, 1=135. 6) Use Simpson Strong -Tie HTU26 (20-10d Girder, 11-10dxl 1 /2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 1-0-12 from the left end to 3-0-12 to connect truss(es) to back face of bottom chord. 7) Fill all nail holes where hanger is in contact with lumber. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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=-60, 3-4=-10 Concentrated Loads (lb) Vert: 7=386(6) 8=-386(B) .�`%%',PS' A. � A 111 ��J* lV 546%.:97,� No 39380 :lzz IIJ A,��,��. Thomas A Abani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 10/O 4015 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 ANSVTPf1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke Eau 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 PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) -0.27 18-19 >889 360 715342456 1561903 F01 Floor 30 1 , BCLL 0.0 Rep Stress Incr YES M 0.47 Horz(CT) 0.07 14 n/a n/a Job Reference o ti nal ounucra—awuu—, i—wnwae, rL-o[[v9, 0-1-8 H11f 3-0 —I 8.2zo s Sep 24 2018 MITek Industries, Inc. Tue Oct 16 11:12:27 2018 Page 1 ID:078slfd Wi6AncvPO9cX7vdykzya-6yudC?2LFMTeYabgkphbyFm ljOwFt_A2 W4cAhn�y,SasAl 1�— 1� Oct l _ S I 1:34.5 4x4 = 1.5x3 11 1.5x3 11 1.5x3 11 1.5x3 11 3x6 FP = 1.5x3 = 2 3 4 5 6 7 8 9 10 11 12 13 4x4 = 3x6 FP = 3x6 = 3x6 = 4x4 = 26 1-7 LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) -0.27 18-19 >889 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.89 Vert(CT) -0.37 18-19 >647 240 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component BCLL 0.0 Rep Stress Incr YES M 0.47 Horz(CT) 0.07 14 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix -S Weight: 107 Ib FT = 11%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 24=73510-5-0,14=735/0-5-0 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-24=732/0, 13-14=732/0,1-2=758/0, 2-3=1898/0, 3-4=2681/0, 4-5=2681/0, 5-6=3061/0, 6-7=3061/0, 7-8=3061/0, 8-9=2681/0, 9-10=2681/0,10-12=1898/0, 12-13=758/0 BOT CHORD 22-23=0/1429, 20.22=0/2348, 19.20=0/2915, 18-19=0/3061, 17-18=0/2915, 16-17=0/2348, 15-16=0/1429 WEBS 13-15=0/979,1-23=0/979,12-15=-934/0,2-23=934/0,12-16=0/651, 2-22=0/651, 10-16=626/0, 3-22=62610,10-17=0/452, 3-20=0/452, 8-17=324/0, 5-20=-324/0, 8-18=-87/442. 5-19=87/442 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. A- '44 44e � No 39380 4u Thomas A. Alban] PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd, Tampa FL 33610 Date: October 16,2018 O WARNING - Verffy design parameters and READ NOTES ON MIS AND INCLUDED MTEK REFERENCE PAGE MI -7473 rev. 1010312015 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 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 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, Alexandna, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply in (loc) I/deft Ud TCLL 40.0 Plate Grip DOL 1.00 715342457 1561903 F02 Floor 2 1 Lumber DOL 1.00 BC 0.51 Vert(CT) -0.27 17-18 >724 Job Reference (optional) Builders Firstbource, Jacksonville, FL - s2244, '-u. ."P cu 10 rw 111UU aa� ID:078slfdWr6AncvP09r-X7vdykzya-a9S?QK2zofbV9j90HXCgUSIA1 QMVr-SYBIkLjEEySsAH 0-1-8 H11— -0-12 i oI 11� 1.3-0 — 2-0-1 0 S I = 1:34.5 1.5x3 = 1.5x3 II 1.5x3 II 3x8 = 1.5x3 II 1.5x3 II 3x6 FP = 1.5x3 = 1 2 3 4 5 6 7 8 9 10 11 12 13 3x6 FP = 1.5x3 11 3x6 = 4x4 = LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.68 Vert(LL) -0.20 17-18 >986 360 TCDL 10.0 Lumber DOL 1.00 BC 0.51 Vert(CT) -0.27 17-18 >724 240 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(CT) 0.02 14 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix -S LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP M 31 (flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (Ib/size) 26=3/0-5-0,14=568/0-&O, 23=906/0-3-8 Max Uplift 26=95(LC 4) Max Grav 26=92(LC 3), 14=570(LC 7), 23=906(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 13-14=568/0, 4-5=252/0, 56=1164/0, 6-7=1676/0,7-8=1676/0,8-9=1816/0, 9-10=-1816/0,10-12=-1363/0,12-13=-572/0 BOT CHORD 23-24=-412/0, 21-23=-412/0, 20-21=0/781, 19-20=0/1676, 18-19=0/1676, 17-18=0/1848, 16-17=0/1656,15-16=0/1069 WEBS 4-23=936/0, 4-24=0/391, 13-15=0/737, 12-15=692/0, 12-16=0/410, 10-16=408/0, 8-18=-313/66, 4-21=0/829, 521=-737/0, 520=0/541, 6-20=706/0, 6-19=0/251 PLATES GRIP MT20 244/190 28 7 Weight: 109 lb FT= 11%F, 11%E Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 26. 4) Recommend 2x6 strong backs, 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. A- ,``OMp'Sr ' V F / No 39380 .O(t: X z 44/ Thomas A. Alban! PE ftlo.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date_ October 16,2018 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 1"3/2015 BEFORE E. 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 verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M 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 ANSIRPII 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 City Py in (loc) 1561903 F03 Floor 18 1 715342458 Vert(LL) -0.20 13-14 >999 360 TCDL 10.0 Job Reference (optional) 2-0-8 -1 1.5x3 I 3 4 b."u s sep z4 Zu1if ml I ex Industries, Inc. I ue Oct 16 11:12:29 2018 Page 1 ID:078sIfdWr6AncvPO9cX7vdykzya-2 LONdg3bnzjMntkDrEj3lgrUpi_LwAK 05HmgySsAG 1.5x3 II 5 6 7 8 D -i,8 Scale = 1:28.1 1.5x3 = 9 4x4 = 1.5x3 II 3x6 = 4x4 = LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.65 Vert(LL) -0.20 13-14 >999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.49 Vert(CT) -0.27 13-14 >740 240 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(CT) 0.03 10 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix -S LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SPM 31(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (Ib/size) 18=59810-3-8, 10=598/0-5-0 PLATES GRIP MT20 244/190 20 140 Weight: 87 Ib FT = 11%F, 11%E Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18=598/0, 9-10=595/0, 1-2=60010, 2-3=1460/0, 3-4=-1911/0, 4-5=1911/0, 5-6=1962/0, 6-7=-1962/0, 7-8=1454/0, 8-9=603/0 BOT CHORD 16-17=0/1114, 1516=0/1911, 14-15=0/1911, 13-14=0/2029, 12-13=0/1773, 11-12=0/1130 WEBS 9-11=0/778, 8-11=733/0, 8-12=0/450, 7-12=444/0, 7-13=0/256, 514=276/145, 1-17=0/774, 2-17=715/0, 2-16=0/482, 316=654/0 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 strong backs, on edge, spaced at 10-0-0 oc and fastened to each truss with 310d (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. %,�tfi PS'11A1111,11"F" f ,F"�� No 39380 •: �411: J _ � n>I Thomas A. Abani PE ND.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE W7473 rw. 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 WOW always required for stability and to prevent collapse 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 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 in (loc) I/defl Lid TCLL 40.0 Plate Grip DOL 1.00 715342459 1561903 F04 Floor 8 1 Lumber DOL 1.00 BC 0.54 Vert(CT) -0.23 21-22 >683 Job Reference (optional) Builders FirstSource, Jacksonville, FL - 32244, d.uu s aep L9 N Id MI I eK inou5uieb, mc. we 9- r ID:078slfd WT6AncvPO9cX7vdykzya-WXZmr04DYHrDP 1 JPPyElaIOVsDON40PUC2gg16ySsAF 0.1-8 Hl 1-3-0 i 1-9-12--i 1-6-12 Sca I _ 1:34.5 3x8 = 1.5x3 = 1.5x3 11 1.5x3 11 3x6 FP = 1 2 3 4 5 6 7 8 9 10 11 27 1.5x3 = 12 3x6 FP = 3x6 = 1.5x3 11 1.54 11 1.54 II LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Lid TCLL 40.0 Plate Grip DOL 1.00 TC 0.72 Vert(LL) -0.17 21-22 >935 360 TCDL 10.0 Lumber DOL 1.00 BC 0.54 Vert(CT) -0.23 21-22 >683 240 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(CT) 0.02 13 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix -S LUMBER- BRACING - TOP CHORD 2x4 SP ND.2(flat) TOP CHORD BOT CHORD 2x4 SP M 31 (flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (Ib/size) 26=477/0-5-0,13=257/0-5-0,18=737/0-5-8 Max Grav 26=487(LC 10), 13=264(LC 7), 18=737(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-26=-486/0,12-13=259/0,1-2=-478/0,2-3=1099/0, 3-4=1381/0, 4-5=1381/0, 5-6=1026/0, 6-7=1026/0, 7-8=602/0, 10-11=-414/0 BOT CHORD 24-25=0/890, 22-24=0/1309, 21-22=0/1319, 20-21=0/1026, 19-20=0/1026, 16-17=0/414, 155-16=0/414, 14-15=0/414 WEBS 8-18=-682/0, 1-25=0/616, 2-25=572/0, 2-24=0/290, 3-24=293/0, 5-21=446/0, 8-19=0/645, 7-19=862/0, 7-20=0/456, 12-14=0/275, 8-17=0/254, 11-14=269/0, 10-17=266/0 PLATES GRIP MT20 244/190 28 0 d Weight: 109 lb FT = 11%F, 11%E Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 18-19,17-18. NOTES- (5) 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 3-1Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 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. ,`+++{1111► `//►/�,, �.` .• GENS' �% • No 39380 411 • ON A� ►,1111111+ Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 5-w. faV3/2015 BEFORE USE. Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, 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 ;ek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Ml l 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, Mexandna, VA 22314. Tampa, FL 36610 Job Truss Truss Type oty Ply in (loc) I/deft Ud TCLL 40.0 Plate Grip DOL 1.00 715342460 1561903 F05 Floor 10 1 , 1.00 BC 0.51 Vert(CT) -0.10 12-13 >999 Job fer nce (optional) ouuucia—mauu—, uau bunvrne, rL - shwa, 0-1-8 H 1-3p 1.50 = 1 2 6 8.220 s Sep 24 2018 MiTek Industries, Inc. Tue Oct 16 11:12:31 2018 Page 1 ID:078slfd Wr6AncvPO9cX7vdykzya-?k782M5rJaz40BubzfmX65wnpd N8przdRiaNgYySsAE Sca e - 1:22.6 1.5x3 II 1.5x3 = 4 5 6 7 17 0 14 13 12 11 10 9 1.5x3 II LOADING (psi) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.26 Vert(LL) -0.07 12-13 >999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.51 Vert(CT) -0.10 12-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(CT) 0.02 8 n/a n/a BCDL 5.0 Code FBC2017lrP12014 Matrix -S LUMBER- BRACING - TOP CHORD 2x4 SP N0.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (Ib/size) 15=479/0-5-0, 8=479/0-5-0 PLATES GRIP MT20 244/190 Weight: 71 Ib FT = 11%F, 11%E Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-47510,7-8=-476/0,1-2=-466/0,2-3=1081/0, 3-4=1294/0, 4-5=-1294/0, 5-6=1077/0, 6-7=-467/0 BOT CHORD 13-14=0/874, 12-13=0/1262, 11-12=0/1294, 10-11=0/1294, 9-10=0/871 WEBS 1-14=0/600, 2-14=568/0, 2-13=0/287, 313=251/0, 7-9=0/601, 6-9=562/0, 6-10=0/292, 5.10=343/0 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. `t011111111111% , �� ONS A. 44e %Z`� CE N No 39380 ilr - All-II l ,.%%. in Thomas A Abant PE No.39380 MiTek USA, Inc. Ft Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 A WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE MI -7473 — 1011=015 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 ANSITPII Quality Crtterla, DSB-89 and BCSI Building Component 6904 Parke Fast 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 LUMBER- BRACING - 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 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. 715342461 1561903. F06 Floor Girder 2 1 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. and 169 Ib up at 8.8-12, and 94 Ib down and 81 Ib up at 10-0-12 on top chord. The design/selection of such connection device(s) TOP CHORD 1-15=540/131, 7-8=542/112,1-2=544/169,2-3=-1251/499, 3-4=-1482/603, is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 4-5=1482/603, 5-6=1248/432, 6-7=545/150 7) This manufactured product is designed as an individual building component. The suitability and use of this component for any job Reference tional Builders FirstSource, Jacksonville, FL - 32244, 0-1-8 H—M 1.54 = 1 2 18 8.220 s Sep 24 2018 Mirek Inaustnes, Inc. I ue Oct i6 11:12.32 2018 rage i ID:078slfd WT6AncvPO9cX7vdykzya-Twh WFi5T4u5xeLTo WMHmfITtg 1 it YHTngMJxN?ySsAD 1.5x3 II 19 3 20 4 21 1 scale = 1:22.6 1.5x3 = 22 23 L 0 14 13 12 11 10 9 1.5x3 II LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 1-4-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.51 BC 0.53 WB 0.33 Matrix -S DEFL. in (loc) I/deft L/d Vert(LL) -0.09 12-13 >999 360 Vert(CT) -0.10 12-13 >999 240 Horz(CT) 0.02 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 71 Ib FT=11%F, 11%E LUMBER- BRACING - 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 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. (Ib/size) 15=544/0-5-0,8=544/0-5-0 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 94 Ib down and 81 Ib up at Max Upli t 15=129(LC 10), 8=111(LC 9) 3-4-4, 39 Ib down and 169 Ib up at 4-8-4, 36 Ib down and 169 Ib up at 6-0-4, 4 Ib down and 169 Ib up at 7-4-12, and 38 Ib down FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. and 169 Ib up at 8.8-12, and 94 Ib down and 81 Ib up at 10-0-12 on top chord. The design/selection of such connection device(s) TOP CHORD 1-15=540/131, 7-8=542/112,1-2=544/169,2-3=-1251/499, 3-4=-1482/603, is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 4-5=1482/603, 5-6=1248/432, 6-7=545/150 7) This manufactured product is designed as an individual building component. The suitability and use of this component for any BOT CHORD 13-14=342/1024, 12-13=-661/1454, 11-12=603/1482, 10-11=-603/1482, 9-10=-305/1022 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. WEBS 1-14=220/702, 2-14=-667/241, 2-13=-243/316, 3-13=282/277, 7-9=196/703, LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 6-9=663/216, 6-10=276/336, 5-10=363/340 Uniform Loads (plf) 7=-87 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 15=129,8=111. 1111111111111j1 t! 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. ,�� A- � P , q�Q Strongbacks to be attached to walls at their outer ends or restrained by other means. `'.� OM 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 94 Ib down and 81 Ib up at `�`.•` 3-4-4, 39 Ib down and 169 Ib up at 4-8-4, 36 Ib down and 169 Ib up at 6-0-4, 4 Ib down and 169 Ib up at 7-4-12, and 38 Ib down and 169 Ib up at 8.8-12, and 94 Ib down and 81 Ib up at 10-0-12 on top chord. The design/selection of such connection device(s) No 39380 is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) This manufactured product is designed as an individual building component. The suitability and use of this component for any '10 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 411 LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 i 0 •• P;•• i'T� Uniform Loads (plf) 7=-87 O R ` N�`� ` �,S1�ON Loads A1- Concentrated (Ib) 110 11111111111 Vert: 18=59(F) 19=-4(F) 20=-4(F) 21=-4(F) 22=4(F) 23=59(F) Thomas A. Alban! PE ND.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 ,&WARNING - Verify cleslyn parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1101-7473rev. 10103/2015 BEFORE USE. Design valid for use only with MTeM connectors. This design is based only upon parameters shown, 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 MOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandna, VA 22314. Tampa, FL 36610 Job Truss Truss Type oty Ply LUMBER- 1561903 F07 Floor 4 1 715342462 Lb Reference (optional) 1.5x3 = ID:078sifdWr6AnclIP09cX7vdykry 2;,;9NV Zuflp2MglvcgnWtZwLiR1FNOSGVUnySr A 0-1-8 3x4 1.5x3 II 1.5x3 d 3x6 r 1-0-0 2 i 0-5-8 n 4 Scale = 1:9.4 3x4 = 3x4 II LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 1-4-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code FBC2017lrP12014 CSI. TC 0.06 BC 0.03 WB 0.05 Matrix -S DEFL. in (loc) I/deft L/d Vert(LL) -0.00 6 >999 360 Vert(CT) -0.00 6 >999 240 Horz(CT) 0.00 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 23 lb FT= 11%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-2-8 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 8=104/0-5-0,5=108/Mechanical FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (4) 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) CAUTION, Do not erect truss backwards. 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. ONS' A. % (e i. No 39380 00— #a .4' P • ��': .t�s,•..0RI sfo N AL E�C ;. Thomas A. Abani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 A WARNING - Verily design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 ray. 101=015 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 ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Mexandna, VA 22314. Tampa, FL 36610 T Job Truss Truss Type Qty Py Udefl L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.07 Vert(LL) 715342463 1561903 . F08 GABLE 4 1 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES Job Reference o tional Builders Firstbource, Jacksonville, FL - 3ZZ44, ID:078slfd Wi6AncvPO9cX7vdykzya-x6FuT266rCDoGV2_44o?B W09MRASHpbwv03UvRySsAC 3x4 = 2 1.5x3 II 3 1.5x3 II 4 a 7 6 5 3x4 = 3x4 = 3x4 = LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Udefl L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.07 Vert(LL) n/a n/a 999 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 0.02 Horz(CT) 0.00 7 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix -P LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 3-2-8. (lb) - Max Grav All reactions 250 Ib or less at joint(s) 8, 5, 7, 6 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown 1.513 II Scale = 1:9.4 PLATES GRIP MT20 244/190 Weight: 22 lb FT= 11%F, 11%E Structural wood sheathing directly applied or 3-2-8 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0.0 oc bracing. NOTES- (6) 1) Gable requires continuous bottom chord bearing. 2) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 3) Gable studs spaced at 1-4-0 oc. 4) Recommend 2x6 strong backs, 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. ,�r,11111111/��f ``MPS A :44 � • � G E N S'' • ��i��i No 39380 • 11111111110 Thomas A. Abanj PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa R 33610 Date: October 16,2018 ,&WARNING - Verily daslyn paramerera and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 1"312015 BEFORE USE. aaaaaa Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must vent' 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 ANSVTP11 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 1561903 F09 Floor Girder 4 1 715342464 LOADING (psf) - Io top chord. 7) Fill all nail holes hanger is in with lumber. CSI. DEFL. R ference (optional) IrstSource, uacksonlnlle, FL - 32244, 8.220 s Sep 24 2018 MiTek Industries, Inc. Tue Oct 16 11:12:33 2018 Page 1 I D:078slfd W T6AncvPO9cX7vdykzya-x6F uT266rC DoG V2_44o?B W03h RA9HoONV03UvRySsAC 1-3-0 0-11 0-9-0 3x4 1 3x6 = 10 11 2 3 THA422 3x4 11 3x6 = 1.5x3 = 1.5x3 = Scale = 1:9.4 /1s0 2-40 2-7� 2 18-0 0-10-0 0-3-4 z 1-0-0 Plate Offsets (X,Y)— 13:0-1-8.Edge1. f7:Edge,0-1-81 Strongbacks to be attached to walls at their outer ends or restrained by other means. LOADING (psf) SPACING- 1-4-0 top chord. 7) Fill all nail holes hanger is in with lumber. CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 No 39380 TC 0.50 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 Concentrated Loads (lb) Vert: 3=225 2=300 10=64(F) BC 0.03 Vert(CT) -0.00 7 >999 240 BCLL 0.0 Rep Stress Incr NO ,O 10 W3 0.09 Horz(CT) -0.00 5 n/a n/a MITek USA, Inc. R Cert 6634 BCDL 5.0 Code FBC2017/TP12014 Matrix -P October 16,2018 Weight: 26 lb FT= 11%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-8-0 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 6-0-0 oc bracing. REACTIONS. (Ib/size) 7=9/Mechanical, 5=1011/0-5-8, 5=1011/0-5-8 Max Uplift 7=41 (LC 4) Max Grav 7=98(LC 3), 5=1011(LC 1), 5=1011(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=759/0, 3-5=-332/0 NOTES- (9) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 41 Ib uplift at joint 7. 4) Recommend 2x6 strong backs, 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) Use Simpson Strong -Tie THA422 (Single Chord Girder) or equivalent at 1-2-4 from the left end to connect truss(es) to front face of `,I1{ 111111111j1 top chord. 7) Fill all nail holes hanger is in with lumber. %%%S A P q where contact 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). `�% �� Ci E IV SF• 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. No 39380 LOAD CASE(S) Standard * '• 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (ptf) Vert: 4-7=7, 1-11=-67, 3-11=192 ;• �1J: Concentrated Loads (lb) Vert: 3=225 2=300 10=64(F) i �' �� •.' �/ %'�``},• L Q;• ♦� .F`s ..0R�, • �� N A` ��C �. ,O 10 Thomas A, Allani PE No.39380 MITek USA, Inc. R Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 A WARNING - Verify design parametens and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMI-7473 rev. 1"312015 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 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 Ory PN 0-10-0 0-3-4 2 1-0-0 Plate Offsets (X,Y)— 13:0-1-8,Edge1. f7:Edge,0-1-81 Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do truss backwards. `,'kilt 1 II II II / //1! j � !!! 1561903 F10 Floor 8 1 7T153424]65 TCLL 40.0 Plate Grip DOL 1.00 TC 0.32 Vert(LL) 0.00 6 >999 360 Job Reference (optional) Builders FirstSource, Jacksonville, FL - 32244, 8.220 s Sep 24 2018 MiTek Industries, Inc. i ue Uct 16 11:12:34 Zu1S rage 1 ID:078slfd Wi6AncvPO9cX7vdykzya-PJpGgO7kbVLftedAenJEkjYG9q WKOE W47go2RtySsAB 1-3-0 0-11_-0 _ 3x6 — 0-9-0 3x4 = l� i l-1 1 3x6 = 2 3 Scale = 1:9.4 3x4 11 3x6 = 1.5x3 = 1.5x3 = 1b-0 2-40 2-7-4 2 3-8-0 1!a-0 0-10-0 0-3-4 2 1-0-0 Plate Offsets (X,Y)— 13:0-1-8,Edge1. f7:Edge,0-1-81 Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do truss backwards. `,'kilt 1 II II II / //1! j � !!! LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.32 Vert(LL) 0.00 6 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.03 Vert(CT) 0.00 6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(CT) -0.00 5 n/a n/a Thomas A. Alban] PE No.39380 BCDL 5.0 Code FBC2017/TPI2014 Matrix -P 6904 Parke East Blvd. Tampa FL 33610 Weight: 26 lb FT= 11%F, 11%E LUMBER- October 16,2018 BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-8-0 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 6-0-0 oc bracing. REACTIONS. (Ib/size) 7=61 /Mechanical, 5=656/0-5-8 Max Uplift 7=125(LC 4) Max Grav 7=48(LC 3), 5=656(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=0/285 BOT CHORD 5-6=285/0 WEBS 2-5=303/0, 3-5=-465/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125 Ib uplift at joint 7. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do truss backwards. `,'kilt 1 II II II / //1! j � !!! not erect 6) This manufactured product is designed as an individual building component. The suitability and use of this component for any S A. , 4Lg particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. %,%%'O\`1"P •\ Ci E N S • • 'QA. �� ` .• LOADCASE(S) Standard NO 39380 r 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 4-7=7, 1-3=67 — Concentrated Loads (lb) _ Vert: 3=350 141 'i"1111111111 0" Thomas A. Alban] PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI -7473 rev. 1"312015 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 wt 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, sea ANSVTPf1 Quality Criteria, DSB49 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 in (loc) I/deft L/d TCLL 40.0 Plate Grip DOL 1.00 T15342466 1561903 F11 GABLE 2 1 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a n/a Job Reference (optional ouuu- rl15L000IO , Jer]t50rlV11le, rL - JLL44, 1 3x4 = 2 15 8.220 s Sep 24 2018 MiTek Industries, Inc. Tue Oct 16 11:12:35 2018 Page 1 I D:078slfd Wr6AncvPO9cX7vdykzya-tVNeuk8MMpTWVoCNCVgTHx5VrEsvlivDMKYb_KySsAA 3 4 5 14 13 12 11 10 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.09 Vert(LL) n/a n/a 999 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 0.03 Horz(CT) -0.00 8 n/a n/a BCDL 5.0 Code FBC2017ITP12014 Matrix -S LUMBER- BRACING - 6 9 Scale= 1. 13.8 3x4 = 7 8 3x4 = PLATES GRIP MT20 244/190 Weight: 39 lb FT= 11%F, 11%E TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 7-5-0 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 6-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 7-5-0. (Ib) - Max Grav All reactions 250 Ib or less at joint(s) 14, 8, 11, 13, 12, 9, 10 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) 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. %�PS' A'r M; •E N No 39380 �9 F 1 O! Oil NrA` Thomas A. Abani PE No.39380 MIT& USA, Inc. Fl Cert 6634 6904 Parke East Blvd, Tampa FL 33610 Date: October 16,2018 ,& WARNING • Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE x!1.7473 rev. 10103,2015 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 Welk' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast 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 PN PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.12 5-10 >629 240 715342467 1561903 • HJ4 Diagonal Hip Girder 2 1 BCLL 5.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.04 4 n/a n/a Job Reference (optional Builders FirstSource, Jacksonville, FL - 32244, 8.220 s Sep 24 201 B MiTek Industnes, Inc. I ue Oct 16 i is z:36 zui d Page! ID:078sIfdWr6AncvPO9cX7vdykzya-Lhxl549 77bN7ynZICLjp8dY?e5gU9hMb_H8WmySsA9 -1-10.10 6-24 1-10-10 6-24 Scale = 1:20.5 NAILED NAILED 4x8 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.12 5-10 >629 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.42 Vert(CT) 0.12 5-10 >627 180 BCLL 5.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.04 4 n/a n/a BCDL 5.0 Code FBC2017frP12014 Matrix -MP Weight: 26 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x6 SP No.2 1-6-0 REACTIONS. (Ib/size) 4=125/Mechanical, 2=274/0-7-12, 5=27/Mechanical Max Horz 2=115(LC 12) Max Uplift 4=-105(LC 12),2=221([_C 8), 5=-57(LC 12) Max Grav 4=138(LC 43), 2=291(LC 43), 5=68(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 24=290/345 NOTES- (8) 1) Wind: ASCE 7-10; Vuh=130mph (3 -second gust) Vasd=101mph, TCDL=4.2psf, BCDL=3.Opsf; h=25ft; Cat. Il; 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 bads. 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, with BCDL = 5.Opsf. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 Ib uplift at joint 4, 221 Ib uplift at joint 2 and 57 Ib uplift at joint 5. 6) "NAILED" indicates 3-1Od (0.148"x3") or 2-12d (0.148'x3.25') toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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: 1-4=60, 5-6=-10 Concentrated Loads (lb) Vert: 12=81(F=41, B=41) 14=36(F=18, B=18) 15=2(F=1, B=1) it P'S A- i' Z 1,,,'i No 39380 aIZ ',,,cr� O R "�Sl0NA� ��%%. it Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 ,& WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. f0 ia"015 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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Ml lex` fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, OSB -89 and BCSI Building Component 6904 Parke East BIW. 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 DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL T15342468 1561903 HJ5 Diagonal Hip Girder 8 1 Lumber DOL 1.25 BC 0.35 Vert(CT) 0.23 5-10 >367 180 lob Reference o tional Builders FirstSource, Jacksonville, FL - 32244, -1-10.1c 1-10-10 8.220 s Sep 24 2018 MiTek Industries, Inc. Tue Oct 16 11:12:37 2018 Page 1 ID:078slfd Wr6AncvPO9cX7vdykzya-ptUPJP9cuQjEk6LIJwtyMMAmF2S3DLwWpe 1 i2CySsA8 7-0-14 7-0-14 —� .....__-. .., ..__.. 5 5x8 II NAILED NAILED Scale = 1:22.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.24 5-10 >356 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.35 Vert(CT) 0.23 5-10 >367 180 BCLL 5.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.06 4 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix -MS Weight: 29 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x6 SP No.2 1-&0 REACTIONS. (Ib/size) 4=152/Mechanical, 2=299/0-7-12, 5=38/Mechanical Max Horz 2=128(LC 12) Max Uplift 4=117(LC 12), 2=281(LC 8), 5=-80(LC 9) Max Grav 4=152(LC 1), 2=321(LC 43), 5=83(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=250/364 NOTES- (8) 1) Wind: ASCE 7-10; Vuh=130mph (3 -second gust) Vasd=101mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Enc., GCpi=0.18; MWFRS (envelope) and C -C Exterior(2) zone; porch left 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, with BCDL = 5.Opsf. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 117 Ib uplift at joint 4, 281 Ib uplift at joint 2 and 80 Ib uplift at joint 5. 6) "NAILED" indicates 3-1Od (0.148"x3") or 2-12d (0.148"x3.25') toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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: 14=60, 5-6=-10 Concentrated Loads (lb) Vert: 12=81(F=41, B=41) 14=36(F=18, B=18) 15=2(F=1, B=1) '9 No 39380 Thomas A. Abani PE ND.39380 Walk USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 A ,&WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED Ar1TEK REFERENCE PAGE AMI.7473 rev. 1dV"015 BEFORE USE. Design valid for use only with MTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into 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 Crtteria, 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 PN PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.19 715342469 1561903 - T01 Hip Girder 2 1 Vert(CT) -0.17 10-12 >999 180 MT20HS 187/143 BCLL 5.0 Rep Stress Incr NO Job Reference o tional Builders FlrstSource, Jacksonville, FL - 32244, 8.220 s Sep 24 2018 MITek Industnes, Inc. I ue uct 16 T7:1Z:39 zulb rage i ID:078slfdWT6AncvPO9cX7vdykzya-mGc9j5BsQ2zx_QV8RLvQRnF2RrOKhQjpHyWp75ySsA6 5-0-0 10-3-0 15-6-0 206-0 21-10-0 1-4-0 5-0-0 5-3-0 5-3-0 5-0-0 1-4-0 4x10 MT20HS = NAILED 22 NAILED NAILED 2x4 II NAILED 23 5 24 NAILED 25 4x10 MT20HS - Scale = 1:38.3 2x4 II NAILED NAILED 3x8 — 3x6 = NAILED 2x4 II 3x10 I NAILED 3x10 I NAILED LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.19 12-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.17 10-12 >999 180 MT20HS 187/143 BCLL 5.0 Rep Stress Incr NO WB 0.43 Horz(CT) -0.06 8 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix -MS Weight: 106 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-10 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-2-6 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 1-6-0, Right 2x6 SP No.2 1-6-0 REACTIONS. (Ib/size) 2=1182/0-5-8,8=1182/0-5-8 Max Horz 2=100(LC 33) Max Uplift 2=795(LC 12), 8=795(1-C 13) Max Grav 2=1195(LC 41), 8=1195(LC 42) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 24=1649/1387, 4-5=-1951/1726, 5-6=1951/1726, 6-8=1649/1387 BOT CHORD 2-13=1069/1402, 12-13=-1073/1407, 10-12=1054/1366, 8-10=1049/1363 WEBS 4-12=-618/750, 5-12=-615/436, 6-12=-619/750 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=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) All plates are MT20 plates 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, with BCDL = 5.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 795 Ib uplift at joint 2 and 795 Ib uplift at joint 8. 8) "NAILED" indicates 3-1Od (0.148'x3") or 3-12d (0.148"x3.25') toe -nails per NDS guidlines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 207 Ib down and 307 Ib up at 5-0-0, and 207 Ib down and 307 Ib up at 15-6-0 on top chord, and 78 Ib down and 155 Ib up at 5-0.0, and 78 Ib down and 155 Ib up at 15-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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: 1-4=60, 4-6=-60, 6-9=60, 14-18=10 %MPS• A- ,44� r, Es' q 4,, No 39380 Thomas A. Afbani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 Q WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1141II-7473 rev. 1"312015 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 ANSVTPII Quality Criteria, DSB-89 and BCS, 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 T15342469 1561903 TO1 Hip Girder 2 1 Job Reference friotionah ouuuei s ru stauurc:e, dacKsonvine, rL - szz44, 8.220 s Sep 24 2018 MiTek Industries, Inc. Tue Oct 16 11:12:39 2018 Page 2 ID:078slfdWT6AncvPO9r-X7vdykzya-mGc9j5BsQ2z)(—QVBRLvORnF2Rr01QIQjpHyWp75ySsA6 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4=128(F) 6=128(F) 13=45(F) 12-21(F) 5=-61(F) 10=45(F) 22=61(F) 23=61(F) 24=61(F) 25=61(F) 26=21(F) 27=21(F) 28=21(F) 29=21(F) WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/0342015 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, notIs a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall �'}Ef building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTQk' is always required for stability and to prevent collapse 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 BIW. 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 17:0-4-15.Edgel GCpi=0.18; MWFRS (envelope) and C -C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber LOADING (psf) SPACING- 2-0-0 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for T15342470 1561903 T02 Hip 2 1 ,��`� '• TC 0.60 Vert(LL) 0.06 11-14 >999 240 MT20 244/190 TCDL 10.0 Job Reference o tional Builders FirstSource, Jacksonville, FL - 32244, 8.220 s Sep 24 2018 MiTek Industries, Inc. Tue Oct 16 11:12:40 2018 Fuge 1 ID:078slfdWr6AncvPO9cX7vdykzya-ESAXxRCVBL5ocZ4K_2Qf oELFUQQypyV4cFMfXySsA5 -1-4 0 7-0-0 13-6-0 20-6-0 21-10-0 1-0-0 7-0-0 6-6-0 7.0-0 1-4-0 Scale = 1.38.2 4x8 = 4x6 = 3x8 11 2x4 11 3X6 3x4 = 3x8 I I ld ' 7-0.0 6.6.0 7-0-0 Plate Offsets (XY1- f2:0-4-15.Edgel, f4:0-5-8.0-2-01. 15:0-3-8.0-2-01. 17:0-4-15.Edgel GCpi=0.18; MWFRS (envelope) and C -C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber LOADING (psf) SPACING- 2-0-0 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 ,��`� '• TC 0.60 Vert(LL) 0.06 11-14 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.09 9-18 >999 180 BCLL 5.0 Rep Stress Incr YES ssj�NALE��`�� WB 0.12 Horz(CT) 0.03 7 n/a n/a Thomas A. Altani PE No.39380 BCDL 5.0 Code FBC2017/TPI2014 Matrix -MS Date: Weight: 100 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-1 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 SLIDER Left 2x6 SP No.2 1-6-0, Right 2x6 SP No.2 1-6-0 REACTIONS. (Ib/size) 2=802/0-5-8,7=802/0-5-8 Max Horz 2=132(LC 10) Max Uplift 2=188(LC 12),7=188(!_C 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=962/504, 4-5=753/510, 5-7=-962/504 BOT CHORD 2-11=270/750, 9-11=-270/753, 7-9=274/750 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=130mph (3 -second gust) Vasd=101 mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft, Cat. 11; Exp C; Enc., 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 ,ji,Iis 11!11111 ` 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 2-0-0wide �� S A- 1 N '4 4, \ will fit between the bottom chord and any other members, with BCDL = 5.Opsf. , • •� G E •ti S+' •,'Q2 o ,��`� '• 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 188 Ib uplift at joint 2 and 188 Ib uplift at joint 7.No 7) This manufactured product is designed as an individual building component. The suitability and use of this component for any building is the the building 39380 particular responsibility of designer per ANSI TPI 1 as referenced by the building code. ssj�NALE��`�� 0/11111/1 Thomas A. Altani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 ,&WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED A011TEK REFERENCE PAGE 114111-7473rev,. 1010312015 BEFORE USE. Design valid for use only with MlTelc® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must very 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 ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type pty ply PLATES GRIP MT20 244/190 Weight: 117 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-11 oc pudins. 715342471 1561903 T03 Hip 2 1 REACTIONS. (Ib/size) 2=802/0-5-8, 9=802/0-5-8 Max Horz 2=163(LC 10) Job Refern (optional Builders FirstSource, Jacksonville, FL - 32244, 8.220 s Sep 24 2018 MiTek Industries, Inc. Tue Oct 16 11:12:41 2018 Page 1 ID:078slfd WT6AncvPO9cX7vdykzya-ifkw8nC7yfDfDjfWYlxu WCLU3foA9OK5kG?vBzySsA4 1 4-0 5-2-3 9-0-0 11 6 0 15-3 14 20-" 0 21-10-0 1-4-0 5-2-3 3-9-14 2-" 3-9-13 5-2-2 4x6 = 4x8 = Scale = 1:40.7 3x8 II 3x8 = 3x6 = 3x4 = 3x8 II I9 d LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 5.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.28 BC 0.47 WB 0.17 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/deft L/d -0.11 11-20 >999 240 -0.17 11-20 >999 180 0.03 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 117 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-11 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 1-6-0, Right 2x6 SP No.2 1-6-0 REACTIONS. (Ib/size) 2=802/0-5-8, 9=802/0-5-8 Max Horz 2=163(LC 10) Max Uplift 2=200(LC 12), 9=200(LC 13) Max Grav 2=807(LC 19), 9=807(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=992/532, 4-5=-806/473, 5-6=-7211455, 6-7=805/473, 7-9=992/532 BOT CHORD 2-13=324/879,11-13=161/650, 9-11=330/799 WEBS 4-13=313/222, 5-13=-108/250, 6-11=-111/265, 7-11=314/222 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuk=130mph (3 -second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. ll; Exp C; Enc., DOL=0.1 plate R DOLe60 l and C -C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber 1 `% %** NS Aq,,`1`' 3) Provide adequate drainage to prevent water ponding. �� Q`V -*j1 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� .'`\Ci•E S `'•�e 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 5.Opsf. No 39380 � 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 200 Ib uplift at joint 2 and 200 Ib uplift at joint 9. 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. SS F rL O •' <U s!111111 © N Ai % 01 Thomas A. Abani PE No.39380 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111II.7473 rev. 1"3/2015 BEFORE USE. Design valid for use only with M7eke connectors. This design is based only upon parameters shown, 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 �ek' 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, DSB49 and BCSI Building Component 6904 Parke Fast 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 PN in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 715342472 1561903 T04 Common 20 1 BC 0.63 Vert(CT) -0.21 11-14 >999 180 BCLL 5.0 Job Reference o tional Builders FirstSource, Jacksonville, FL - 32244, 8.220 s Sep 24 ZU18 MI I ex Inausmes, Inc. I ue um Io I I: I z.4z zu io raye r ID:078slfdW r6AncvPO9cX7vdykzya-ArlIM7DljzMWrtEj6TS73Ptfh36pup7FzwkTjQySsA3 -1-4-0 53-4 10-3-0 152-12 20-6-0 121-10-0 53-4 4-11-12 4-11-12 53-4 1-4-0 Scale = 1:42.9 4x6 = al� 3x8 II 3x8 = 3x6 = 3x8 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.14 11-14 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.21 11-14 >999 180 BCLL 5.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.03 8 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix -MS Weight: 104 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-1 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 SLIDER Left 2x6 SP No.2 1-6-0, Right 2x6 SP No.2 1-6-0 REACTIONS. (Ib/size) 8=802/0-5-8,2=802/0-5-8 Max Horz 2=-182(LC 10) Max Uplift 8=206(LC 13), 2=206(LC 12) Max Grav 8=826(LC 20), 2=826(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=1012/529, 4-5=811/435, 5-6=811/435, 6-8=-1012/529 BOT CHORD 2-11=324/929, 8-11=-329/820 WEBS 5.11=226/495, 6-11=-365/265, 4-11=-365/265 NOTES- (6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=130mph (3 -second gust) Vasd=101 mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Enc., 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 206 Ib uplift at joint 8 and 206 Ib uplift at joint 2. 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. ,11►11111#1111a'` �.`%%t`MPS A- �•,�`�0• \GENS• •'9i1,''. No 39380 1ON M i"oo`'. Thomas A. Abant PE ND.39380 MTek USA, Inc. R. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 AWARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE W7473 rev. faV3/3015 BEFORE USE. Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building componem, 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 ANSIRPt1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast BIW. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandna, VA 22314. Tampa, FL 36610 Job Truss Type Qty Py in (loc) Well L/d PLATES GRIP �T05ss Plate Grip DOL 1.25 TC 0.30 T15342473 1561903 Hip 2 1 �Job Vert(CT) -0.13 11-20 >999 180 BCLL 5.0 Reference(optional) Buttaers Firmource, JacKsonvllle, FL - 32244, 8.220 s Sep 24 2018 MiTek Industries, Inc. Tue Oct 16 11:12:43 2018 Page 1 ID:078sIfdWT6AncvPO9cX7vdykzya-e1 sgZTENUGUNTI pvgAzMbdQg8TU2dl9OCaUOGsySsA2 -1-4-0 4-4-0 8-48 12-1-8 162-0 20.6-0 21-10-0 1-4-0 4-4-0 4-0-8 3-9-0 408 4-4-0 1-4-0 t Scale = 1:38.2 4x6 4x8 = 3.8 II 3x8 = 3x6 = 3x4 = 3x8 II Ia LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.09 11-20 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.13 11-20 >999 180 BCLL 5.0 Rep Stress Incr YES W3 0.15 Horz(CT) 0.03 9 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix -MS Weight: 115 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direly applied or 5-41 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-10.1 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 1-6-0, Right 2x6 SP No.2 1-6-0 REACTIONS. (Ib/size) 2=802/0-5-8, 9=802/0-5-8 Max Horz 2=153(LC 11) Max Uplift 2=197(LC 12), 9=197(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=1008/549, 45=832/480, 5-6=720/468, 6-7=-831/480, 7-9=1008/549 BOT CHORD 2-13=346/885, 11-13=192/667, 9-11=354/818 WEBS 413=286/197.7-11=-286/197 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.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, with BCDL = 5.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 197 Ib uplift at joint 2 and 197 Ib uplift at joint 9. 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. ,`��►r��rrrrrrr! A ��`�� FS •0 :� No 39380 Thomas A. Abani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 Q WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED ►fITEK REFERENCE PAGE 11467473 rev. 1W03/2015 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 verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or choral members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse 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 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 PN PLATES GRIP MT20 244/190 Weight: 100 Ib FT = 20% LUMBER- BRACING - ,,,�I111111 fill i, TOP CHORD 2x4 SP No.2 715342474 1561903 T06 Hip 2 1 Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 No 39380 WEBS 1 Row at mid pt 4-9 SLIDER Left 2x6 SP No.2 1-6-0, Right 2x6 SP No.2 1-6-0 Job Reference (optional) Builders FirstSource, Jacksonville, FL - 32244, 8.220 s Sep 24 2018 MI I ek Industries, Inc. I ue uct 1 b i is i 2:44 2018 rage ID:078slfd WT6AncvPO9cX7vdykzya-6E02npF9FacE4BO5DuVb8gzdsrlMmRYOEDZolySsA1 -1-4-06-4-8 14-1-8 20-6-0 21-10-0 1-4-0 6-4-8 7-9-0 6-4-8 Scale = 1:38.2 4x8 = 4x6 = 3x8 II 2x4 II 3x6 = 3x4 = 3.8 II LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 5.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017fTP12014 CSI. TC 0.95 BC 0.38 WB 0.08 Matrix -MS DEFL. in Vert(LL) -0.07 Vert(CT) -0.13 Horz(CT) 0.03 (loc) 1/deft L/d 9-11 >999 240 9-11 >999 180 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 100 Ib FT = 20% LUMBER- BRACING - ,,,�I111111 fill i, TOP CHORD 2x4 SP No.2 �O-A S A. ,f A TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 ♦�%��` .••\ J� S F �'. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 No 39380 WEBS 1 Row at mid pt 4-9 SLIDER Left 2x6 SP No.2 1-6-0, Right 2x6 SP No.2 1-6-0 REACTIONS. (Ib/size) 2=802/0-5-8, 7=802/0-5-8 � • Max Horz 2=122(LC 11) Max Uplift 2=183(LC 12), 7=183(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. MTek USA, Inc. FL Cert 6634 TOP CHORD 2-4=988/520, 4-5=785/518, 5-7=-988/520 Date: BOT CHORD 2-11=297/783, 9-11=-295/785, 7-9=301/783 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=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. ,,,�I111111 fill i, 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. ' �O-A S A. ,f A 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 e G E •'. Q2 will fit between the bottom chord and any other members, with BCDL = 5.Opsf. ♦�%��` .••\ J� S F �'. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 183 Ib uplift at joint 2 and 183 Ib uplift at •• joint 7. No 39380 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. -0 � • i 411 Thomas A. Abani PE ND.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 1"312015 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 ,y� ek� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MI I is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSM11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast 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 PLATES GRIP MT20 244/190 Weight: 116 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD 715342475 1561903 707 Hip Girder 2 1 , WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 ob Referen do ai :rs F1rst5ource, Jacksonville, FL - 32244, 8.220 s Sep 24 2018 MiTek Industries, Inc. Tue Oct 16 11:12:45 2018 Page 1 ID:078stfd Wr6AncvPO9cX7vdykzya-aQzQ_8FdOuk5iLzlnbOgh2V61G3w58Whfuz7KlySsAO -1�-0 4-4-8 10-0-0 16-1-8 20-0-0 21-10-0 1�0 4.4-8 5-10-8 5-10-8 4-4-8 1-40 4x8 = 2x4 II NAILED NAILED 4x8 18 5 Scale = 1:38.2 5x8 II 2x4 II 3x10 = 4x6 = HTU26 2x4 II 5x6 11 NAILED NAILED 0 A A Id LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 5.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.55 BC 0.86 WB 0.41 Matrix -MS DEFL. in Vert(LL) -0.11 Vert(CT) -0.19 Horz(CT) 0.03 (loc) I/deft L/d 8-10 >999 240 8-10 >999 180 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 116 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-13 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-2-4 oc bracing. WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (Ib/size) 2=985/0-5-8,6=1195/0-5-8 Max Horz 2=91(LC 33) Max Uplift 2=280(LC 9), 6=440(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1331/708, 3-4=2009/1123, 4-5=-2009/1123, 5-6=1793/978 BOT CHORD 2-11=484/1091, 10-11=-480/1087, 8-10=730/1498, 6-8=724/1483 WEBS 3-10=538/1076, 4-10=-415/306, 5-10=353/604, 5-8=137/345 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=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 �,ltt t i t t t /lttt DOL=1.60 plate grip DOL=1.60\�� A S A 3) Provide adequate drainage to prevent water ponding. O�� • • • • q�e ��i� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,�� ` .• `\ G E N S' `•. "9iL .0 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 5.Opsf. No 39380 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 280 Ib uplift at joint 2 and 440 Ib uplift at joint 6. 7) Use Simpson Strong -Tie HTU26 (20-10d Girder, 11-10dx1 1/2 Truss, Single Ply Girder) or equivalent at 13-6-12 from the left end to -� connect truss(es) to front face of bottom chord. 8) Fill all nail holes where hanger is in Contact with lumber. 9) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25') toe -nails per NDS guidlines, i 0• 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). i �� Q;•`• �� 11) This manufactured product is designed as an individual building component. The suitability and use of this component for any �i�\'s ' �,O R 1 �;•,• `+��,•►� particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOADCASE(S) Standard tttlttlitlttl�` 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Thomas A. Abani PE ND.39380 Uniform Loads (ptf) MI lek USA. Inc. FL Cert 6634 Vert: 1-3=60, 3-5=-60, 5-7=-60, 12-15=10 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 ,&WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE IWI.7473 rev. 1"312015 BEFORE USE. ew 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 AiTek` building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the iVl fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-88 and BCSI Building Component 6804 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandna, VA 22314. Tampa, FL 36610 Job Truss Truss TypeQty Ply T15342475 l 1561903 �.T07 Hip Girder 2 1 ob Reference (optional) Builders FirstSource, Jacksonville, FL - 32244, 8.220 s Sep 24 2018 MiTek Industries, Inc. Tue Oct 16 11:12:45 2018 Page 2 ID:078slfdVVT6AncvP09cX7vdykzya-aQzQ_8FdOuk5iLzlnbOgh2V61G3w58Whfuz7KlySsAO LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 5=40(F) 8=-13(F) 18=-43(F) 19=-465(F) 20=-15(F) ,&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 property incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabncation, storage. delivery, erection and bracing of trusses and truss systems, see ANSUTP11 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 Py 20.0 Plate Grip DOL 1.25 TC 0.49 TCDL 10.0 715342476 1561903 708 Common 4 1 YES WB 0.08 BCDL 5.0 Code FBC20171TPI2014 Matrix -MS Job Reference Builders FirstSource, Jacksonville, FL - 32244, 8.220 s Sep 24 2018 MiTek Industries, Inc. Tue Oct 16 11:12:46 2018 Page 1 ID:078slfd Wr6AncvPO9r-X7vdykzya-2cXpBUGFnBsyKUYULJX3DF2ITgXdggnuXigsBySsA? -1-4-0 6-9-0 13-6-0 14-0 6-9-0 6-9-0 d,1 4x6 = 3x8 11 2x4 11 3x3 11 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 TCDL 10.0 Lumber DOL 1.25 BC 0.38 BCLL 5.0 Rep Stress Incr YES WB 0.08 BCDL 5.0 Code FBC20171TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 1-6-0, Right 2x4 SP No.3 1-6-0 REACTIONS. (Ib/size) 6=468/Mechanical, 2=561/0-5.8 Max Horz 2=120(LC 9) Max Uplift 6=115(LC 13), 2=146(LC 12) Max Grav 6=487(LC 20), 2=574(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=5661304, 4-6=534/301 BOT CHORD 2-7=140/445, 6-7=140/445 i Ib DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.06 7-10 >999 240 MT20 244/190 Vert(CT) -0.09 7-10 >999 180 Horz(CT) 0.02 2 n/a n/a Scale = 1:31.2 Weight: 58 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=130mph (3 -second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Enc., 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 bads. 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 115 Ib uplift at joint 6 and 146 Ib 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. ``��ururrr�� % 44 ��`,`��• GENS' •:QiJi�i. No 39380 • X z I i Y • W AN 44 or, It .,�SS`0 N Ais Thomas A. Abani PE Nn.39380 MIT& USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE MI -7473 — 101031201S 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 buciding of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BC51 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 TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 TCDL 10.0 715342477 1561903. T09 Common 8 1 Rep Stress Incr YES WB 0.08 BCDL 5.0 Code FBC2017/TPI2014 b Reference (optional) Builders FirstSource, Jacksonville, FL - 32244, 8.220 s Sep 24 2018 MiTek Industries, Inc. Tue Oct 16 11:12:47 2018 Page 1 ID:078slfdWr6AncvPO9cX7vdykzya-Xp5BPgHuYV_pxe6gvO2lmSbU_4skZ76_7BSEPdySsA_ 6-9-0 13-6-014-10-0 1-4-0 6-9-0 6-9-0 1-4-0 4x6 = 3x8 II 2,,4 II 3X8 II LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 TCDL 10.0 Lumber DOL 1.25 BC 0.39 BCLL 5.0 Rep Stress Incr YES WB 0.08 BCDL 5.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 1-6-0, Right 2x6 SP No.2 1-6-0 REACTIONS. (Ib/size) 2=557/G-5-8,6=557/0-5-8 Max Horz 2=127(LC 11) Max Uplift 2=146(1-C 12), 6=146(LC 13) Max Grav 2=571 (LC 19), 6=571 (LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=557/294, 4-6=557/294 BOT CHORD 2-8=95/451, 6-8=95/451 Id DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.06 8-15 >999 240 MT20 244/190 Vert(CT) -0.08 8-15 >999 180 Horz(CT) 0.02 2 n/a n/a Scale: 318"=1' Weight: 61 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuK=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 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 146 Ib uplift at joint 2 and 146 Ib uplift at joint 6. 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. `,{{{{111l1lll�,l No 39380 14/ OR 10• ��`�� 1111111 11li Thomas A. Abani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16.2018 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/0.1/5015 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 ANSIRPI1 Oualtty Criteria, DSB-82 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 Ory Py 20.0 Plate Grip DOL 1.25 TC 0.69 TCDL 10.0 T15342478 1561903 T10 GABLE 2 1 , WB 0.08 BCDL 5.0 Code FBC2017/TPI2014 Matrix -MS Job Reference o tional Builders FirstSource, Jacksonville, FL - 32244, 8.220 s Sep 24 2018 MiTek Industries, Inc. Tue Oct 16 11:12:48 2018 Page 1 ID:078sKdVVr6AncvPO9r-X7vdykzya-??rZc]V,Ap6gZohsSkZXlg7agUEllaN7LrBnw3ySs9z -1-4-0 6-9-0 13.6-0 14-10-0 1-4-0 6-9-0 6.9-0 1-4-0 Scale: 3/8""l' 4x6 = 12 11 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 TCDL 10.0 Lumber DOL 1.25 BC 0.28 BCLL 5.0 Rep Stress Incr NO WB 0.08 BCDL 5.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 Zx4 Ia DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.01 10 >999 240 MT20 244/190 Vert(CT) -0.02 10 >999 180 Horz(CT) 0.00 27 n/a n/a Weight: 90 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 3-8-8 except (jt=length) 11=0-3-8, 9=0-3-8. (lb) - Max Hoa 2=118(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 2, 6 except 12=182(LC 39), 8=176(LC 38), 11=105(LC 8), 9=107(LC 9) Max Grav All reactions 250 lb or less at joint(s) 11, 9 except 2=263(LC 1), 6=268(LC 49), 12=304(LC 30), 8=304(LC 31), 2=263(LC 1), 6=263(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 2-12=1201280,11-12=120/280, 10-11=120/280, 9-10=120/280'8-9=-1201280' 6-8=120/280 WEBS 4-10=258/170 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=130mph (3 -second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Enc., 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 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) Gable studs spaced at 1-40 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, with BCDL = 5.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6, 2, 6 except (jt=lb) 12=182, 8=176, 11=105, 9=107. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 21 Ib down and 75 Ib up at 5-3-12, and 21 Ib down and 75 Ib up at 6-9-0, and 21 Ib down and 75 Ib up at 8-24 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. ,,1Ilill1111111 %,%��`ONS \ / i \ No 39380 -10 F .� I''�• • OQ• \ ,\ ss . R ��41 .0 N A� �� . � Thomas A. Abani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED afITEK REFERENCE PAGE 1161.7473 rev. 1aWI2015 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 MI #ek' is always required for stability and to prevent collapse 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-82 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type ab PN 715342478 T.bJ 1561903 T10 GABLE 2 efe n o ti n l Builders FirstSource, Jacksonville, FL - 32244, 6.uu s aep ca w i o con r eR muusu res, nrc. u— v� . I D:078slfdWf6AncvP09cX7vdykzya-TBDxgWJ836EXByG30R4mrtglZtZ_l l dHaVxKSWySs9y LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=60, 4-7=-60, 23-27=-10 Concentrated Loads (lb) Vert: 10=26(B) 31=26(B) 32=26(B) ,&WARNING • Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10IM015 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 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 MI Tek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Crtteria, DSB-89 and SCSI Building Component 6904 Parke Fast 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 (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 715342479 1561903 711 GABLE 2 1 , Vert(CT) 0.02 8-23 >999 180 BCLL 5.0 Job Reference o ti n I Builders FirstSource, Jacksonville, FL - 32244, 8.220 s Sep 24 2018 MiTek Industries, Inc. Tue Oct 16 11:12:50 2018 Page 1 I D:078sIfdWT6AncvPO9cX7vdykzya-xOnJ 1 sJmgQ MOo6rFa8b?05D 1 eHwFmU2Qp9gu_WSs9x -1-4-0 4-7-12 9-3-8 i10.7-8 1-4-0 4-7-12 4-7-12 9I 4x6 = 3x6 11 2x4 11 3x6 11 Scale = 1:24.4 I� LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.02 8-23 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.21 Vert(CT) 0.02 8-23 >999 180 BCLL 5.0 Rep Stress Incr YES WB 0.07 Horz(CT) -0.01 2 n/a n/a BCDL 5.0 Code FBC2017ITP12014 Matrix -MS Weight: 54 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 1-6-0, Right 2x4 SP No.3 1-6-0 REACTIONS. (Ib/size) 2=410/0-3-8, 6=410/0-3-8 Max Horz 2=94(LC 10) Max Uplift 2=135(LC 9), 6=135(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 24=302/515, 4-6=302/515 BOT CHORD 2-8=317/246, 6-8=317/246 WEBS 4-8=322/141 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. Il; 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 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 ANSIrrPI 1. 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, with BCDL = 5.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Gt=1b) 2=135,6=135. 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. ++++!111111111 *PS E N No 39380 : X Z �� .0% : ss,O N Ai- �,,'` 1111!11!`!+ Thomas A. Abani PE No.39380 MiTek USA, Inc. FL Cert 6594 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 ,&WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 14WI2015 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 Ml lek� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 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 floc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 T15342480 1561903. T12 Compton 2 1 BC 0.21 Vert(CT) 0.02 8-15 >999 180 BCLL 5.0 Job Reference (optional Builders FirstSource, Jacksonville, FL - 32244, 8.220 s Sep 24 2018 MiTek Industries, Inc. Tue Oct 16 11:12:50 2018 Page 1 I D:078slfd Wr6AncvPO9cX7vdykzya-xOnJ 1 sJmgQMOo6rFa8b905D 1 eHwFmU2Qp9gu_WSs9x 1 4 0 4-7-12 0-3-8 1a7 a 11 4-7-12 4-7-12 1-4-0 Scale: 1/2-=r 4x6 = 3x6 11 2x4 11 3x6 11 I6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.02 8-15 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.21 Vert(CT) 0.02 8-15 >999 180 BCLL 5.0 Rep Stress Incr YES WB 0.07 Horz(CT) -0.01 2 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix -MS Weight: 44 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 1-6-0, Right 2x4 SP No.3 1-6-0 REACTIONS. (Ib/size) 2=410/0-3-8, 6=410/0-3-8 Max Horz 2=94(LC 10) Max Uplift 2=-135(LC 9), 6=-135(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=302/515, 4-6=302/515 BOT CHORD 2-8=317/246, 6-8=317/246 WEBS 4-8=322/141 NOTES- (6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=130mph (3 -second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Enc., 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 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=135,6=135. 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. `,`,�Illllllll�ff,, .`%%p,S A- No 39380 Thomas A. Abani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 QWARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mf67473 rsv. 10MJ/1015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is ahvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB49 and BCSI Building Component 6904 Parke Fast 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 Py 20.0 Plate Grip DOL 1.25 TC 0.24 TCDL 10.0 T15342481 1561903 T13 Common 6 1 YES WB 0.07 BCDL 5.0 Code FBC2017ITP12014 Matrix -MS job R ference (optional) tluitaers rlrstbource, Jacksonville, FL - 32244, 8.220 s Sep 24 2018 MiTek Industries, Inc. Tue Oct 16 11:12:51 2018 Page 1 ID:078slfd WT6AncvPO9cX7vdykzya-PaLiFCKObkUEQGQR8s7EvAICBhGIVxGa1 pQRXOySs9w -1-4-0 4-7-12 9.3.8 4-7-12 4-7-12 44 - 34 11 2x4 II 3x6 Il 4-7-12 4-7-12 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 TCDL 10.0 Lumber DOL 1.25 BC 0.22 BCLL 5.0 Rep Stress [nor YES WB 0.07 BCDL 5.0 Code FBC2017ITP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 1-6-0, Right 2x4 SP No.3 1-6-0 REACTIONS. (Ib/size) 6=319/0-3-8,2=416/0-3-8 Max Hoa 2=87(LC 9) Max Uplift 6=121(1_C 8), 2=136(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 24=313/530, 4-6=313/528 BOT CHORD 2-7=370/258, 6-7=370/258 WEBS 4-7=331/143 Scale: 1/2-=1' I6 d DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) 0.03 7-10 >999 240 MT20 244/190 Vert(CT) -0.02 7-10 >999 180 Horz(CT) -0.01 2 n/a n/a Weight: 41 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-4-6 oc bracing. NOTES- (6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=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; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 6=121,2=136. 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. `% lam` • No 39380 F SS'�©N Ai `�� Thomas A Atbani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FIL 33610 Date= October 16,2018 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111•7173 rev. 10/d3/2015 BEFORE USE. Design valid for use only with MireM connectors. This design is based only upon parameters shown, 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 ;eke building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the WOW fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVM1 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss TypeOty DEFL. in Vert(LL) 0.05 Vert(CT) 0.05 Horz(CT) 0.02 PN PLATES GRIP MT20 244/190 Weight: 50 Ib FT = 20% LUMBER- /1 t BRACING - ,`�,<<111111 j1� `fit - fk Pg A. 4f TOP CHORD 2x4 SP No.2 715342482 1561903 714 Half Hip Girder 2 1 except end verticals. WEBS 2x4 SP No.3 = BOT CHORD Rigid ceiling directly applied or 8-1-3 oc bracing. SLIDER Left 2x4 SP No.3 1-6-0 ob of r nce o tional Builders FirstSource, Jacksonville, FL - 32244, 6.zzu s sep 24 2U72i MI I ek Inausutes, Inc. h ue vu io i i. ic.00 zu lo rnyc I D:078slfd Wr6AncvPO9cX7vdykzya-LySSfuMe7LkyfZ.agFH9i?jrVt VwgzofsV7vYbHySs9u -11-0 5-0-0 0-3-8 1 �-0 5-0-0 4-3-8 Scale = 1:26.2 4x8 = NAILED 4 NAILED NAILED 2x4 II 12 13 5 3x8 II 2x4 ,•�,�� 6x8 =6 NAILED NAILED LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 5.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.41 BC 0.35 WB 0.21 Matrix -MS DEFL. in Vert(LL) 0.05 Vert(CT) 0.05 Horz(CT) 0.02 (loc) I/deft Ud 7-10 >999 240 7-10 >999 180 2 n/a n/a PLATES GRIP MT20 244/190 Weight: 50 Ib FT = 20% LUMBER- /1 t BRACING - ,`�,<<111111 j1� `fit - fk Pg A. 4f TOP CHORD 2x4 SP No.2 • �' 9/jj�� TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 2=191,6=379. except end verticals. WEBS 2x4 SP No.3 = BOT CHORD Rigid ceiling directly applied or 8-1-3 oc bracing. SLIDER Left 2x4 SP No.3 1-6-0 particular building is the responsibility of the building per as referenced code. REACTIONS. (Ib/size) 2=474/0-3-8,6=507/0-3-8 i ••/ 40 - 1) Dead + Roof Live (balanced): Max Horz 2=130(LC 12) , Max Uplift 2=191(LC 12), 6=379(LC 8) Vert: 4=61(F) 7=21(F) 12=-61(F) 13=-69(F) 14=21(F) 15=22(F) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. MITek USA, Inc. FL Cert 6634 TOP CHORD 2-4=415/478 6904 Parke East Blvd. Tampa FL 33610 Date: BOT CHORD 2-7=-479/329, 6-7=493/333 October 16.2018 WEBS 4-7=327/216, 4-6=399/611 NOTES- (8) 1) Wind: ASCE 7-10; Vuh=130mph (3 -second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Enc., GCpi=0.18; MWFRS (envelope) and C -C Exterior(2) zone, porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 drainage to /1 t 2) Provide adequate prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. ,`�,<<111111 j1� `fit - fk Pg A. 4f 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 • �' 9/jj�� will fit between the bottom chord and any other members, with BCDL = 5.Opsf. �� ``l`O ' \ Ci E N S' •, 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except T=1b) 2=191,6=379. No 39380 6) "NAILED" indicates 3-1 Od (0.148'x3") or 3-12d (0.148"x3.25') toe -nails per NDS guidlines. = 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) This manufactured product is designed as an individual building component. The suitability and use of this component for any designer ANSI TPI 1 by the building particular building is the responsibility of the building per as referenced code. LOAD CASE(S) Standard Lumber Increase=1.25, Plate Increase=1.25 i ••/ 40 - 1) Dead + Roof Live (balanced): Uniform Loads (plf) 4-5=-60, 6-8=10 , Concentrated Loads Vert: 4=61(F) 7=21(F) 12=-61(F) 13=-69(F) 14=21(F) 15=22(F) Thomas AAlbaniPENo.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16.2018 Q WARNING • V. -W design paramaters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE TIMI -7473 rev. 10/173,2015 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 verily 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 ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke Fast 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 Py Plate Grip DOL 1.25 TC 0.33 TCDL 10.0 Lumber DOL 1.25 715342483 1561903 715 Common 4 1 Lb Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 Reference (optional) ce, Jacksonville, FL - 32244, 8.220 s Sep 24 2018 MiTek Industries, Inc. Tue Oct 16 11:12:54 2018 Page 1 I D:078stfd W r6AncvPO9cX7vdykzya-g9OgtD M HufspHj9Op_gxYxN h?uHAi H30kne57jySs9t -1-4-0 58-12 11-5-8 1-4-0 5-8-12 5.8-12 4x6 = 3x8 II LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 TCDL 10.0 Lumber DOL 1.25 BC 0.28 BCLL 5.0 Rep Stress Incr YES WB 0.07 BCDL 5.0 Code FBC2017ITP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 1-6-0, Right 2x4 SP No.3 1-6-0 REACTIONS. (Ib/size) 6=396/Mechanical, 2=491/0-5-8 Max Horz 2=104(LC 9) Max Uplift 6=98(LC 13),2=128([_C 12) Max Grav 6=412(LC 20), 2=500(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-473/262, 4-6=-451/259 BOT CHORD 2-7=119/367, 6-7=119/367 2x4 II DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.03 7-10 >999 240 MT20 244/190 Vert(CT) -0.05 7-10 >999 180 Horz(CT) 0.01 6 n/a n/a Scale = 1:27.3 Weight: 50 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 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 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt=1b) 2=128. 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. 0111111111111111 •N .'92�i No 39380 iz i •• •• 441 0v Thomas A. Abant PE No.39380 MITek USA Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 ,&WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE FAI.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 thus web and/or chord members only. Additional temporary and permanent bracing MI lake is always required for stability and to prevent collapse 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 Crtterla, DSB-09 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 PLATES GRIP MT20 244/190 Weight: 117 Ib FT = 20% LUMBER- BRACING - DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to water TOP CHORD 2x4 SP No.2 TOP CHORD 715342484 1561903 . T16 Hip Girder 2 1 WEDGE connect truss(es) to back face of bottom chord. 8) Fill holes hanger is in lumber. Left: 2x4 SP No.3, Right: 2x4 SP No.3 all nail where contact with 9) "NAILED" indicates 3-1od (0.148'x3") or 3-12d (0.148'x3.25') toe -nails per NDS guidlines. 10) Job Reference (optional) Builders FirstSource, Jacksonville, FL - 32244, 8.220 s Sep 24 2018 MITek Industries, Inc. I ue Uct 16 11:1 z:oo 418 rage i ID:078slfd WT6AncvPO9cX7vdykzya-ILaC4ZNvfy_gvtkDNiBA58vmhl WORfx9yROfg9ySs9s -1-4-05.0-0 10-3-0 1-r-" 20-6-0 21-10-0 � 1-0 5-0-0 (5-3-0 5-3-0 5-0-0 11-0 t 4x8 = 2x4 I NAILED 4x8 4 18 5 Scale = 1:38.2 5x8 I 2x4 II 3x10 = 5x6 = NAILED 2x4 II 5x8 I HTU26 Id LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 5.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.65 BC 0.66 W13 0.41 Matrix -MS DEFL. in Vert(LL) 0.11 Vert(CT) -0.16 Horz(CT) 0.03 (loc) I/deft L/d 8-10 >999 240 8-10 >999 180 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 117 Ib FT = 20% LUMBER- BRACING - DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to water TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-5 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-0-14 oc bracing. WEBS 2x4 SP No.3 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=375,6=584. WEDGE connect truss(es) to back face of bottom chord. 8) Fill holes hanger is in lumber. Left: 2x4 SP No.3, Right: 2x4 SP No.3 all nail where contact with 9) "NAILED" indicates 3-1od (0.148'x3") or 3-12d (0.148'x3.25') toe -nails per NDS guidlines. 10) i 0� •:�� i''�� "` Q:• REACTIONS. (Ib/size) 2=1087/0-5-8,6=1261/0-5-8 ,• ` O 15-6-0 on top chord, and 78 Ib down and 155 Ib up at 15-4-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Max Horz 2=100(LC 33) �l1110 N M 4o Max Uplift 2=375(LC 12), 6=584(LC 13) 11111101 12) This manufactured product is designed as an individual building component. The suitability and use of this component for any FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Thomas A. Aman PE No.39380 TOP CHORD 2-3=1502/844, 34=2096/1274, 4-5=-2096/1274, 5-6=1852/1173 MITek USA, Inc. FL Cert 6634 BOT CHORD 2-11=590/1227, 10-11=587/1224, 8-10=887/1533, 6-8=880/1527 Date: WEBS 3-10=608/1086, 4-10=394/285, 5-10=2541702, 5-8=161/266 October 16,2018 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=130mph (3 -second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. Il; 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 ,`,11J 111111111111 DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to water �� -1� 0j A I� • • q�e ��ji prevent ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. % QP,.. � �` .' • G E N 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 `• F •` will Tit between the bottom chord and any other members, with BCDL = 5.Opsf. No 39380 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=375,6=584. 7) Use Simpson Strong -Tie HTU26 (20-10d Girder, 11-10dxl 1/2 Truss, Single Ply Girder) or equivalent at 11-6-4 from the left end to connect truss(es) to back face of bottom chord. 8) Fill holes hanger is in lumber. •• <U all nail where contact with 9) "NAILED" indicates 3-1od (0.148'x3") or 3-12d (0.148'x3.25') toe -nails per NDS guidlines. 10) i 0� •:�� i''�� "` Q:• Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 207 Ib down and 307 Ib up at ,• ` O 15-6-0 on top chord, and 78 Ib down and 155 Ib up at 15-4-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. `�� R , • • • , _`C? SSS • • �` e �l1110 N M 4o 11) In the LOAD CASE(S) section, bads applied to the face of the truss are noted as front (F) or back (B). 11111101 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. Thomas A. Aman PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tarnpa FL 33610 Date: October 16,2018 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 16WI2015 BEFORE USE. Design valid for use only with Mi-rek® connectors. This design is based only upon parameters shown, 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 Welk' ek building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent whapse with possible personal injury and property damage. For general guidance regarding the Ml i fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPl1 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, Mexandna, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty 1561903 716 Hip Girder 2 �P� 715342484 �Job ren (optional) r —vu—, ,rdc bunvtue, rt- - a«44, 8.220 s Sep 24 2018 MiTek Industries, Inc. Tue Oct 16 11:12:55 2018 Page 2 ID:078s[fd Wi6AncvPO9cX7vdyl¢ya-ILaC4ZNvfy_gvtkDNiBA58wnhl WORfx9yROfg9ySs9s LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=60, 3-5=-60, &7=60,12-15=10 Concentrated Loads (lb) Vert: 5=128(B) 8=45(B) 18=61(B) 19=-488(B) 20=21(B) A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10193/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, 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 Mi%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 ANSVTPII Quality Criteria, DSBA9 and BCSI Building Component 6904 Parke Fast 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 SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 T15342485 1561903. TF01 FLOOR 2 q J Vert(CT) -0.62 16-17 >387 240 MT20HS 187/143 BCLL 0.0 Rep Stress Ina NO W3 0.67 Horz(CT) 0.09 12 n/a n/a Job Reference o tional Builders FirstSource, Jacksonville, FL - 32244, 8.220 s Sep 24 2018 MiTek Industries, Inc. Tue Oct 16 11:12:56 2018 Page 1 I D:078stfd Wr6AncvPO9cX7vdykzya-mX8blvOXQG6XW1 IPwPiPdMSOFigfA28JB57CCcySs9r 2-4-s 4-7-7 6-10.4 s-1-2 11-3-15 13$12 15-110 _ 16-0-7 zo-s 0 2-4-9 2-2-13 2-2-13 2-2-13 2-2-13 2-2-13 2-2-13 2-2-13 2-4-9 Scale = 1:34.6 3x4 = 2x4 II 4x12 = 2x4 II 3x4 = 34 = 2x4 I 4x12 = 2x4 II 3x10 = 13x10 = 2 3 4 5 6 7 8 9 10 11 2x4 11 5x12 = 2x4 11 6x12 MT20HS = 2x4 11 2x4 11 4x8 = 2x4 11 5x12 = 2x4 11 r 2-4-9 4-7-7 610-4 11-2 11-3-15 13b12 15-9-10 2-4-9 2-2-13 2-2-13 2-2-13 2-2-13 2-2-13 2-2-13 18-0-7 + 20.5-0 2-2-13 2-4-9 Plate Offsets (X,Y'- n8:0-5-4.0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.41 Vert(LL) -0.45 16-17 >532 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.79 Vert(CT) -0.62 16-17 >387 240 MT20HS 187/143 BCLL 0.0 Rep Stress Ina NO W3 0.67 Horz(CT) 0.09 12 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix -MS Weight: 290 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 31 except end verticals. WEBS 2x4 SP No.3 `Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-20,3-20,3-18,5-18,6-15,9-15,9-13,11-13: 2x4 SP No.2 REACTIONS. (Ib/size) 21=3623/0-5-0, 12=3623/0-5-0 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-21=3479/0,1-2=6776/0,2-3=-6776/0, 3-4=15244/0, 4-5=15244/0,5-6=16938/0, 6-8=15241/0,8-9=15241/0, 9-10=6770/0, 10-11=6770/0,11-12=3479/0 BOT CHORD 20-21=0/293, 19-20=0/11900, 18-19=0/11900, 17-18=0/16938, 16-17=0/16938, 15-16=0/16938, 14-15=0/11895, 13-14=0/11895, 12-13=0/293 WEBS 1-20=0/7151, 2-20=742/0, 3-20=-5652/0, 3-18=0/3689, 4-18=-818/0, 5-18=2269/0, 6-15=-2271/0, 8-15=-818/0, 9-15=0/3691, 9-13=5654/0, 10-13=742/0, 11-13=0/7147 NOTES- (7) 1) 3 -ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. 1`111ti 11111111' 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 %%� O0�^P ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. ��` .• • t i E N S • • q/L i� 3) Unbalanced floor live loads have been considered for this design. -`�' �•�'. 4) All plates are MT20 plates unless otherwise indicated. + No 39380 5) The Fabrication Tolerance at joint 7 = 20% 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 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. O = LOAD CASE(S) Standard •! O R i o P •• �`�� 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 • • • , _`�? i��t�S�O Uniform Loads (ptf) Ay �` �� Vert: 1-11=-350, 12-21=10 111111111111111,, Thomas a Abanl PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 AWARNING - Verrfy design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 11111.7473 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 ANSUTPI1 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 offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system, e.g. TOP CHORDS diagonal or X -bracing, is always required. See BCSI. 0'11fi , C1_z C2-3 2. Truss bracing must be designed by an engineer. For WEBS �3v 4 wide truss spacing, individual lateral braces themselves pLC7-8 may require bracing, or alternative Tor I QY w ❑ bracing should be considered. of a6 = 3. Never exceed the design loading shown and never d U stack materials on inadequately braced trusses. O 0- F- O 4. Provide copies of this truss design to the building For 4 x 2 Orientation, locate ca -7 Cs sH designer, erection supervisor, property owner and plates 0- 'lid' 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. connector plates. THE LEFT. 7. Design assumes trusses will be suitably y protected from Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software Or Upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC -ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 4 x 4 width measured perpendicular ESR -1311, ESR -1352, ESR1988 10. Camber is a non-structural consideration and is the 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 Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. in all respects, equal to or better than that specified. 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 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at spacing, BEARING established by others. or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or atter truss member or plate without prior (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ;q 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: W1 project engineer before use. 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 DSB-89: Design Standard for Bracing. A is not sufficient. BCSI: Building Component Safety Information, MiTek 20. Design assumes manufacture in accordance with Guide o Good Practice for Handling, ANS RPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 M7ek' 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, )2-� Michael Magid, PE AUGUST 1, 2016 T -BRACE / I -BRACE DETAIL WITH 2X BRACE ONLY MII-T-BRACE 2 00 �laa 0 00 a 00 a MiTek USA, Inc. YMMM A MR«c AMIM MiTek USA, Inc. Page 1 of 1 Note: T -Bracing / I -Bracing to be used when continuous lateral bracing, is impractical. T -Brace / I -Brace must cover 90% of web length. Note: This detail NOT to be used to convert T -Brace / I -Brace webs to continuous lateral braced webs. Nailing Pattern T -Brace size Nail Size Nail Spacing 2x4 or 2x6 or 2x8 10d (0.131" X 3") 6" o.c. Note: Nail along entire length of T -Brace / I -Brace (On Two -Ply's Nail to Both Plies) WE Nails Nails Nails Web Nails rrcu I -Brace Brace Size for One -Ply Truss T -Brace / I -Brace must be same species and grade (or better) as web member. ,`��P Air r q I��,, % 0 G E N, No 39380 "0 w • �T E 1111111%0 Thomas A. Albans PE No.39380 Mi%k USA. Inc. FL cert 6634 6904 Parke fast Blvd. Tampa FL 33610 Date: February 12, 2018 Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T -Brace 2x4 I -Brace 2x6 2x6 T -Brace 2x6 I -Brace 2x8 2x8 T -Brace 2x81 -Brace Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T -Brace 2x4 I -Brace 2x6 2x6 T -Brace 2x6 I -Brace 2x8 2x8 T -Brace 2x8 I -Brace T -Brace / I -Brace must be same species and grade (or better) as web member. ,`��P Air r q I��,, % 0 G E N, No 39380 "0 w • �T E 1111111%0 Thomas A. Albans PE No.39380 Mi%k USA. Inc. FL cert 6634 6904 Parke fast Blvd. Tampa FL 33610 Date: February 12, 2018 AUGUST t, 2016 iEB BRACING RECOMMENDATIONS MII-WEBBRACE 0� a�aa 0 00 0 00 LU--U-]a �r—PJM iiLnT—ek USA, Inc. u U I O A MRak APollata `Bay size shall be measured in between the centers of pairs of diagonals. GENERALNOTES TYPE BRACING MATERIALS IVII I UK UOA, I[1U. rQy.G I UI I ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. MAXIMUM TRUSS WEB FORCE (lbs.)(See note 7) 1 X 4 IND. 45 SP BRACE A 24"O.C. 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE 48"O.C. 72" O.C. BAY SIZE A BRACING MATERIAL TYPE B C D BRACING MATERIAL TYPE A B C D BRACING MATERIAL TYPE C D 10'-0" 1610 18861886 2 X 3 #3, STD, CONST (SPF, DF, HF, OR SP) 2829 ';',; >'''i 3143 3143 4715 FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT 12'-0' 1342 1572 1572 2358 4715 (SPF, 7074 1150 WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. w-abcindustry.com and w Apinsl.org 1347 1347 2021 ti s ` '. 2358 2358 3536 , „ ' 1886 1886 2829 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. 16'-0" 1006 1179 1179 1768 18'-0" 894 1048 10481572 3143 4715 20'0" 805 943 943 1414 `Bay size shall be measured in between the centers of pairs of diagonals. 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 STABILIZERS 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 - MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) No 39380 01111 _ . Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 12, 2018 GENERALNOTES 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 R 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 (0.131-4.5") FOR 1 W BRACES, 2-10d (0.131'.3-) FOR 2x3 and 2x4 BRACES, AND 3.104 (0.1 31')G") FOR 2x8 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 (0.131-)1') FOR 2x8 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 DF, HF, OR SP) DSB-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI i (SPF, GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING 8 BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. w-abcindustry.com and w Apinsl.org D 2 X 6 #3 OR BETTER (SPF, DF, H F, 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 STABILIZERS 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 - MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) No 39380 01111 _ . Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 12, 2018 AUGUST 1, 2016 SCAB -BRACE DETAIL MII-SCAB-BRACE =011U MiTek USA, Inc. a 00 Note: Scab -Bracing to be used when continuous lateral bracing at midpoint (or T -Brace) is impractical. MiTek USA, Inc. Scab must cover full length of web +/- 6". ')�_O ENGMEE_ REO BY e G A Mrrek A "' THIS DETAIL IS NOT APLICABLE WHEN BRACING IS " REQUIRED AT 1/3 POINTS OR I -BRACE IS SPECIFIED. APPLY 2xSCAB TO ONE FACE OF WEB WITH 2 ROWS 6—F10d (0.131" X 3") NAILS SPACED 6" O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. WIN MAXIMUM WEB AXIAL FORCE = 2500 lbs MAXIMUM WEB LENGTH = 12'-0" N�a\ 2x4 MINIMUM WEB SIZE SCAB BRACE MINIMUM WEB GRADE OF #3 Nails � Section Detail ® E Scab -Brace Web Scab -Brace must be same species grade (or better) as web member. Page 1 of 1 %0%J 1111111 J., . No 39380 E... = Thomas A. Albani PE No.39360 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 12, 2018 (AUGUST 1, 2016 STANDARD REPAIR TO REMOVE END MII-REP05 VERTICAL (RIBBON NOTCH VERTICAL) MiTek USA, Inc. y7mlm flllap 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 VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 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 LOAD FROM ABOVE REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES 500# MAXIMUM WALL LOAD FROM ABOVE ,_� DO NOT OVERCUT DO NOT OVERCUT L_ 1 1/2" 1 1/2" 4000# MAXIMUM WALL LOAD FROM ABOVE RCUT REFER TO INDIVIE TRUSS DESIGN F( PLATE SIZES AND LUMBER GRADES 4000# MAXIMUM WALL LOAD FROM ABOVE ATTACH 2x4 SQUASH BLOCK (CUT TO FIT TIGHTLY) TO BOTH SIDES OF THE TRUSS AS SHOWN WITH 10d (0.131" X 3") NAILS SPACED 3" O.C. TRUSSES BUILT WITH 4x2 MEMBERS TRUSSES BUILT WITH 4x2 MEMBERS %0tvitI111111111 ERCUT %%N 6',S A Aje,��ii No 39380 11111111110" N AL .��• Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 12, 2018 AUGUST 1, 2016 Standard Gable End Detail MII-GE130-D-SP =�� O MirAk lI.RA Inc pang 1 of 9 as Jaa 0 00 0 00 a MiTek USA, Inc. =M] A Walk Affiliate DIAGONAL BRACE 4'-0" O.C. MAX Typical _x4 L -Brace Nailed To 2x Verticals W/1 od Nails spaced 6" o.c. Vertical Stud SECTION B -B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. Vertical Stud (4) - 16d Nails LK\\\\ DIAGONAL aaerF 16d Nails Spaced 6" o.c. (2) - 10d Nails into 2x6 2x6 Stud or R\ 2x4 No.2 of better \ 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 TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. SEE INDIVIDUAL MITEK ENGINEERING ATTACH DIAGONAL BRACE TO BLOCKING WITH DRAWINGS FOR DESIGN CRITERIA (5) - 10d NAILS. ** (4) - 8d (0.131" X 2.5") NAILS MINIMUM, PLYWOO[?// 3x4 = SHEATHING TO 2x4 STD SPF BLOCK * -Diagonal Bracing * * - L -Bracing Refer Refer to Section A -A to Section B -B NOTE: Roof Sheathing 24" Max 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 1'-3" 2 DIAGONAL 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND Max. (2) - 1 ¢ WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 2x4 N� (2) - 10d NAILS 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. Stud Size Spacing ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT L -Brace / BRACING OF ROOF SYSTEM. 1/3 POINTS Species 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. 14 /TrUS gS 4 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 2x4 SP No.3 /Stu BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. Dlag. Brace ONAL BRACE SPACED 48" O.C. ATTACH TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4. 7-1-3 D TO VERTICAL WITH (4) -16d (REFER TO SECTION A -A) at 1/3 point D ATTACHED 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. If neededKING WITH (5) - 10d NAILS. L4A 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 2x4 SP No. 3/ Stu 24" O.C. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR 2-10-11 4-1-1 TYPE TRUSSES. 8-5-1 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") Diagonal braces over 6'-3" require a 2x4 T -Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I -braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d nails 8" o.c., with 3" minimum end distance. Brace must cover 90% of diagonal length. MAX MEAN ROOF HEIGHT = 30 FEET CATEGORY II BUILDING EXPOSURE D ASCE 7-98, ASCE 7-02, ASCE 7-05 130 ASCE 7-10 160 MPH DURATION OF LOAD INCREASE: 1.60 STUD DESIGN IS BASED ON COMPONENTS AND C CONNECTION OF BRACING IS BASED ON MWFRS. �.%�� OPS A, '4446 �* �. EN No 39380 T E ,�3r' :• �L v A� Thomas A. Albanl PE No.3938D MiTek USA, Inc. R. Cert 6634 6904 Parke East Blvd. Tampa R. 33610 Date: February 12, 2018 2 DIAGONAL Minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L -Brace L -Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length 2x4 SP No.3 /Stu 12" O.C. 3-9-13 4-1-1 5-9-6 7-1-3 11-5-7 2x4 SP No. 3 / Stu 16" O.C. 3-5-4 3-6-8 5-0-2 6-10-8 103-13 2x4 SP No. 3/ Stu 24" O.C. 2-9-11 2-10-11 4-1-1 5-7-6 8-5-1 Diagonal braces over 6'-3" require a 2x4 T -Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I -braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d nails 8" o.c., with 3" minimum end distance. Brace must cover 90% of diagonal length. MAX MEAN ROOF HEIGHT = 30 FEET CATEGORY II BUILDING EXPOSURE D ASCE 7-98, ASCE 7-02, ASCE 7-05 130 ASCE 7-10 160 MPH DURATION OF LOAD INCREASE: 1.60 STUD DESIGN IS BASED ON COMPONENTS AND C CONNECTION OF BRACING IS BASED ON MWFRS. �.%�� OPS A, '4446 �* �. EN No 39380 T E ,�3r' :• �L v A� Thomas A. Albanl PE No.3938D MiTek USA, Inc. R. Cert 6634 6904 Parke East Blvd. Tampa R. 33610 Date: February 12, 2018 AUGUST 1; 2016 1 Standard Gable End Detail I Mll-GE130-SP n00 0 00 O 00 a MiTek USA, Inc. NGI ❑ O A MIT* AMiliate Typical _x4 L -Brace Nailed To 2x Verticals W/1 Od Nails spaced 6" o.c. Vertical Stud i�'Oz SECTION B -B DIAGONAL BRACE TRUSS GEOMETRY AND CONDITIONS 4'-0" O.C. MAX SHOWN ARE FOR ILLUSTRATION ONLY. MiTek USA, Inc. Page 1 of 2 Vertical Stud Roof Sheathing 24" Max Without Brace (4) - 16d Nails a DIAGDIACONAL 2 DIAGONAL BRACES AT 1/3 POINTS 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE BY PROJECT ENGINEER 16d Nails (2) _ PROVIDED OR ARCHITECT. Spaced 6" O.C. g� NJ� / (2) - 10d NAILS 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. 8-0-15 (2) - 10d Nails into 2x6 ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT 2x6 Stud or / BRACING OF ROOF SYSTEM. 2x4 No.2 of better 7-4-1 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1 x4 SRB Typical Horizontal Brace 24"O.C. OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. Nailed To 2x_ Verticals SECTION A -A 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF w/(4) -10d Nails DIAPHRAM AT 4'-0" O.C. 2x4 tud 12 Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 1 O NAILS AT EACH END. SEE INDIVIDUAL MITEK ENGINEERING ATTACH DIAGONAL BRACE TO BLOCKING WITH DRAWINGS FOR DESIGN CRITERIA (5) - 1 O NAILS. ** (4) - 8d (0.131" X2.5") NAILS MINIMUM, PLYWOOD _ 3x4 = SHEATHING TO 2x4 STD SPF BLOCK * - Diagonal Bracing ** -L-Bracing Refer Refer to Section A -A to Section B -B NOTE: Roof Sheathing 24" Max Without Brace 1x4 L -Brace 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 1'-3" 2 DIAGONAL BRACES AT 1/3 POINTS 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE BY PROJECT ENGINEER Max. (2) _ PROVIDED OR ARCHITECT. 4-0-7 g� NJ� / (2) - 10d NAILS 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. 8-0-15 12-1-6 ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT 16" O.C. / BRACING OF ROOF SYSTEM. 5-5-6 7-4-1 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1 x4 SRB 2x4SPNo.3/Stu 24"O.C. OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. 3-1-12 - Jrusses @ 24" O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF 9-1-15 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 BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. DIAGONAL BRACE SPACED 48" O.C. Dlag. Brace ATTACH TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4. ACHED TO VERTICAL WITH (4) -16d (REFER TO SECTION A -A) at 1/3 point AND ATTACHED 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. If n@ededBLOCKING k/INAILS 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") Minimum Stud Size Species and Grade Stud Spacing Without Brace 1x4 L -Brace 2x4 L -Brace DIAGONAL BRACE 2 DIAGONAL BRACES AT 1/3 POINTS Maximum Stud Length 2x4 SP No. 3 / Stu 12" O.C. 4-0-7 4-5-6 6-3-8 8-0-15 12-1-6 2x4 SP No. 3 / Stu 16" O.C. 3-8-0 3-10-4 5-5-6 7-4-1 11-0-1 2x4SPNo.3/Stu 24"O.C. 3-0-10 3-1-12 4-5-6 6-1-5 9-1-15 Diagonal braces over 6'-3" require a 2x4 T -Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 kbraces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d nails 8" o.c., with 3" minimum end distance. Brace must cover 90% of diagonal length. MAX MEAN ROOF HEIGHT = 30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98, ASCE 7-02, ASCE 7-05 130 ASCE 7-10 160 MPH DURATION OF LOAD INCREASE: 1.60 STUD DESIGN IS BASED ON COMPONENTS AND C CONNECTION OF BRACING IS BASED ON MWFRS. `PSI AI�A� `,, %%o . • Ee,9 .'` �'� • • G •N S No 39380 TA E • Lu si0N ALS, Jtllifl Thomas A. Albani PE N0.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 12, 2018 JANUARY 6, 2017 1 Standard Gable End Detail I Mil-GE140-001 O 00 O 00 a MiTek USA, Inc. ENGINEERED BY _0 ❑� 0 A MITek AMIIIS I Typical _x4 L -Brace Nailed To 2x Verticals W/10d Nails spaced 6" o.c. Vertical Stud \4, R;:_� "'Or� SECTION B -B DIAGONAL BRACE 4'-W O.C. MAX TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. Vertical Stud (4) -16d Nails (2) - 10d Nails into 2x6 SECTION A -A MiTek USA, Inc. Page 1 of 2 16d Nails Spaced 6" o.c. 2x6 Stud or R\ 2x4 No.2 of better \ Typical Horizontal Brace Nailed To 2x_ Verticals /(4)-10d Nails 12 a Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING SEE INDIVIDUAL MITEK ENGINEERING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. DRAWINGS FOR DESIGN CRITERIA ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS. (4) - 8d (0.131" X 2.5") NAILS MINIMUM, PLYWOOD c 3x4 = SHEATHING TO 2x4 STD DF/SPF BLOCK * - Diagonal Bracing ** -L-Bracing Refer Refer to Section A -A to Section B -B NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 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. 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. 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 BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4. (REFER TO SECTION A -A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10. NAILS DESIGNATED 10d ARE (0.131" X 3") AND NAILS DESIGNATED 16d ARE (0.131" X 3.5") Roof Sheathi 24" Max 7-�3;' Diag. Brace at 1/3 point; if needed Diagonal braces over 6'-3" require a 2x4 T -Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I -braces attached to both edges. Fasten T and I braces to narrow edge of web with 10d nails 8" o.c., with 3" minimum end distance. Brace must cover 90% of diagonal length. MAXIMUM WIND SPEED = 140 MPH MAX MEAN ROOF HEIGHT = 30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98, ASCE 7-02, ASCE 7-05 DURATION OF LOAD INCREASE: 1.60 STUD DESIGN IS BASED ON COMPONENTS AND C CONNECTION OF BRACING IS BASED ON MWFRS. End Wall r . MI� 77 il.,. [//(2) .. NAILS 11�� Truss 24" o.c. l ' 2 6 DIAGONAL BRACE SPACED 48" O.C. ATTACHED TO VERTICAL WITH (4) -16d / NAILS AND ATTACHED / TO BLOCKING WITH (5) - 10d NAILS. HORIZONTAL BRACE (SEE SECTION A -A) PS E N gLe,Z No 393.80 r - � Thomas A. Albani PE No.39380 MTek USA. Inc. R. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 19, 2018 2 DIAGONAL Minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L -Brace L -Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length 2x4 DF/SPF Std/Stud 12" O.C. 3-10-1 3-11-7 5-7-2 7-8-2 11-6-4 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. F 2-8-9 2-9-8 3-11-7 1 5-5-2 8-1-12 Diagonal braces over 6'-3" require a 2x4 T -Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I -braces attached to both edges. Fasten T and I braces to narrow edge of web with 10d nails 8" o.c., with 3" minimum end distance. Brace must cover 90% of diagonal length. MAXIMUM WIND SPEED = 140 MPH MAX MEAN ROOF HEIGHT = 30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98, ASCE 7-02, ASCE 7-05 DURATION OF LOAD INCREASE: 1.60 STUD DESIGN IS BASED ON COMPONENTS AND C CONNECTION OF BRACING IS BASED ON MWFRS. End Wall r . MI� 77 il.,. [//(2) .. NAILS 11�� Truss 24" o.c. l ' 2 6 DIAGONAL BRACE SPACED 48" O.C. ATTACHED TO VERTICAL WITH (4) -16d / NAILS AND ATTACHED / TO BLOCKING WITH (5) - 10d NAILS. HORIZONTAL BRACE (SEE SECTION A -A) PS E N gLe,Z No 393.80 r - � Thomas A. Albani PE No.39380 MTek USA. Inc. R. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 19, 2018 AUGUST 9, 2016 1 Standard Gable End Detail I MII-GE170-D-SP FV_IDD O 00 O 00 a MiTek USA, Inc. ENGINEERE ❑ O A 111i AXlllele DIAGONAL BRACE 4'-0" O.C. MAX Typical 2x4 L -Brace Nailed To 2x4 Verticals W/10d Nails spaced 6" o.c. Vertical Stud SECTION B -B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. 12 Q Varies to Common Truss MiTek USA, Inc. Page 1 Of 2 Vertical Stud 2X6 SP OSPF No. (4) - 16d Nails DIAGO AL BRACE 2 16d Nails Spaced 6" o.c. (2) - 10d Nails into 2x6 2X6 SP OR SPF No. 2 -\ Typical Horizontal Brace Nailed To 2x4 Verticals w/(4) -10d Nails SECTION A -A 2X4 SP OR SPF No. 2 SEE INDIVIDUAL MITEK ENGINEERING DRAWINGS FOR DESIGN CRITERIA * - Diagonal Bracing ** - L -Bracing Refer Refer to Section A -A to Section B -B NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 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. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 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. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 AND A 2x4 AS SHOWN WITH 16d NAILS SPACED 6" O.G. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH (4) 10d NAILS THROUGH 2x4. (REFER TO SECTION A -A) 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. 10. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-13 BY SPIB/ALSC. 11. NAILS DESIGNATED 10d ARE (0.131" X 3") AND NAILS DESIGNATED 16d ARE (0.131" X 3.5") PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 1 Od NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS. 3x4 = (4) - 8d (0.131" X 2.5") NAILS MINIMUM, PLYWOOD SHEATHING TO 2x4 STD SPF BLOCK Roof Sheathin 24" Max 2 DIAGONAL BRACES AT 1/3 POINTS 2x4 SPNo. 3/Stud 12" O.C. 3-9-7 5-8-8 6-11-1 11-4-4 2x4 SP No. 3 / Stud 16" O.C. 1'-0" Max. (2) - 10A 6-9-8 10-2-3 4 SP No. 3/ Stud 24" O.C. 2-9-4 NAI / 5-6-8 (2) . 10d NAILS 2x4 SP No.2 12" O.C. / 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 Virussbs @ 24" o.c. 4-0-7 1 / Diag. Brace / at 1/3 points 2x6 DIAGONAL BRACE SPACED if needed 48"0 .C. ATTACHED TO VERTICAL WITH (4) -16d NAILS, AND ATTACHED TO = BLOCKING WITH (5) -10d NAILS. End Wall — HORIZONTAL BRACE (SEE SECTION A -A) Minimum Stud Stud Size Spacing Species and Grade Without Brace 2x4 DIAGONAL L -Brace BRACE Maximum Stud Length 2 DIAGONAL BRACES AT 1/3 POINTS 2x4 SPNo. 3/Stud 12" O.C. 3-9-7 5-8-8 6-11-1 11-4-4 2x4 SP No. 3 / Stud 16" O.C. 3-4-12 4-11-15 6-9-8 10-2-3 4 SP No. 3/ Stud 24" O.C. 2-9-4 4-0-7 5-6-8 8-3-13 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 1 4-0-7 1 6-3-14 1 9-5-14 Diagonal braces over 6-3" require a 2x4 T -Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I -braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d nails 6" o.c., with 3" minimum end distance. Brace must cover 90% of diagonal length. T or I braces must be 2x4 SPF No. 2 or SP No. 2. MAX MEAN ROOF HEIGHT = 30 FEET EXPOSURE D ASCE 7-10 170 MPH STUD DESIGN IS BASED ON COMPONENTS AND C DURATION OF LOAD INCREASE: 1.60 CONNECTION OF BRACING IS BASED ON MWFRS. �O . •GEN No 39380 :. '..—STA E_.Qf' — tU NALE�.�`�� 1111111 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: February 12, 2018 AUGUST 1, 2016 Standard Gable End Detail MII-GE180-D-SP. U��aa U O 00 O 00 a MiTek USA, Inc. BY H ❑ 0 A MRek Afflllate DIAGONAL BRACE 4'-0" O.C. MAX Typical 2x4 L -Brace Nailed To 2x4 Verticals W/10d Nails spaced 6" o.c. Vertical Stud SECTION B -B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. 12 a Varies to Common Truss MiTek USA, Inc. Page 1 of 2 Vertical Stud () 4 - 16d Nails \\\\ 2X6 SPF 2 DIAGONAL BRACE 16d Nails Spaced 6" o.c. (2) - 10d Nails into 2x6 2X6 SP OR SPF No. 2 -\ Typical Horizontal Brace Nailed To 2x4 Verticals SECTION A -A w/(4) -10d Nails 2X4 SP OR SPF No. 2 PROVIDE 2x4 BLOCKING BETWEEN THE FIRST SEE INDIVIDUAL MITEK ENGINEERING TWO TRUSSES AS NOTED. TOENAIL BLOCKING DRAWINGS FOR DESIGN CRITERIA TO TRUSSES WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH ** (5) - 10d NAILS. B g 3x4 = (4) - 8d (0.131" X 2.5") NAILS MINIMUM, PLYWOOD SHEATHING TO 2x4 STD SPF BLOCK * - Diagonal Bracing ** - L -Bracing Refer Refer to Section A -A to Section B -B NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 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. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF or SP N0.3 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. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 AND A 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. (REFER TO SECTION A -A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. 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 06-01-13 BY SPIB/ALSC. 11. NAILS DESIGNATED 10d ARE (0.131" X 3") AND NAILS DESIGNATED 16d ARE (0.131" X 3.5") 24" Max Roof Sheathin 2x4 DIAGONAL L -Brace BRACE Maximum Stud Length 2 DIAGONAL BRACES AT 1/3 POINTS 2x4 SP No. 3 / Stud 12" O.C. 1 '-0" 5-4-11 Max. Diag. Brace at 1/3 points if needed Minimum Stud Stud Size Spacing Species and Grade Without Brace 2x4 DIAGONAL L -Brace BRACE Maximum Stud Length 2 DIAGONAL BRACES AT 1/3 POINTS 2x4 SP No. 3 / Stud 12" O.C. 3-7-12 5-4-11 6-2-1 10-11-3 2x4 SP No. 3 / Stud 16" O.C. 3-2-8 4-8-1 6-2-1 9-7-7 2x4 SP No. 3 / Stud 24" O.C. 2-7-7 3-9-12 5-2-13 7-10-4 2x4 SP No.2 12" O.C. 3-10-0 5-4-11 6-2-1 11-6-1 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 Diagonal braces over 6-3" require a 2x4 T -Brace attached to one edge. Diagonal braces over 12-6" require 2x4 I -braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d nails bin D.C., with Sin minimum end distance. Brace must cover 90% of diagonal length. T or I braces must be 2x4 SPF No. 2 or SP No. 2. MAX MEAN ROOF HEIGHT = 30 FEET EXPOSURE D ASCE 7-10 180 MPH STUD DESIGN IS BASED ON COMPONENTS AND C DURATION OF LOAD INCREASE: 1.60 CONNECTION OF BRACING IS BASED ON MWFRS. End Wall 2 1,,0� (�LS (2) - 10d NAILS FT jruss @ 24" o.c. a/ 2x6 DIAGONAL BRACE SPACED 48" O.C. ATTACHED TO VERTICAL WITH (4) -16d NAILS, AND ATTACHED TO BLOCKING WITH (5)-10d NAILS. HORIZONTAL BRACE (SEE SECTION A -A) A- `��`� •' \GENS ••2 �. No 39380 Thomas A Albans PE No.39360 MiTek USA Inc. R. Cert 6634 6954 Parke East Blvd. Tampa R. 33610 Date: February 12, 2018 AUGUSTA, 2016STANDARD PIGGYBACK MII-PIGGY-7- TRUSS CONNECTION DETAIL �II \\o// ._JIIIuoIUo 0 00 MR MiTek USA, Inc. ENGINE R IT A IfTek A A - PIGGBACK TRUSS, REFER TO MITEK TRUSS DESIGN DRAW INC SHALL BE CONNECTED TO EACH PURLIN WITH (2) (0.131"X 3.5") TOE -NAILED. B - BASE TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. C - PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24"0.( UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWII 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, ON INTERSECTION, WITH (2) ROWS OF (0.131"X 3") NAILS @ 4" SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHIN IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT. IN BOTH DIRECTIONS AND: 1. WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SP 2. WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12 ft. E - FOR WIND SPEEDS BETWEEN 126 AND 160 MPH, ATTACH MITEK 3X8 20 GA Nail -On PLATES TO EACH FACE OF TRUSSES, 72" O.C. W/ (4) (0.131" X 1.5") NAILS PER MEMBER. STAGGER NA FROM OPPOSING FACES. ENSURE 0.5" EDGE DISTANCE. (MIN. 2 PAIRS OF PLATES REQ. REGARDLESS OF SPAN) MiTek USA, Inc. Page 1 of 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 DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail -On PLATES AS SHOWN, AND INSTALL PURLINS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAB C( NOTE D FOR ALL WIND SPEEDS, ATTACH MITEK 3X6 20 GA Nail -On PLATES TO EACH FACE OF TRUSSES AT 48' O.C. W/ (4) (0.131' X 1.5") PER MEMBER. STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5" EDGE DISTANCE. VERTICAL WEB TO EXTEND THROUGH BOTTOM CHORD OF PIGGYBACK This sheet is provided as a Piggyback connection detail only. Building Designer is responsible for all permanent bracing per standard engineering practices or refer to BCS] for general guidance on lateral restraint and diagonal bracing requirements. FOR LARGE CONCENTRATED LOADS APPLIED TO CAP TRUSS REQUIRING A VERTICAL WEB: 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE, GRADE, AND MUST LINE UP AS SHOWN IN DETAIL. 2) ATTACH 2 x _ x 4'-0" SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF 10d (0.131" X 3") NAILS SPACED 4" O.C. FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LBS (@1.15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. %0111111111111, ♦♦�`O�PS A q�e ��. No 39380 ki j •Y_ 0 •R IN • •• N_��` C? N 11111111110 . ``♦ Thomas A. Alban] PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd, Tampa R. 33610 Date: February 12, 2018 TRSTANDARD PIGGYBACK I Mil -PIGGY -ALT AUGUST 1, 2016 USS CONNECTION DETAIL 7-10 U�aa 0 00 0 00 a MiTek USA, Inc. VMN] A Yrrak AMtlIaU A - PIGGBACK TRUSS, REFER TO MTTEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN WITH (2) 0(0.131" X 3.5") TOE -NAILED. B - BASE TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. C - PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24" O.C. UNLESS SPECIFIED CLOSER ON 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, CENTERE[ INTERSECTION, WITH (2) ROWS OF (0.131"X 3") NAILS @ 4" O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT. IN BOTH DIRECTIONS AND: 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. 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) WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS MiTek USA, Inc. Page 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 DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH PLYWOOD GUSSETS AS SHOWN, AND INSTALL PURLINS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAB C( NOTE D 7" x 7"x 1/2" PLYWOOD (or 7/16" OSB) GUSSET EACH SIDE AT 24" O.C. ATTACH WITH 3 - 6d (0.113" X 2") NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL - 12 NAILS) VERTICAL WEB TO EXTEND THROUGH BOTTOM CHORD OF PIGGYBACK This sheet is provided as a Piggyback connection detail only. Building Designer is responsible for all permanent bracing per standard engineering practices or refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. FOR LARGE CONCENTRATED LOADS APPLIED TO CAP TRUSS REQUIRING A VERTICAL WEB: 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE, GRADE, AND MUST LINE UP AS SHOWN IN DETAIL. 2) ATTACH 2 x _ x 4'-0" SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF 10d (0.131' X 3') NAILS SPACED 4" O.C. FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LBS (@1.15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. % op"S A gte i��i No 39380 Ss`O N AI 1': Thomas A AibaN PE No.3$380 M rek USA, Inc. R. Cert 6634 6901 Parke East 6W. Tampa R. 33610 Data: January 19, 2018 AUGUST i, 2016 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS Mil-REP01 Al AND DAMAGED OR MISSING CHORD SPLICE PLATES =110 0 00 Ii �L 0 0 0 R MiTek USA, Inc. 'i=ml A YRak AMliata MiTek USA, Inc. rage 1 OT 1 TOTAL NUMBER OF NAILS EACH SIDE OF BREAK` x INCHES MAXIMUM FORCE (Ibs)15% LOAD DURATION SP DF SPF HF 2x4 2x6 2x4 I 2x6 2x4 2x6 2x4 2x6r2125 2x6 20 30 24" 1706 2559 1561 2342 1320 1980 2028 26 39 30" 2194 3291 2007 3011 1697 2546 2608 32 48 36" 2681 4022 2454 3681 2074 3111 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 • 10d NAILS NEAR SIDE +10d NAILS FAR SIDE TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY 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 NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS 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. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2x_ ORIENTATION ONLY. 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. ```"tItnuiti'll " .`�% SPS A.: ENg�•'9�i No 3938.(] ON ThomasA. AIbaN PE N0.39360 MiTek USA. Inc. FL Cart 6634 6904 Parke East Blvd, Tampa FL 33610 Date: January 19, 2018 AUGUST 1, 2016 j \Ou/ Iju011Our O 00 a MiTek USA, Inc. iTm BY ao A MTek Affiliate LATERAL TOE -NAIL DETAIL Mil -TOENAIL -SP MiTek USA, Inc. Page 1 of 1 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 84.5 (Ib/nail) X 1.15 (DOL) = 291.5 Ib Maximum Capacity ANGLE MAY VARY FROM 30o TO 60o %0111111111" ONS A No 39380 iii`f�'• <0RIv.• X1111111110ti Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd_ Tampa R. 33610 Date: January 19, 2018 45.00o ANGLE MAY VARY FROM 30' TO 60 ° THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x3) 2 NAILS IXF NEAR SIDE NEAR SIDE SIDE VIEW (2x4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE 45.00 ° SIDE VIEW (2x6) 4 NAILS NEARSIDE NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30 ° TO 60' 45.000 OE -NAIL SINGLE SHEAR VALUES PER NDS 2001 (Ib/nail) DIAM. SP DF HF SPF SPF -S .131 88.0 80.6 69.9 68.4 59.7 p .135 93.5 85.6 74.2 72.6 63.4 J ;) .162 108.8 99.6 86.4 84.5 73.8 ri z Z .128 74.2 67.9 58.9 57.6 50.3 0 131 75.9 69.5 60.3 59.0 51.1 C4 .148 81.4 74.5 64.6 63.2 52.5 M VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 84.5 (Ib/nail) X 1.15 (DOL) = 291.5 Ib Maximum Capacity ANGLE MAY VARY FROM 30o TO 60o %0111111111" ONS A No 39380 iii`f�'• <0RIv.• X1111111110ti Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd_ Tampa R. 33610 Date: January 19, 2018 45.00o ANGLE MAY VARY FROM 30' TO 60 ° THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x3) 2 NAILS IXF NEAR SIDE NEAR SIDE SIDE VIEW (2x4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE 45.00 ° SIDE VIEW (2x6) 4 NAILS NEARSIDE NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30 ° TO 60' 45.000 AUGUST 1, 2016 TRUSSED VALLEY SET DETAIL MII-VALLEY HIGH WIND1 aaaa O 00 O 00 a MiTek USA, Inc. x=10. VALLEY TRUSS TYPICAL SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6" O.C. . GABLE END, COMMON TRUSS OR GIRDER TRUSS MiTek USA, Inc. Nage 1 Oi 1 GENERAL SPECIFICATIONS 1. NAIL SIZE 10d (0.131 " X 3") 2. WOOD SCREW = 3" WS3 USP OR EQUIVALENT DO NOT USE DRYWALL OR DECKING TYPE SCREW 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL A 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE 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. BASE TRUSSES VALLEY TRUSS TYPICAL GABLE END, COMMON TRUSS nR rlRnFR TRI ISS ATTACH 2x4 CONTINUOUS NO.2 SP TO THE ROOF W/ TWO USP WS3 (1/4" X 3") WOOD SCREWS INTO EACH BASE TRUSS. . 'O'�j DETAIL A (NO SHEATHING) N.T.S. WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05 146 MPH WIND DESIGN PER ASCE 7-10 160 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATEGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES �`��ilu n rtttttti • y F r' . No 39380 � �E'. 4 OR "" "O N A` Ec10% Thomas A Albani PE No.39380 MiTek USk Inc. R. Cert 6634 6944 Parke East Blvd. Tampa FL 33610 Date: January 19, 2018 AUGUST 1, 2016 TRUSSED VALLEY SET DETAIL Mil -VALLEY HIGH WIND2' R MiTek USA, Inc. WIND DESIGN PER ASCE 7-10 160 MPH a oo GENERAL SPECIFICATIONS D 00 1. NAIL SIZE 10d (0.131" X 3") 2. WOOD SCREW = 4.5" WS45 USP OR EQUILIVANT x4 CONTINUOUS N0.2 SP OOF W/ TWO USP WS45 (1!4" X 4.5") 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. MiTek USA, Inc. 24" 4. INSTALL VALLEY TRUSSES O.C. MAXIMUM GABLE END, COMMON TRUSS ( ) AND RED B�'_ OR GIRDER TRUSS SECURE TO BASE TRUSSES AS PER DETAIL A �ENGINEE,_, O 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE A MIT&Affiliate INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NDS -01 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. --- -- I! :• Na 39380 VALLEY TRUSS TYPICAL SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6" O.C. BASE TRUSSES VALLEY TRUSS TYPICAL GABLE END, COMMON TRUSS nD rniDnrD TDI iee Page 1 of 1 WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05 146 MPH WIND DESIGN PER ASCE 7-10 160 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATEGORY II BUILDING x4 CONTINUOUS N0.2 SP OOF W/ TWO USP WS45 (1!4" X 4.5") EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 TREWS INTO EACH BASE TRUSS. MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF / ON THE TRUSSES 0111111111111 ,/'R. Sfi.'4' .�. :• Na 39380 X1.5"Max f��r► 4--, E._, ''v • Its ` STA •�� " L 0 R O . �. N AL�E� rrrrrn Thomas A A11 PE No.39380 MiTek USA, Inc. R. Cert 6634 6904 Parke East Blvd, Tampa R. 33610 Date: February 12, 2018 AUGUST ll-, 2016 TRUSSED VALLEY SET DETAIL MII-VALLEY SP I�aLJ a 00 O 00 a MiTek USA, Inc. Y777M A WTak AMiliata VALLEY TRUSS TYPICAL SECURE VALLEY TRUSS W/ ONE ROW OF 16d NAILS 6" O.C. GABLE END, COMMON TRUSS OR GIRDER TRUSS MiTek USA, Inc. Page 1 of 1 GENERAL SPECIFICATIONS 1. NAIL SIZE 16d (0.131" X 3.5") 2. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL A 3. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 4. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 5. NAILING DONE PER NDS - 01 6. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. 7. ALL LUMBER SPECIES TO BE SP. BASE TRUSSES VALLEY TRUSS TYPICAL GABLE END, COMMON TRUSS (1G rlPnrn TPI ICC ATTACH 2x4 CONTINUOUS NO.2 SP TO THE ROOF W/ TWO 16d NAILS INTO EACH BASE TRUSS. DETAIL A (MAXIMUM 1" SHEATHING) N.T.S. WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05 120 MPH WIND DESIGN PER ASCE 7-10 150 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 10/12 CATEGORY II BUILDING EXPOSURE 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 ON THE TRUSSES ONS A • No 39380 :....... ... .,—.Sq T EJI Thomas A. Albani PE No.39380 MiTek USA, Inc. R. Cert 6634 6904 Parke East Blvd. Tampa R. 33610 Date: February 12, 2018 AUGUST 1, 2016 MiTek USA, Inc. Y�=lm A NRNc Afflliata TRUSSED VALLEY SET DETAIL (HIGH WIND VELOCITY) NOTE: VALLEY STUD SPACING NOT TO EXCEED 48" O.C. SPACING ATTACH VALLEY TRUSSES TO LOWER TRUSSES WITH USP RT7 OR EQUIVALENT WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05 146 MPH WIND DESIGN PER ASCE 7-10 160 MPH MAX MEAN ROOF HEIGHT = 30 FEET CATEGORY II BUILDING EXPOSURE B or C WIND DURATION OF LOAD INCREASE: 1.6 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE AND VALLEY) SUPPORTING TRUSSES DIRECTLY UNDER VALLEY TRUSSES MUST BE DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2'-10" ON AFFECTED TOP CHORDS. i NOTES: ° - SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES - THIS DETAIL IS NOT APPLICABLE FOR SPF -S SPECIES LUMBER. NON -BEVELED BOTTOM CHORD CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6/12. (MAXIMUM 12/12 PITCH) NON -BEVELED BOTTOM CHORD MII-VALLEY MiTek USA, Inc. Page 1 of 1 FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE CLIP MAY BE APPLIED TO THIS FACE UP TO A MAXIMUM 6/12 PITCH 01slilal!!/!/I %.%`� Mp S A• No 39380 1):t z Thomas A Albani PE No.39380 6QTak USA, Inc. R Cert 8634 6904 Parke East Blvd. Tampa R. 33610 Date: January 19, 2018 AUGUST 1,'2016 Standard Gable End Detail Mll-GE146-001 I�JaLJ a 00 O 00 a MiTek USA. Inc. ❑ I B O A MITak AMIWa Typical _x4 L -Brace Nailed To 2x Verticals W/1 Od Nails spaced 6" o.c. Vertical Stud SECTION B -B DIAGONAL BRACE 4'-0" O.C. MAX TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. MiTek USA, Inc. Page 1 of 2 Vertical Stud (4) - 16d Nails + AL DIAGONBRACE Minimum Stud 16d Nails� 2x4 DIAGONAL Spaced 6" o.c. (2) - 10d Nails into 2x6 I' Spacing 2x6 Stud or L -Brace BRACE 2x4 No.2 of better Species Typical Horizontal Brace Nailed To 2x_ Verticals SECTION A -A _ w/(4)-lOd Nails 2x4 Stud 12 o Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING SEE INDIVIDUAL MITEK ENGINEERING TO TRUSSES WITH (2) - 1 Od NAILS AT EACH END. DRAWINGS FOR DESIGN CRITERIA ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS. a R 3x4 = SHEATHIINGITO 2x4 STDISP BLOCK MINIMUM,LS PLYWOOD * - Diagonal Bracing ** - L -Bracing Refer Refer to Section A -A to Section B -B NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 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. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4."L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 2x4 No 3/STUD SP OR BETTER WITH ONE ROW OF 1 od NAILS SPACED 6" O.0 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 BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH (4) 1 Od NAILS THROUGH 2x4. (REFER TO SECTION A -A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L1240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10. NAILS DESIGNATED 1 Od ARE (0.131" X 3") AND NAILS DESIGNATED 16d ARE (0.131" X 3.5") Diagonal braces over 6'-3" require a 2x4 T -Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I -braces attached to both edges. Fasten T and I braces to narrow edge of web with 10d nails 8" o.c., with 3" minimum end distance. Brace must cover 90% of diagonal length. MAXIMUM WIND SPEED = 146 MPH MAX MEAN ROOF HEIGHT = 30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98, ASCE 7-02, ASCE 7-05 DURATION OF LOAD INCREASE: 1.60 Roof Sheath 24" Max l'-3'. Max. STUD DESIGN IS BASED ON COMPONENTS AND C CONNECTION OF BRACING IS BASED ON MWFRS. Diag. Brace at 1/3 point; if needed End Wall MAN . NAILS F o • V DIAGONAL BRACE SPACED 48"O.C. ACHED TO VERTICAL WITH (4) -16d LS AND ATTACHED BLOCKING WITH (5) - 10d NAILS. HORIZONTAL BRACE (SEE SECTION A -A) ♦�� SPS A. .44'S',,, • No 39380 _ T E : 4 �, Thomas A. Albani PE No.39380 MiTek USA. Inc. FL Cert 6634 6904 Parke East Blvd. Tampa R. 33610 Date. January 19, 2018 2 DIAGONAL Minimum Stud Without 2x4 DIAGONAL BRACES AT Stud Size I' Spacing Brace L -Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length 2x4 SP No 3/Stud 12" O.C. 3-11-3 6-8-0 7-2-14 11-9-10 2x4 SP No 3/Stud 16" O.C. 3-6-14 5-9-5 7-1-13 10-8-11 2x4 SP No 3/Stud 24" O.C. 3-1-8 4-8-9 6-2-15 Diagonal braces over 6'-3" require a 2x4 T -Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I -braces attached to both edges. Fasten T and I braces to narrow edge of web with 10d nails 8" o.c., with 3" minimum end distance. Brace must cover 90% of diagonal length. MAXIMUM WIND SPEED = 146 MPH MAX MEAN ROOF HEIGHT = 30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98, ASCE 7-02, ASCE 7-05 DURATION OF LOAD INCREASE: 1.60 Roof Sheath 24" Max l'-3'. Max. STUD DESIGN IS BASED ON COMPONENTS AND C CONNECTION OF BRACING IS BASED ON MWFRS. Diag. Brace at 1/3 point; if needed End Wall MAN . NAILS F o • V DIAGONAL BRACE SPACED 48"O.C. ACHED TO VERTICAL WITH (4) -16d LS AND ATTACHED BLOCKING WITH (5) - 10d NAILS. HORIZONTAL BRACE (SEE SECTION A -A) ♦�� SPS A. .44'S',,, • No 39380 _ T E : 4 �, Thomas A. Albani PE No.39380 MiTek USA. Inc. FL Cert 6634 6904 Parke East Blvd. Tampa R. 33610 Date. January 19, 2018 OCTOBER 5, 2016 1 REPLACE BROKEN OVERHANG MII-REP13B I Ifl� JMTek USA, Inc. TRUSS CRITERIA: LOADING: 40-10-0-10 0 0o DURATION FACTOR: 1.15 aSPACING: 24" O.C. TOP CHORD: 2x4 OR 2x6 MiTek USA, Inc. PITCH: 4/12 - 12/12 y=10 HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION A Wrok Ae11W I 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 MUST BE FULLY IMBEDDED AND -� UNDISTURBED (L) (2.0 x L) 24" MAX 24" MIN IMPORTANT This 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 and total top chord loads not exceeding 50 psf. Trusses not fitting these criteria should be examined individually. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Page 1 of 1 A. �.` � .• �G E NS' e'Qjy�i No 39380 �A : :STA E -QA L . ss,O N A; ►�`,46 C�`% Thomas A. Alban PE No.39380 MITek USA, Inc. R. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 12, 2018 AUGUST 1, 2016 LATERAL BRACING RECOMMENDATIONS MII-STRGBCK =0 ® MiTek USA, Inc. Page 1 of 1 a MiTek USA, Inc. y NN INmn o A MiTek AHlllate TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2x6 "STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. 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. USE METAL FRAMING ANCHOR TO ATTACH TO TOP CHORD ATTACH TO VERTICAL WEB WITH (3) - 10d (0.131" X 3") NAILS BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE ATTACH TO VERTICAL SCAB WITH (3) - 10d (0.131" X 3") NAILS ATTACH 2x4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - 10d INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) ATTACH TO VERTICAL WEB WITH (3) - 10d (0.131" X 3") NAILS ATTACH TO CHORD WITH TWO #12 x 3" WOOD SCREWS (.216" DIAM.) USE METAL FRAMING ATTACH TO VERTICAL ATTACH I U VEH I ILIAL ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - 10d TO BOTTOM CHORD (0.131" X 3") NAILS (0.131" X 3") NAILS 4- TRUSS 2x6 0-0 WALL 1 STRONGBACK (TYPICAL SPLICE) (BY O' INSLH I bUHLW I HHUUUH UU I JIUt FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4'-0" LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d (0.131" X 3") NAILS EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-0" AND FASTEN WITH (12) - 10d (0.131" X 3") NAILS STAGGERED AND EQUALLY SPACED. (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL) BLOCKING (BY OTHERS) ````11111111111 j OoRS A ' 4�6' �� `Z` •'' � G E N S • • 9�j. �. No 39380 �t'1SS�ONA�-�G R.%� 11111t11/Iti� Thomas A. Alban PE No.39380 MiTek USA, Inc. R. Cert 6634 6904 Padre East Blvd. Tampa R. 33610 Date: February 12, 2018 ALL oist -Z Boise Cascade INSTALLATION Engineered Wood Products :. GUIDE The information in this document Includes AJS° pertains to use in the UNITED STATES ONLY, Allowable Stress Design. Refer 140/150/201190125 the ALLJOIST Specifier Guide Canadaanada for use in Canada, Limit States Design. and VERSA -LAM" BEAMS t y� 1291 'A, 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. 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 (0 Boise Cascade ffi)od Products, L.L.C. 2013 AIG US 08/29/2013 -- AJS® 140 — AJS° 150 — AJS® 20 - AJS° 190 . i 91/2" 3/811— —117/8" 14" 16" 1'/z'T l - f _l 21/2' i 91/2' 117/8" 14" 16" 1'/2' T f__I 21/2" i 9 1/2 ' 14" 16" 11/2" 2 i 21/2" 1 91/2" 3/81-- s 14" 16" 1'/" T 21/2" AJS® 25 - 1 91/2" 14" 16" i'/2"TC::!::J —I--1 31/2' 2x3 Flanges I I 2x4 Flanges I Inrormanon on creeper aepm Ai, — joists is available in the ALLJOIST" Commercial Guide DO NOT ALLOW WORKERS ON AJS'JOISTS UNTIL ALL HANGERS, AJSt RIM JOISTS, RIM BOARDS, AJS- BLOCKING PANELS, X -BRACING AND TEMPORARY 1x4 STRUT LINES ARE INSTALLED AS SPECIFIED BELOW. SERIOUS ACCIDENTS CAN RESULT FROM INSUFFICIENT ATTENTION TO PROPER BRACING DURING CONSTRUCTION. ACCIDENTS CAN BE AVOIDED UNDER NORMAL CONDITIONS BY FOLLOWING THESE GUIDELINES: • Build a braced end wall at the end of the bay, or permanently install the first eight feet of AJS® Joists and the first course of sheathing. As an alternate, temporary sheathing may be nailed to the first four feet of AJS® Joists at the end of the bay. AJS® 25 AJS® 30 ._ Deeper Depths Deeper Depths 18" 7/ 16" 20 22" 24" 11/2" -LL f 1 31/2" 18" 20„ 22" 24" 11/2" 1 31/2" 2x4 Flanges THE FOLLOWING USES ARE NOT ALLOWED DO NOT notch or drill beams without prior approval from Boise Cascade EWP Engineering. DO NOT cut beyond Inside edge of bearing, fi i DO NOT wpportjoist on web. DO NOT cut holes too close to supports or to each other. DO NOT nail closer than il.6" from end of joist DO NOT cut or notch flange. DO NOT use 16d common nats. e Refer to hole See roof and floor location and sizing chart for size and Use 8d Halls or ` details, this sheet, for allowed cutting spacing lOd/i6dboznails of flange. 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 in place. or i'/m" thick BOISE CASCADE• rimboard (tongue OK with removing knockout holes. DO NOT load joist beyond design capacity. DO NOT stack 1%* and thicker BOISE CASCADE* rimboard). Trim TBG Floor tongue Sheathing of 11/6" sheathing , building materials on regardless of rimboard unbreced joists. thickness. 1' or 1'/t6' thick BOISE Irr CASCADE*' Trim tongue rimboard flush with rim. DO NOT hammer on flange. All hangers, AJS° rim joists, rim boards, AJS® blocking panels, and x -bracing must be completely installed and properly nailed as each AJS® Joist is set. Install temporary 1x4 strut lines at no more than eight feet on center as additional AJS® Joists are set. Nail the strut lines to the sheathed area, or braced end wall, and to each AJSO Joist with two 8d nails. The ends of cantilevers must be temporarily secured by strut lines on both the top and bottom flanges. Straighten the AJS® Joists to within '/z inch of true alignment before attaching strut lines and sheathing. Remove the temporary strut lines only as required to install the permanent sheathing. Failure to install temporary bracing may result in sideways buckling or roll-over under light construction loads. DO NOT stack construction materials (sheathing, drywall, etc) in the middle of AJS® Joist spans, contact Boise Cascade EVVP Engineering for proper storage and shoring information. Boise Cascade EWP • ALLJOIST° Installation Guide • 108 `S'::. I . ALLJOIST° Residential Floor Span Tables 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-antwgroove 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. Joist Depth ALLJOIS11 Series ***THREE STAR *** *.**FOUR STAR **** *MINIMUM STIFFNESS CAUTION ALLOWED BY CODE * CAUTION ' Live Load deflection limited to L/360: Floors that meet the minimum building code L/360 criteria are structurally sound to carry the specified loads, however, there is a much higher risk of floor performance issues. This table should only be used for applications where floor performance is not a concern. 12" 16" 19.2" 24" 0. C. 0. C. 0. C. 0. C. Live Load deflection limited to L1480: The common industry and design community standard for residential floor joists, 33% stiffer than 1-/360 code minimum. However, floor performance may still be an issue in certain h applications, especially with 91/2" and 11 Js" deep joists without a direct -attached ceiling. Live Load deflection limited to L/960+: A floor that is 100% stifferthan the three star floor. A premium floor that 100% stiffer than the 3 -star floor for the discriminating homeowner. 12 a.c. 16 a.c. 19.2" 0.C. 24"12" o.c, 16" 19.2" 24" o.c. o.c. a C. 0, C. 140 17'-9" 16-3" 16-4" 13'-11 13'-11" 12'-8" 11'-11" 11'-1" 19'-8" 17'-0" 15'-0" 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'/i' 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" ----- 1T-8" - -. __._.... 16'-8" ---- 16-6" 15'-1" .... -..-........ .................. 13'-9" - 12'-11" ! 12-0" --- 21'-4" -... 19'-7" 18'-0" 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" 16-1" 14,-3,• 13'-3" 22-5" 19,-5, 1 T-8„ 15-10" 150 21'-7" 191-8" 18'-7" 17'-0" 16-10" 15'-4" 14'-0" 13'-5" 23'-10" 20'-10" 19'-0" 1 T-0" 11'/s" 20 27-8" 20'-9" 19'-7" 18'-3" 1T-9" 16-2" 15'-2" 14'-1" 25'-1" 22'-10" 20'-10" 18'-8" 190 25 23'-0" 24'-11 21'-0" -.._ ..... .... ...... 22'-9" --- 19'-10" _..... __`_....... 21'-5" " 18'-6" .............. ........ .......... ... 18'-3" 181-0" .._._-____........... ......... 19'-6" .._ 16-4" __._..... ........ 1T-8" .............. ......... ___ 16-5" ..... ....... ................... ........ 16'-8" —___ 14'-4" 15'-5" 25'-0" 27'-7" -- ........... 23'-3" - ....__.._........._.__....................................................-- 24'-0" 21'-11" 21'-11" 19'-0" 18'-3" 140 24'-0" 21'-4" 19'-5" 1T-4" 18'-10" ' 1T-2" 16-2" 15'-0" 24'-7" 21'-4" 19'-5" 17'-4" 150 24'-6" 22'-4" 20'-11" 18'-9" 19'-2" 17'-0" 16-5" 15'-3" 26-6" 22'-11" 20'-11" 18'4" 14" 20 25'-9" 23'-0" 22'-2" 19'-1" 20'-2" 16-4" 17'-3" 16-0" 28'-5" 25'-1" 22'-11" 19'-1" 190 26-1" 23'-10" 22'-0" " 19'-1" 20'-5" 18'-7" 1T-0" 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" 1T-6" 30'-5" 26-4" 22'-11" 18'-4 140 26-0" 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'-T, 16-11" 28'-5" 24'-7" 22'-5" 19'-3" 16" 20 28'-6" 26-0" 24'-2" 19'-3" 22'-4" 20'-4" 19'-1" 1T-9" 31'-3" 2T-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" 2T-10" 23'-2" 18'-0" 24'-6" 22'-3" 20'-11" 16-6" 32'-9" 27'-10" 23'-2" 18'-6" 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 n/,z' min. plywood/0SB 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 1 1-, - 2 - 3 See the US version of the Boise Cascade Fire Design & Installation Guide for specific assembly information and other fire resistive options or contact your local Boise Cascade representative. s'f • AiA . Installation Guide • 0812912013 FIRE ASSEMBLY COMPONENTS 1. Min. L2 -inch T&G Wood Structural Panels. A construction adhesive must be 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 over the top flange of joists and staggered one joist spacing with adjacent sheets. 2. AJS-- Joists at 24" o.c. or less. 3. Two layers ''/z" Type C or two layers W Type X gypsum board SOUND ASSEMBLY COMPONENTS When constructed with resilient channels • Add carpet & pad to fire assembly: STC=54 IIC=68 or • Add 3'/z' glass fiber insulation to fire assembly: STC=55 IIC=46 or • Add an additional layer of minimum W sheathing and STC=61 IIC=50 9%" glass fiber insulation to fire assembly: NOTE The illustration below is showing several suggested applications for the Boise Cascade EWP products. It is not intended to show an actual house under construction. NO MIDSPAN BRIDGING IS REQUIRED FOR ALUOIST" PRODUCT FOR INSTALLATION STABILITY, Temporary strut lines (1x4 min.) 8' on center max. Fasten at each joist with 2-8d nails minimum. Dimension lumber is not suitable for use as a rim board in ALUOIST1 f floor systems. d AJS® rim joist. See Floor Detail. page 5. 00 BOISE CASCAD e' Rimb� . See pages 6 and 27 of the ALLJOISr Specifier Guide. For load-bearing cantilever details, see page 9. lin Additional roof framing details available with BC FRAMERe software AJS® blocking or 2x4 "squash" block on each side required when supporting a load-bearing wall above. When installing Boise Cascade EWP products with treated wood. use only connectors/fasteners that are approved for use with the corresponding wood treatment. VERSA -LAM® header or an AJS® header. 11k" knockout holes at approximately 12" o.c. are pre -punched. H5 See page 8 for allowable hole sizes , ® and location. 1 — VERSA -LAM® LVL beam. Endwall blocking as required per governing building code. AJSe Blocking is required when joists are cantilevered. Web Stiffener Requirements Web stiffeners applied to W both sides of the joist web NOTES • Web stiffeners are optional except as noted below. • Web stiffeners are always required for 18" and deeper AJS® joists at all bearing locations. • 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 sloped or skewed hangers or to achieve uplift values. Refer to the hanger manufacturer's installation requirements. • Web stiffeners are always required in certain roof applications. See Roof Framing Details on page 7. • Web stiffeners are always required under concentrated loads that exceed 1000 pounds. Install the web stiffeners snug to the top flange in this situation. Follow the nailing schedule for intermediate bearings. • 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 E:VV'F • ALUOISTI Installation Guide " 08:19:2013 See Web Small Gap Stiffener W min., Nailing f 5ochadrt1e Web 2" max. Stiffener 2" min. t Width 4"maxL r Gap ,,-Clinch 2"min. 4"mazl Tight Fit'Web Stiffener required when concentrated load exceeds 10001bs Web stiffeners applied to W both sides of the joist web NOTES • Web stiffeners are optional except as noted below. • Web stiffeners are always required for 18" and deeper AJS® joists at all bearing locations. • 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 sloped or skewed hangers or to achieve uplift values. Refer to the hanger manufacturer's installation requirements. • Web stiffeners are always required in certain roof applications. See Roof Framing Details on page 7. • Web stiffeners are always required under concentrated loads that exceed 1000 pounds. Install the web stiffeners snug to the top flange in this situation. Follow the nailing schedule for intermediate bearings. • 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 E:VV'F • ALUOISTI Installation Guide " 08:19:2013 Floor Framing Details Additional floor framing details available with BC FRAMERP software F07 Nail BOIS CASCADE" Rimboard to AIS' Joists with 8d nail into each flange. (811 Top Flange or Face Mount Joist Hanger For load bearing wall above (stacked over wall below). AIS' Joist blocking. END BEARING DETAILS Dimension lumber I is not suitable for i use as rimboard with AIS` Joists. Blocking maybe required I perpendicular to wall, consult design professional of record and/or local building official. /-1 f —bea minimum bearing length To limit splitting flange, start nails at least 11/2" from end. Nails may need to be driven at an angle to limit splitting of bearing plate. MEDIATE BEARING DE 111 1__i9 Nail block with one 10d nail into each fiance. Backer block (minimum 12" Nail with Joist&<�,del. 0dnails. Hanger i Filler block. Nail with 10 -10d nails'. Backer block required where top flange joist hanger load exceeds 250 lbs. Install tight to top flange. Double AJS Joist Connection , Filler Block \\ (see chart below) web+nler Nailing 12" on -center Connection valid for all applications. Contact Boise Cascade EWP Engineering for specific conditions. LATERAL SUPPORT • AJSp Joists must be laterally supported at the ends with hangers, AJS rim joists, rim boards, AJS blocking panels orx-bracing. AJSa, blocking panels or x -bracing are required at cantilever supports. • Blocking may be required at intermediate bearings for floor diaphragm per IRC in high seismic areas. consult local building official. MINIMUM BEARING LENGTH FOR AJS" JOISTS • 116 inches is required at end supports. 3% inches is required at cantilever and intermediate supports. • Longer bearing lengths allow higher reaction values. Refer to the building code evaluation report or the BC CALC° software. NAILING REQUIREMENTS • AJS1 rim joist, rim board or closure panel to AJS1 Joist: - Rims or closure panel 11/4 inches thick and less: 2-8d nails, one each in the top and bottom flange. - AJS1 140/150/20/ 190 rim joist: 2-16d box nails, one each in the top and bottom flange. - AJS1 25 rimjoist: Toe -nail top flange to rim joist with 2-10d box nails, one each side offlange. • AJS® rim joist, rim board or AJS1' blocking panel to support: - 8d nails at 6 inches on center. - When used for shear transfer, follow the building designer's specification. L0z Use of AIS* rimjoist requires 2x6.: wall for minimum joist hearing. B Solid block all posts from above to bearing below. Double Squash Block Vertical Load pb/ftl Joist Spacing[in] Size 12 16 19.21 24 2x4 i 4463 3347 � 2789 1 2231 2x6 i 7013 15259 i 4383 13506 1. Squash blocks are to be in full contact with upperfloorand lowerwall plate. 2. Capacities shown are for a double squash blocks at each joist, SPF or better. G Sheal ri m be closu AJS" blocking required for cantilever. For load bearing cantilever. see pages 9 and 10. Uplift on backspan shall be considered in all cantilever designs. • AJS® Joist to support: - 2-8d nails, one on each side of the web, placed 1112 inches minimum from the end of the AJS1 Joist to limit splitting. • SheathingtoAJSQ1joist,rim joist, blocking: - Prescriptive residential floorsheathing nailing requires 8d common nails @ 6" o.c. on edges and @ 12" o.c. in the field IRC Table R602.3(1). Closer nail spacing may be required per design professional of record. - 14 gauge staples may be substituted for 8d nails if the staples penetrate at least 1 inch into the joist. - Wood screws may be acceptable, contact local building official and/or Boise Cascade EWP Engineering for further information. BACKER AND FILLER BLOCK DIMENSIONS Backer Block AJS®Series Thickness Filler Block Thickness 140 150 11/a" or two lk" 2x + 5/a" wood panel 20 wood panels - 190 25 2x lumber Double 2x lumber • Cut backer and filler blocks to a maximum depth equal to the web depth minus 1/4" to avoid a forced fit. • For deeper AJS1 Joists, stack 2x lumber or use multiple pieces of 1/4" wood panels. Eloise Cascade EVVP - AI_LJCIST` Installation Guide • 0812912013 ! BOISE CASCADE" Rimboard \ Note: AJS1 floor joist must be designed to carry wall above when not stacked over wall below. Blocking required underneath braced wall [ panels and shear walls, consult design ([ professional of record. AJS1 Joist Slope Cut Reinforcement Detail below restores original allowable shear/reaction value to cut end of AJS°joist. AJSe Joist shall not be used as a collar or rafter tension tie. 2 x 6 min. rafter. Rafter shall be supported ridge beam other upper Geanngsuppor: (, ®=_Min 16'. mar.. AJS= Heelpth see table., 24 2x blocking required at bearing (not shown for clarity). a/a min. plywood/OSB rated sheathing as reinforce- ment Install reinforcement with face grain horizontal. Install on both sides of the joist, tight to bottom flange. 1/4" gap between reinforcement and bottom of top flange. Apply construction adhesive to contact surfaces and fasten with 3 rows of min. 10d box nails at 6" o.c. Afternate nailing from each side and clinch. WEB STIFFENER REQUIREMENTS • See Web Stiffener Requirements on page 4. PROTECT AJS" JOISTS FROM THE WEATHER • AJS"Joists is intended only for applications that provide permanent protection from the weather. Bundles of product should be covered and stored off of the ground on stickers. AJSx RIM JOISTS AND BLOCKING Vertical Load Minimum Heel Depth End Wall Joist Depth _.---._._.._...---..... — Roof Pitch Bearing 6/12 7/12 9/12 9/12 10/12 12/12 2x4 ' 4%" VA4" 414" 414" 414" 1 414" 16" 1340 25/,4" 2'/4" 2"A4 214" WEB STIFFENER REQUIREMENTS • See Web Stiffener Requirements on page 4. PROTECT AJS" JOISTS FROM THE WEATHER • AJS"Joists is intended only for applications that provide permanent protection from the weather. Bundles of product should be covered and stored off of the ground on stickers. AJSx RIM JOISTS AND BLOCKING 1) Web stiffeners required at each end of blocking panel. Distance between stiffeners must be less than 24". Vertical Load Transfer Capacity Joist Depth _.---._._.._...---..... (plf) --- ................ .--...... ..._...._ 9%" 1875 — 111/8" 1680 14" 1-500- 16" 1340 1) Web stiffeners required at each end of blocking panel. Distance between stiffeners must be less than 24". FOR INSTALLATION STABILITY, Temporary strut lines - (1.x4 min.) 8 ft. on center maximum. Fasten at each joist with two 8d nails minimum. I / H I Blocking not 40 shown for clarity. ROJ SAFETY WARNING R6fi DO NOT ALLOW WORKERS ON AJSx JOISTS UNTIL ALL HANGERS, AJS- RIM JOISTS, RIM BOARDS, AJV BLOCKING PANELS, X -BRACING AND TEMPORARY 1x4 STRUT LINES ARE INSTALLED AS SPECIFIED BELOW. Additional roof framing details available with BC FRAMER® software The ridge must be supported by VERSA -LAM® LVL beam or load-bearing wall. Blocking or other lateral support required at end supports. 205 ROi When installing Boise Cascade EWP products with treated wood, use only connectors/ fasteners that are approved for use with the corresponding wood treatment AJS® Rafter Header Multiple AJSx Rafters may be required. SERIOUS ACCIDENTS CAN RESULT FROM INSUFFICIENT ATTENTION TO PROPER BRACING DURING CONSTRUCTION. ACCIDENTS CAN BE AVOIDED 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 % inch of true alignment before AJSe' Joists at the end of the bay. attaching strut lines and sheathing. • All hangers, AJS11 rim 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 1 x4 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. AJS1' Ceiling Joist with Bevel End Cut (For Limited -Access Attics Only) AJS Joist shall not be used as collar/tension tie. Roof rafter shall be supported by ridge beam or other upper bearing support. Plywood/OSB Sheathing or, Rafter Strut— )v Y Roof Rafter 1x4 Nailer @ Max 4'-0" o.c. Minimum Heel Depth (See table at right) 12 Min. 6 �— 9 9Y2". il'/s", 14" or 16° AlS"' Series Ceiling Joist @ 24" o.c. Maximum 3%" Minimum Bearing --- (2x4 Wall) Each End Ceiling Loads: Live Load = 10 psf Dead Load = 7 psf 2X Blocking Web Filler Maximum Span Lengths Without Roof Loads 914" AJSx' 140, 150, 20, 190, 25 19'-6" 117/8" AJS® 140, 150, 20, 190, 25 22'-0" 14" AJS® 140, 150, 20, 190, 25 24'-6" If roof loads transfer to ceiling joists through struts, analyze with BC CALL® software, not exceeding end reaction limit stated in Note 3 (see right). Minimum Heel Depths Joist Depth End Mall 2 x 4 2 x 6 91/2" 21/2" 11/2" 11W 31/2" 2S" 14" 41A" 31/2' Notes: 1) Detail is to be used only for ceiling joists with no access to attic space. 2) Ceiling joist must be designed to carry all roof load transferred through rafter struts as shown. 3) AJS® ceiling joist end reaction may not exceed 550 pounds. 4) Minimum roof slope is 6/12. 5) Nail roof rafter to AJS® top flange with 1-16d sinker or box nail. 6) 1x4 nails shall be continuous and nailed to an end wall braced to the roof diaphragm. 7) Install a 24" long web stiffener on each side of AJS® Joist at beveled ends. Nail roof rafter to AJS® Joist per building code requirements for ceiling joist to roof rafter connection. s:?o€se Cascade EWT-1 • ALLJOISTL installation Gulde • 0819:2013 Aaalrional roor rraming aetalls avallaole Wltn bC; 1-KAMLH- sottware LATERAL SUPPORT • AJS® Joists must be laterally supported at the ends with hangers, AJS® rimjoists, rim boards, AJS® blocking panels orx-bracing. AJS® blocking panels or x -bracing are required at cantilever supports. • Blocking may be required at intermediate bearings for floor diaphragm per IRC in high seismic areas, consult local building official. MINIMUM BEARING LENGTH FOR AJS` JOISTS • 11f1 inches is required at end supports. 31z inches is required at cantilever and intermediate supports. • Longer bearing lengths allow higher reaction values. Refer to the building code evaluation report or the BC CALC® software. NAILING REQUIREMENTS • AJS® rim joist, rim board or closure panel to AJS® Joist: - Rims or closure panel 11/4 inches thick and less: 2-8d nails, one each in the top and bottom flange. - AJS1140/150/20/190 rim joist: 2-16d box nails, one each in the top and bottom flange. - AJS® 25 rim joist: Toe -nail top flange to rim joist with 2-10d box nails, one each side of flange. • AJS® rim joist, rim board or AJS® blocking panel to support: - 8d nails at 6 inches on center. - When used for shear transfer, follow the building designer's specification. • AJS® Joist to support: - 2-8d nails, one on each side of the web, placed 11k inches minimum from the end of the AJS°Joist to limit splitting. • Sheathing to AJS®joist, rim joist, blocking: - Prescriptive residential roof sheathing nailing requires 8d common nails @ 6" o.c. on edges and @ 12" o.c. in the field IRC Table 11602.3(1). Closer nail spacing may be required per design professional of record. - 14 gauge staples may be substituted for 8d nails if the staples penetrate at least 1 inch into thejoist. - Wood screws may be acceptable, contact local building official and/or Boise Cascade EWP Engineering for further information. BACKER AND FILLER BLOCK DIMENSIONS Bacilli r BIOCk AJSASEfiES TkIckmeSS (77� A10d nails M M 2x4 one side for 135 PLF max �SA-LAM® blocking. �*kin 2x beveled plate for slope at 6" o.c. 2x6 one side for 240 PLF max. on "V" cut: °, greater than 114/12. % of depth Double 2 x lumber Backer block. Thickness per corresponding AJS° series. 2x block blo for s AJS° blocking sup Simpson VPA or USP TMP connectors or equal can Holes cut 4'-0" horiz. for ventilation. Flange of AJS® Joists may be birdsmouth cut only at the low end of the joist Birdsmouth cut AJS® joist be used in lieu of beveled plate for slopes from must bear fully on plate, web stiffener required each 3/12 to 12/12. 2'-0" horiz. side. Bottom flange shall be fully supported. i I*fit / VERSA -LAM® blocking Backer block I !entilation "V" cut (minimum 12• wkle). If length, 1/2 of depth Joist Nailwithl0-10d nails. Hanger DO NOT bevel -cut joist Tilange of A15°Joists may be beyond inside face of wall, except foirdsmouth cut only at theck. Nail specific conditions in details stow end of the joistfor with 10 -10d nails. shown on pages 6 and 15 of the jirdsmouth cut AIS° Joist ALLJOIST°Specifier Guide.ust bear fully on plate, web Backer block required where top flange tiffener required each side. joist hanger load exceeds 250 lbs. Install tight to top flange. ®' ! Simpson or USP LSTA24 ° AJS Blocking: . ! • Simpson or USP LSTA24 strap where slope i 7/12 for L strap, nailing per Row exceeds (straps maybe required lower Double joist may be required I on each governing building code. slopes in high -wind areas). Nailing per governing L when L exceeds rafter side of ridge building code. (21 -0 -spacing. or alternate. max Holes cut for Blocking as required. ventilation. VERSA -LAM° Nail outrigger O LVL support beam. t o �� through AJS® web. ERSA-LAM* 2" x outrigger LVL support notched around AJS® beam. Beveled web stiffener top flange. Outrigger Double -beveled plate, connect to ridge on each side. spacing no greater than 24" on -center. with 2 rows 16d nails at 12" o.c Simpson LSSUI or USP TMU hanger. End Wall. LATERAL SUPPORT • AJS® Joists must be laterally supported at the ends with hangers, AJS® rimjoists, rim boards, AJS® blocking panels orx-bracing. AJS® blocking panels or x -bracing are required at cantilever supports. • Blocking may be required at intermediate bearings for floor diaphragm per IRC in high seismic areas, consult local building official. MINIMUM BEARING LENGTH FOR AJS` JOISTS • 11f1 inches is required at end supports. 31z inches is required at cantilever and intermediate supports. • Longer bearing lengths allow higher reaction values. Refer to the building code evaluation report or the BC CALC® software. NAILING REQUIREMENTS • AJS® rim joist, rim board or closure panel to AJS® Joist: - Rims or closure panel 11/4 inches thick and less: 2-8d nails, one each in the top and bottom flange. - AJS1140/150/20/190 rim joist: 2-16d box nails, one each in the top and bottom flange. - AJS® 25 rim joist: Toe -nail top flange to rim joist with 2-10d box nails, one each side of flange. • AJS® rim joist, rim board or AJS® blocking panel to support: - 8d nails at 6 inches on center. - When used for shear transfer, follow the building designer's specification. • AJS® Joist to support: - 2-8d nails, one on each side of the web, placed 11k inches minimum from the end of the AJS°Joist to limit splitting. • Sheathing to AJS®joist, rim joist, blocking: - Prescriptive residential roof sheathing nailing requires 8d common nails @ 6" o.c. on edges and @ 12" o.c. in the field IRC Table 11602.3(1). Closer nail spacing may be required per design professional of record. - 14 gauge staples may be substituted for 8d nails if the staples penetrate at least 1 inch into thejoist. - Wood screws may be acceptable, contact local building official and/or Boise Cascade EWP Engineering for further information. BACKER AND FILLER BLOCK DIMENSIONS Bacilli r BIOCk AJSASEfiES TkIckmeSS FfilerSIOCk7k U 140 1 150 11%" or two 1Ft" 20 wood panels 2x + 5/a" wood panel - 190 25 2 x lumber Double 2 x lumber • Cut backer and filler blocks to a maximum depth equal to the web depth minus 1/4" to avoid a forced fit • For deeper AJS®Joists, stack 2x lumber or use multiple pieces of 3/4" wood panels. Boise Cascade EVVP "ALL JOIST` installation Guide • 08/29/2013 WEB STIFFENER REQUIREMENTS • See Web Stiffener Requirements on page 4. PROTECT AJS® JOISTS FROM THE WEATHER • AIS'' Joists are intended only for applications that provide permanent protection from the weather. Bundles of AJS* Joists should be covered and stored off of the ground on stickers. MAXIMUM SLOPE • Unless otherwise noted, all roof details are valid for slopes of 12 in 12 or less. VENTILATION • The 11k inch, pre -stamped knock -out holes spaced at 12 inches on center along the AJS® Joist may all be knocked out and used for cross ventilation. Deeperjoists than what is structurally needed may be advantageous in ventilation design. Consult local building official and/or ventilation specialist for specific ventilation requirements. BIRDSMOUTH CUTS • AJS® Joists maybe birdsmouth cut only at the low end support. AJS® Joists with birdsmouth cuts may cantilever up to 2'-6" pastthe low end support. The bottom flange must sit fully on the support and may not overhang the inside face of the support. High end supports and intermediate supports may not be birdsmouth cut. AJS° Joist Hole Location & Sizing 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) D DO NOT (see table below) cut or notch/1t (see table below) _ _I. flange No holes (except knockouts `— A 11/2" round hole may be " '' allowed in bearing zones cut anywhere in the web. Do not cut holes Provide at least 3" of larger than 1//2" clearance from other holes. round in cantilevers. wain iwu m rtun i utaiai we n ui i i auNNui t, 10 u n 1 tarnc vcivvv, 10 1 cyun cu ivi au I rvica yi a -1 i iz Round Hole Diameter [in] 2 3 4 5 6 6Yz 7 8 8'/ 9 10 11 12 13 Rectangular Hole Side [in] - - 2 4 6 6 - - - - - - - - 1 8 2'_0" 2-5" 2'-11" T-5" 13'-10" 1 4'-0" Any Span n 12 3'-0" T-8" 4'-5" 5'-1" 5'-10" 6'-0" Joist IN 16 4'-0" 4'-11" " 5-11" 6'-10" T-9" , 8'-0" ! 1 Round Hole Diameter [in] 2 3 4 5 6 634 7 8 87/5 9 10 11 12 13 Rectangular Hole Side [in] - - - 2 3 4 5 78 - - - 8 1'-0" 1'-5" , 1-10" 2 -3" 2'-8" 2'-11" T-1" T-6" 3'-11' _. _ - Any 1 12 1 5 2'-1 2'-9" T-5" 4'-0 4'-4" 4'-8 T-4" 5' I( ft Joist 16 1'-11' 2 -10"' 3 8 4 6 5'-5 5'-10' ' 6 3 1 7 1 Ti 20 2'-5" 3'-6" 4'-7" 5'-8" ! 6'-9" 7'-3" 7'-10' 8 11' 19'-10"' ! [ ) i Round Hole Diameter [in] 2 3 4 5 6 6'/2 7 8 8'/ 9 10 11 12 13 l Rectangular Hale Side [in] - - - - 2 3 3 5 6 6 8 9 - - 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" I , ' 12 ' 1'-0' 1 1" 1 4 2-0 ' 2'-7 ' 2'-11" I-� 3'-2" I 3 10 4-4" 1 4'-5 . 5'-0" 5'-7" Any Span I 1 14" ft 16 1'-0' : 1'-1" 1 10 2 -8 T 10 . 4-3 5 1 i 5'-9" 5'-11 6'-8" 7'-6" Joist 1 ! i E 20 1'-0" . 1'-3" ' 2'-4" ' T-4" 4'-4" 4'-10' . 6-4" 6'-4" 7'-3" T-4" 8'-5" 9'-5" 24 1'-0" 1 T' s 2'-9" 4-0' 5'-2' 5'-10' 6'-5" T-8" 8'-8" 8'-10':10'-1" 11'-3"k Round Hole Diameter [in] 2 3 4 5 6 6'h 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" T-2" 3'-7" 12 1'-0" 1'-1" 1'-2" 1'-2" 1'-4" 1'-8" 1'-11" 2'-6" T-0" 3'-1" T-8" 4'-3" 4'-10" 5'-5" 16" Span 16 1'-0" 1'-1" 1'-2" 1'-2" 1'-10" 2'-2" 2'-7" T-4" 4'-0" 4'-2" 4'-11" 5'-8" 6'-5" T-2" Joist 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" T-11" 5-1" 6'-1" 6'-3" T-4" 8'-6" 9'-8" 10'-10' DO cut in web area as specified 0 Select a table row based on joist depth and the actual joist span rounded up to the nearest table span. Scan across the row to the column headed by the appropriate round hole diameter or rectangular hole side. Use the longest side of a rectangular hole. The table value is the closest that the centerline of the hole may be to the centerline of E- nearest support. • The entire web may be cut out. DO NOT cut the flanges. Holes apply to either single or multiple joists in repetitive member conditions. • For multiple holes, the amount of uncut web between holes must equal at least twice the diameter (or longest side) of the largest hole. • 1'A" round knockouts in the web may be removed by using a short piece of metal pipe and hammer. • Holes may be positioned verti- cally anywhere in the web. The joist may be set with the 1 %" knockout holes turned either up or down. This table was designed to apply to the design conditions covered by tables elsewhere in this publication. Use the BC CALCI software to check other hole sizes or holes under other design conditions. 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N M M sauaS)siof ,</16 .%ll „4L „9l w y)da4 )slot 5Z ®SPV N X.X X X XX.X X Xfr N x x x X X X X .'..'..r X X X X 7? 7 ."' r t- r x � pj N N X X X X X X X O O .- r .- �- N X X O O�� •- - .- i 0 O O �� 7?> 20 .- r r N N X X X O O O O O O- r - O OO O O O O -p - N N X X X X X X X X N X X X X o ((nn S 5 (nn 0 0 0 O O OM10-0 1 0 0 0 0 0 0? j O O � � N .- .- .- N N X XXX O O O O? .- �- •- '- > O O O O O $$� $ O O O O O� 7> ? > N uUBS ssnii jooti poOON V oo�O N N N M M M M M V D W ONv p°0Od N N N M M M M M� Do] ON o p°0O N N N M M M M M V tr o W ON o WO N N N M M Cl) M V sauaS)siof .1%6 „%LL „4L „9L y)dap )siof -061 mSft/ _ Reinforced Load Bearing Cantilever Detail PLYWOOD / OSB REINFORCEMENT (If Required per Table on page 9) • 23/32' Min. x 48" long plywood / OSB rated sheathing must match the full depth of the AJS8 Joist. Nail to the 2'-6" AJS® Joist with 8d nails at 6" o.c. and nail with 4-8d nails into backer block. When reinforcing both sides, stagger nails to limit splitting. Install with horizontal face grain. 2'-0" " These requirements assume a 100 PLF wall load and apply to AJS® Joists. Additional support may be 23/ min. plywood/OSB or rimboard closure. Nail with 8d nail into each flange. Structural Panel reinforcement The tables and details on pages 9 and 10 indicate the required for other loadings. See 2-0• BC CALClsoftware. type of reinforcements, if any, that are required for load- min. bearing cantilevers up to a maximum length of 2'-0". Contact Boise Cascade EWP Cantilevers longer than 2'-0" cannot be reinforced. Engineering for reinforcement However, longer cantilevers with lower loads requirements on AJS® Joist depths may be allowable without reinforcement. Analyze greater than 16". +r specific applications with the BC CALC4' software. 1. Use 23/,2" min plywood/OSB rated AJS" Joist blocking required for cantilever Backer block Uplift on back span shall be considered in all cantilever designs Brick Ledge Lead Bearing Cantilever Brick Ledge With Blocking Panels ell 12" min, lengthof 23/32" plywood/ OSB reinforce- ment nailed to top and Provide full bottom flanges. depth blocking between joists. 3 maxi�J 31iz" IVI \\\l �J min. � Edge of hole shall be a oll l min. of 3" from end of blocking panel. Notes: —13',� 1. Use 23/,2" min plywood/OSB rated (8d) nails at 3" on center except 9'/2" sheathing. Install full depth ofjoist joists, install nails at 2/2' on center. with face grain parallel to joist. 2. Provide full depth blocking Plywood reinforcement to bear fully between joists. on wall plate. Nail plywood to top 3. Edge of hole shall be at a minimum and bottom joist flanges with 2/2" of 3" from end of blocking panel. (M Brick Ledge Without Blocking Panels f J`Load bearing wall. LULU UCarlrls wan. Notes: 1. Use 23/32" min plywood/OSB rated sheathing. Install full depth of joist with face grain parallel to joist. Plywood reinforcement to bear fully on wall plate. Nail plywood to top and bottom joist flanges with 2/:" (8d) nails at 3" on center except 91/2" joists, install nails at 21/V on center. 2. See page 5 for joist and rimboard connection details. Brick Ledge Reinforcement Table Table Design Assumptions Roof Loading: 15 psf dead load plus a 100 PLF wall self -weight, in addition to roof live load shown. Maximum 2'-6" overhangs assumed on roof trusses. Floor Loading: 40 psf live load plus 10 psf dead load, backspans not to exceed maximum floor spans shown on page 3. KEY TO TABLE: 0 = No Reinforcement Required 1 = Reinforcement Required One Side of Joist 2 = Reinforcement Required Both Sides of Joist x = Use Deeper Joists or Closer Spacing Boise Cascade EVVP • ALLJOISTI Installation Guide - 08119,2013 Roof Roof Live Load s 20 psf 30 psf 40 psf 50 psf Joist Truss Depth (inches) Span (ft) Joist Sp acin o.c. 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 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 9Y2" 30' 0 0 0 o 0 1 0 1 1 1 1 2 32' 0 0 1 0 1 1 0 1 2 1 2 2 34' 0 0 X 0 X X 0 ! 1 x 1 2 X 36' o x! x o x: x 1 x x 1 x x 24' 0 0 0 0 0 0 0 0 0 0 0 1 26' o 0 0 0 0 0 0 0 o 0 0 1 28' 0 0 0 0 0 0 0 0 1 0 1 1 1178' 30' 0 I 0 0 0 0 0 0 0 'I 1 a 1 1 32' 0 0 0 0 0 0 0 0 1 0 1 1 34' 0 0 0 0 1 1 0 1 1 0 1 1 36' 0 0 0 0 1 1 0 1 1 0 1 X 24' 0 0 0 0 0 0 0 0% 0 0 0 0 26' 0 0 0 0 0 0 0 0 0 0 0 0 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 32' o o 0 0 1 o= o o 0 '; 0 0 1 0 1 34' 0 0 0 0 0 0 0 0 1 0 0 1 36' 0 0 .' 0 I 0' 0 0 I 0 1 0 1 1 0 i 1 i x (8d) nails at 3" on center except 91/2" joists, install nails at 21/V on center. 2. See page 5 for joist and rimboard connection details. Brick Ledge Reinforcement Table Table Design Assumptions Roof Loading: 15 psf dead load plus a 100 PLF wall self -weight, in addition to roof live load shown. Maximum 2'-6" overhangs assumed on roof trusses. Floor Loading: 40 psf live load plus 10 psf dead load, backspans not to exceed maximum floor spans shown on page 3. KEY TO TABLE: 0 = No Reinforcement Required 1 = Reinforcement Required One Side of Joist 2 = Reinforcement Required Both Sides of Joist x = Use Deeper Joists or Closer Spacing Boise Cascade EVVP • ALLJOISTI Installation Guide - 08119,2013 Non -Load Bearing Wall Cantilever Details AJS9 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 1 O nails at 6" on center. Clinch all nails. 0 AJSeJoist block[ n Wood backer block 2x Closure g Wood Structural page 6 ofALL10JSr 2x8 minimum a Specifier Guide AlS Joist Panel Closure / blocking Section View _ Drywall Ceiling or Minimum 1'h Times Back Span Maximum Wood Structural -! Cantilever �. Panel Soffit Length Back Span 3%"min. w. Back Span Maximum Nottt to exceed 4`-0" bearing 1/3 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 CALC® software. Large Rectangular Holes in AJS® Joists sr 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 See Max Hole Size on g hole rChart for Joist Depth - 1h Joist Span '. !( Minimum 2x diameter/ i width of largest hole Simple Span Joist 6'-0' Min Notes: Additional holes may be cut in the web provided they meet the specifications as shown in the hole distance chart shown above or as allowed using BC CALC° sizing software. Joist Depth Maximum Hole Size Simple Multiple Span Span 91W" 6" x 12" 6" x 7" 11%" 8" x 13" 8" x 8" 14" 9" x 16" 8" x 13" 10"x14" 9"x11" 16" 11"x16" 10"x14" 12"x15' 11"x12" Multiple Span Joist ¢r hole ISee Max Hole Size on hole � xis Joist —. I Chart for Joist Depth 1h Joist —+I Span San Multiple Span Joist 12'-0' Min Multiple Span Joist 12'-0' Min - Larger holes may be possible for either Single or Multiple span joists; use BC CALC® sizing software for specific analysis. AJS° Joists — Connection Details. Connection on Steel Beam Connection with Hanger on Steel Beam Attachment of nailer per design professional of record. Eloise Cascade ELVP " ALLJOIST'° installation Guide • 08129/2013 Attachment of nailer per design professional of record. Steel beam. Backer bloc optional. F15E Hanger Connections to AJS Headers • Backer blocks shall be at least 12" long per hanger. • Nails shall be clinched when possible. • Verify capacity and fastening requirements of hangers and connectors. Backer Block 1/4" to 2" gap "Top Mount" "Face Mount" Backer block shall Backer block shall be tight to bottom be tight to bottom of top flange with of top flange with 1/4" to 2" gap at top 1/4" to 2" gap at top of bottom flange. of bottom flange. BOISE CASCADE° Rimboard Product Profiles 15/is' :13/411 VERSA -LAM® VERSA -LAM® 1.41800* 2.0 3100* 91/2' 117/s" 14" 1611 *18 — 24 inch deep rimboard are special order products, contact local supplier or Boise Cascade representative for product availability. 0 Perpendicular (0, Parallel G See chart for vertical load capacity. See chart for vertical load capacity. lh" dia through bolts Allowable Design Values Modulus 1 Compression (ASTM A307 Grades A&B. Uniform [pIfl Point Ib 10d & 12d 16d Common & t6d SAE J429 Grades i or 2, Box 18" & 22" & 18" & 22" & or higher) with washers 16" 20" and nuts or 1h" dia lag 16" 20" srior crews (full penetration) wood sheathing 350 Ib capacity for Maximum Floor Diaphragm Lateral 11 e" &thicker rim, Depth 300 Ib capacity for »; Depth i' rim, per fastener Depth Lateral Capacity Treater Ledger fastener • that onlyate preis • Stress Elasticity Shear i to Grain thause areapproved tot • • • & Less ! & Less use wife, COrreSpOndli*�. orespo • & Less & LessOb/ft] wood treatment. • Design Ibfin Ibrn IbCn Ib/in BOISE CASCADE® Rimboard Design of moisture control Min. 8d nails at 6" o.c. per IRC. by others (only structural components shown above) Connection per design professional of record's specification for shear transfer. Min. 8d nails at 6" o.c. per IRC. Connection per deaf n professional of g For information regarding connection of exterior decks to RIMBOARD a; & 1" BOISE CASCADE® record's specification for shear transfer. inferior floor systems per the 2009 IRC, section 502.2.2.3, contact Boise Cascade £w'P Engineering. BOISE_ CASCADE® Rl imboard Properties Notes 1. Per ICC ESR -1040. 2. See Performance Rated Rim Boards, APA EWS #W345Kfor further product information. 3. Not all products and depths may be available, check with Boise Cascade representative for product availability. Boise Cas --toe E::VVP • ALUOISTI Installation guide • 08:191201:3 Vertical Load Capacity Specific Allowable Design Values Modulus 1 Compression Product Uniform [pIfl Point Ib 10d & 12d 16d Common & t6d Gravity for Box 18" & 22" & 18" & 22" & Box Box 16d Sinker Common 16" 20" 24" 16" 20" 24" Maximum Floor Diaphragm Lateral Flexural of Horizontaf Perpendicular Depth Depth Depth Depth Depth Depth Lateral Capacity Nail Stress Elasticity Shear i to Grain & Less & Less ! & Less & Less & Less & LessOb/ft] 2 Design Ibfin Ibrn IbCn Ib/in 1" BOISE CASCADE® RIMBOARD a; & 1" BOISE CASCADE® 3300 1650 1650 3500 3500 3500 180 0.5 Limited span capabilities, see note 2 RIMBOARD OSB in 1 BOISE CASCADE® 4400 3000 3000 ': 3500 3500: 3500 180 0.5 Limited span capabilities, see note 2 p 05B RIMBOARD------ Permitted per building code for 15/166000 5450 — 4450 4450 — all nominal 2' thick framing blocked 0.5 1800 1,400,000 225 525 VERSA-LAM81.4 1800 0) and unblocked diaphragms (4' nail spacing & greater) VERSA -LAMS 2.0 3100 (') 5700 4300 4300 3900 — Permitted per building code for all nominal 2' thick framing blocked and unblocked d*bragms 0.5 2800 2,000,000 285 750 14' nail spacing & greater) Notes 1. Per ICC ESR -1040. 2. See Performance Rated Rim Boards, APA EWS #W345Kfor further product information. 3. Not all products and depths may be available, check with Boise Cascade representative for product availability. Boise Cas --toe E::VVP • ALUOISTI Installation guide • 08:191201:3 Closest Allowable Nail Spacing - Narrow Face Fin] 10d, 12d 8d 8d 10d & 12d 16d Common & t6d Product Box Common Box Box 16d Sinker Common 1" BOISE CASCADE• 3 3 1 RIMBOARD _ 1" or 1'/" BOISE CASCADE• 3 3 See note 2 for nailing information g RIMBOARD OSB 0 15116' VERSA-LAM'1.41800 t'l 3 3 3 3 4 6 13/." VERSA -LAM® 2.0 3100 hl 2 3 3 3 4 6 Notes 1. Per ICC ESR -1040. 2. See Performance Rated Rim Boards, APA EWS #W345Kfor further product information. 3. Not all products and depths may be available, check with Boise Cascade representative for product availability. Boise Cas --toe E::VVP • ALUOISTI Installation guide • 08:191201:3 NOTES: (1) No web stiffeners required. (2) Web stiffeners required. (3) Not applicable, web stiffeners required. • Moment, shear and reaction values based upon a load duration of 100% and may be adjusted for other load durations. • Design values listed are applicable for Allowable Stress Design (ASD). • No additional repetitive member increase allowed. BUILDING CODE EVALUATION REPORT - ICC ESR 1144 (IBC, IRC) 0 = 5w1° + WP 384 EI K 0 = deflection [in] w = uniform load [lb/in] 1 = clear span [in] EI = bending stiffness [Ib -int] K = shear deformation coefficient [lb] VERSA-L.AMO Design Values Allowable Allowable' Moment End Reaction [lbs] Intermediate Reaction [lbs] AJS® Allowable Moment Moment Shear . 1%" Bearing 3'/" Bearing 3'/2 Bearing 5Y:' Bearing Joist Depth Weight M EI x 106 K x 106 V. .... Series [inches] [plf] [ft -Itis] [Ib -int] [lbs] [lbs] No WS"i WS 2) No WSJ') WS(2) No WSMI WS�2> .No WSt'>' WS(�3 ft-tb[in] 9'/z 2.2 2450 182 5.2 1160 950 1240 1175 1480 2350 2450 ' 2350 2450 AJS® 11% 2.5 3175 310 6.6 1490 955 1335 1215 1595 2390 2800 2390 2800 140 14 2.8 3825 457 7.8 1790 960 1420 1250 1700 2430 3130 2430 3130 8.4 16 3.1 4435 623 9.0 2065 970 1500 1285 1800 2465 3435 2465 3435 9'/z 2.2 2820 194 5.2 1160 950 1240 1175 1480 2350 2450 2350 2450 AJS 11'/8 2.5 3650 331 6.6 1490 955 1335 1215 1595 2390 2800 2390 2800 150 14 2.8 4390 487 7.8 1790 960 1420 1250 1700 2430 3130 2430 3130 14.5 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 20 143.0 _ 4.8 5295 578 7.8 1790 960 1420 1250 1700 2430 3130 2430 3130 31913 16 3.3 6140 786 9.0 2065 970 1500 1285 1800 2465 =3435 `2465 3435 14 9% 2.5 3895 244 5.2 1160: 950 1240 1175 1480 2350 2450 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 12501700 17955 2430 3130 2430 3 130 0 16 3 .3 7040 827 9.0 2065 .; 970 1500 1285 _ 1800 _' 2465 3435 j.. 2465 3435 19950 912 3.1 5370 322 5.3 1160 950 1240 1175 1480 2600 2850 1 26011101..2850 Q AJS® 11'/8 3.4 6960 545 6.7 1490 955 1335 1215 1595 2690 3190 1_ 2690-- 31.90, 25 14 3.7 8380 798 7.9 1790 960 1420 1250 17002850 770 3500 x 2770 3500 16 3.9 9720 1082 9.1 2065 970 1500 1285 1800 2 13800 295bj 3800 NOTES: (1) No web stiffeners required. (2) Web stiffeners required. (3) Not applicable, web stiffeners required. • Moment, shear and reaction values based upon a load duration of 100% and may be adjusted for other load durations. • Design values listed are applicable for Allowable Stress Design (ASD). • No additional repetitive member increase allowed. BUILDING CODE EVALUATION REPORT - ICC ESR 1144 (IBC, IRC) 0 = 5w1° + WP 384 EI K 0 = deflection [in] w = uniform load [lb/in] 1 = clear span [in] EI = bending stiffness [Ib -int] K = shear deformation coefficient [lb] VERSA-L.AMO Design Values Boise Cascade EVVP • F,i..i.JOIST' Installation Guide • 0812912D13 Allowable Allowable' Moment Allowable Allowable Moment Width Depth Weight Shear Moment of Inertia Width Depth Weight Shear Moment of Inertia Grade in [in] ( [Ibtft] Ib ft-tb[in] Grade in in Ib/ft Ib ft -Ib 9 � 3'/z 1.5 998 776 5.4 5'% 8.0 5237 6830 63.3 N 1 YZ 5'/z 2.4 1568 1821 20.8 5Y2 8.4 5486 7457 72.8 > m r--: 7'/. 3.2 2066 3069 47.6� 7/. 9% _ 11.0 14.1 7232 9227 12566 19908 166.7 346.3 3'/2 1.8 1164 1058 6.3 5Yd 2.8 1829 2486 24.3 7'/, 3.7 2411 4189 55.6 9'/3 14.5 9476 20937 375.1 9'/, 4.7 3076 6636 115.4 11'/. 17.1 11222 28814 622.9 5Y 9'/ 4.8 3159 6979 125.0 11'/8 18.1 11845 31913 732.6 1'/ 11'/. 5.7 3741 9605 207.6 _. a 14 21.3 13965 43552 1200.5 0 11'/8 6.0 3948 10638 244.2 M 16 24.4 15960 56046 1792.0 0 co 14 14 7.1 4655 14517 400.2 0 18 27.4 17955 70011 2551.5 0 16 8.1 5320 18682 597.3 2 20 30.4 19950 85428 3500.0 `0' 18 9.1 5985 23337 850.5 Q - 224 24 12.2 7980 40183 2016.0 Q 36.5 23940 120549 6048.0 51/2 3658 4971 48.5 9% 16.6 12303 26544 I 461.7 U) j _5.6 7'/. 7.4 4821 8377 111.1 9'/ 17.1 12635 27916 1 500.1 9% 9.4 6151 13272 230.8 Lu 11'/+ - - 20.2 14963 38419 830.6 j 9'/2 9.6 6318 i 13958 2501 11'/ .... 214 .... 15794 42550 976.8 11% 11.4 74 118 19210 415.3 7 14 25.2 18620 58069 1600.7 3+/, 11-1/a ( 12.1 7897 1 21275 488.4 - - >.._._....._-- ...2389.3 1 ...... 16 28.8 21280 74728 14 1 14.2 9310 1 29035 800.3 ; 18 32.4 23940 93348 I 3402.0 X16 16.2 10640 37364 1194.7 20 36.0 26600 113904 1 4666.7 18 18.3 j 11970 1 46674 1701.0 20 20.3 ' 13300 56952 1 2333.3 24 43.2 31920 160732 8064.0 Boise Cascade EVVP • F,i..i.JOIST' Installation Guide • 0812912D13 VERSA -LAM® Design Properties mom 1. This value cannot be adjusted for load duration. 2. This value is based upon a load duration of 100% and may be adjusted for other load durations. 3. Fiber stress bending value shall be multiplied by the depth factor, (12/d)'� where d = member depth [in]. 4. Stress applied perpendicular to the gluelines. 5. Tension value shall be multiplied by a length factor, (4/L)118 where L = member length [ft]. Use L = 4 for members less than four feet long. 6. Stress applied parallel to the gluelines. ' Design properties are limited to dry conditions of use where the maximum moisture content of the material will not exceed 16%. Multiple Member Connectors add Ae , Applications For top -loaded beams and beams with side loads with less than those shown Plies Depth Maximum Uniform Side Load ;[plf] Equivalent Depths 11%" & less Nailed h" Dia. Through Bolt(l)%" Dia. Through Bohi'i Tension 2 rows 16d 13 rows 16d Sinkers @ i Sinkers @ 1 12" o.c. I 12" o.c. Compression Specific Gravity 2 rows @ 12" o.c. sta ered 2 rows @ 6" o.c. sta eyed Modulus of 1%" VERSA -LAMS (Depths of 18" and less) Horizontal Parallel to Compression Perpendicular to for Fastener 560 1 1120 Elasticity Bending Shear Grain Parallel to Grain Grain Design Airs) use bolt schedule E(x 106 psi)(') Fe (Psi)r2xg' i Fy (Psi)rzlw> F (Psi)`zxsi ( F�,i ipsi)1sl F,,l (psi)r1)(6> (SG) Design Property Grade " 2' use bolt schedule 855 1715 N/A 1125 € 2250 N/A VERSA -LAM Beams 2.03100 2.0 3100 285 2150 1 3000 750 0.5 VERSA -LAMS Studs 1.72650 1.7 2650 285 1650 3000 750 0.5 VERSA -LAM® Columns 1.82750 1.8 2750 285 1825 3000 750 0.5 1. This value cannot be adjusted for load duration. 2. This value is based upon a load duration of 100% and may be adjusted for other load durations. 3. Fiber stress bending value shall be multiplied by the depth factor, (12/d)'� where d = member depth [in]. 4. Stress applied perpendicular to the gluelines. 5. Tension value shall be multiplied by a length factor, (4/L)118 where L = member length [ft]. Use L = 4 for members less than four feet long. 6. Stress applied parallel to the gluelines. ' Design properties are limited to dry conditions of use where the maximum moisture content of the material will not exceed 16%. Multiple Member Connectors 1. Design values appy to common bolts that conform to ANSI/ ASME standard B18.21-1981 (ASTM A307 Grades A&B, SAE J429 Grades 1 or 2, or higher). A washer not less than a standard cut washer shall be between the wood and the batt head and between the wood and the nut. The distance from the edge of the beam to the bolt holes must be at least 2' for h" bolts and 2h" for %" bolts. Bolt holes shall be the same diameter as the bolt. 2. The nail schedules shown appy to both sides of a 3 -member beam 3. T wide beams must be top -loaded or loaded from both sides (lesser side shall be no less than 25% of opposite side). add Ae , Applications For top -loaded beams and beams with side loads with less than those shown Plies Depth Maximum Uniform Side Load ;[plf] Maximum Uniform Load From One Side Depths 11%" & less Nailed h" Dia. Through Bolt(l)%" Dia. Through Bohi'i Number of i Members 2 rows 16d 13 rows 16d Sinkers @ i Sinkers @ 1 12" o.c. I 12" o.c. 2 rows 2 rows @ 2 rows 24" o.t 12" o.c. @ 6" o.c. staggered staggered s t a Bred 2 rows @ 24" o.c. sta ered 2 rows @ 12" o.c. sta ered 2 rows @ 6" o.c. sta eyed 800 plf 1%" VERSA -LAMS (Depths of 18" and less) Depths 11 M." & less 2 rows 16d boxlsinker nails @ 12" o.c. 2 470 705505 1010 2020 j 560 1 1120 2245 3oi i 350 1 525 1 375 755 1515 ! 420 840 1685 Airs) use bolt schedule 1 335 670 1345 370 745 1495 Depth 20" - 24" 3 rows 1(2" bolts @ 24"o.c., staggered every 8" 31/2' VERSA -LAW " 2' use bolt schedule 855 1715 N/A 1125 € 2250 N/A 1%" VERSA -LAMS (Depths of 24") Number Nailed %" Dia. Through Bolt") %" Dia. Through Bohr') of Members 3 rows 16d 4 rows 16d Sinkers @ Sinkers @ 12" o.c. 12" o.c. 3 rows @ 3 rows @ 3 rows @ 24" o.c. 8" 18" o.c. 6" 12" o.c. 4" stagger d stagger-, staggered 3 rows @ 24" o.c. 8" staggered 3 rows @ 18" o.c. 6" staggered 3 rows @ 12" o.c. 4" staggered 2 705 I. 940 755 ( 1010 1515 840 1120 1 1685 3r2i 525 705 565 755 1135 630 840 1 1260 4r3t use bolt schedule 505 670 1010 560 745 1120 1. Design values appy to common bolts that conform to ANSI/ ASME standard B18.21-1981 (ASTM A307 Grades A&B, SAE J429 Grades 1 or 2, or higher). A washer not less than a standard cut washer shall be between the wood and the batt head and between the wood and the nut. The distance from the edge of the beam to the bolt holes must be at least 2' for h" bolts and 2h" for %" bolts. Bolt holes shall be the same diameter as the bolt. 2. The nail schedules shown appy to both sides of a 3 -member beam 3. T wide beams must be top -loaded or loaded from both sides (lesser side shall be no less than 25% of opposite side). 1. Beams wider than 7" must be designed by the engineer of record. 2. AU values in these tables may be increased by 15% for snow -load roofs and by 25% for non -snow load roofs where the building code allows. 3. Use allowable load tables or BC CALC° software to size beams. 4. An equivalent specific gravity of 0.5 may be used when designing specific connections with VERSA -LAW. 5. Connection values are based upon the 2005 NDS. 6. FastenMaster TrussLok, Simpson Strong -Tie SDS, and USP WS screws may also be used to connect multiple member VERSA -LAM' beams, contact Boise Cascade EWP Engineering for further information. Designing Connections for Multiple VERSA -LAM° Members When using multiple ply VERSA -LAM® beams to create a wider member, the connection of the plies is as critical as determining the beam size. When side loaded beams are not connected properly, the inside plies do not support their share of the load and thus the load -carrying capacity of the full member decreases significantly. The following is an example of how to size and connect a multiple -ply VERSA -LAMB' floor beam. Given: Beam shown below is supporting residential floor load (40 psf live load, 10 psf dead load) and is spanning 16-0". Beam depth is limited to 14". _ Hangers not shown for clarity ROOM Find: A multiple 1'/V ply VERSA -LAMS that is adequate to support the design: loads and the member's proper connection schedule. 1. Calculate the tributary width that beam is supporting: 14'/2+18'/2=16' 2. Use PLF tables on pages 30-32 of ASG or BC CALCm to size beam. A Triple VERSA -LAW 2.0 3100 1s/V x 14" is found to adequately support the design loads 3. Calculate the maximum plf load from one side (the right side in this case). Max. Side Load = (18'/ 2) x (40 + 10 psf) = 450 plf 4. Go to the Multiple Member Connection Table, Side -Loaded Applications, 1'/." VERSA -LAM", 3 members 5. The proper connection schedule must have a capacity greater than the max. side load: Nailed: 3 rows 16d sinkers @ 12" o.c: 525 plf is greater than 450 plf OK Bolts: %" diameter 2 rows @ 12" staggered: 755 plf is greater than 450 ptf OK Boise Cascade EW'R " ALLJOIST° Installation Guide " 08119:2013 Top -Loaded Applications For top -loaded beams and beams with side loads with less than those shown Plies Depth Nailing Maximum Uniform Load From One Side Depths 11%" & less 2 rows 16d box/sinker nails @ 12" o.c. 400 plf (2) 13/." plies Depths 14" - 18" 3 rows 16d box/sinker nails @ 12" o.c. 600 plf Depth = 24" 4 rows 16d box/sinker nails @ 12" o.c. 800 plf Depths 11 M." & less 2 rows 16d boxlsinker nails @ 12" o.c. 300 plf (3) 1%" plies al Depths 14" - 18" __.._ .......... ... _- Depth 24" 3 rows 16d box/sinker nails @ 12" o.c. .---.._._..._______. _.______.......____...._.._..-- 4 rows 16d boxlsinker nails @ 12" o.c. 450 plf ---._____..................._........ 600 plf Depths 18" & less 2 rows 1/2" bolts @ 24" o.c., staggered 335 plf (4) 1'/." plies Deoth = 24" 3 rows 112" bolts @ 24" o.c.. staggered every 8" 505 ph Depths 18" & less 2 rows 1/2" bolts @ 24" o.c., staggered 855 plf (2) 31X" plies Depth 20" - 24" 3 rows 1(2" bolts @ 24"o.c., staggered every 8" 1285 plf 1. Beams wider than 7" must be designed by the engineer of record. 2. AU values in these tables may be increased by 15% for snow -load roofs and by 25% for non -snow load roofs where the building code allows. 3. Use allowable load tables or BC CALC° software to size beams. 4. An equivalent specific gravity of 0.5 may be used when designing specific connections with VERSA -LAW. 5. Connection values are based upon the 2005 NDS. 6. FastenMaster TrussLok, Simpson Strong -Tie SDS, and USP WS screws may also be used to connect multiple member VERSA -LAM' beams, contact Boise Cascade EWP Engineering for further information. Designing Connections for Multiple VERSA -LAM° Members When using multiple ply VERSA -LAM® beams to create a wider member, the connection of the plies is as critical as determining the beam size. When side loaded beams are not connected properly, the inside plies do not support their share of the load and thus the load -carrying capacity of the full member decreases significantly. The following is an example of how to size and connect a multiple -ply VERSA -LAMB' floor beam. Given: Beam shown below is supporting residential floor load (40 psf live load, 10 psf dead load) and is spanning 16-0". Beam depth is limited to 14". _ Hangers not shown for clarity ROOM Find: A multiple 1'/V ply VERSA -LAMS that is adequate to support the design: loads and the member's proper connection schedule. 1. Calculate the tributary width that beam is supporting: 14'/2+18'/2=16' 2. Use PLF tables on pages 30-32 of ASG or BC CALCm to size beam. A Triple VERSA -LAW 2.0 3100 1s/V x 14" is found to adequately support the design loads 3. Calculate the maximum plf load from one side (the right side in this case). Max. Side Load = (18'/ 2) x (40 + 10 psf) = 450 plf 4. Go to the Multiple Member Connection Table, Side -Loaded Applications, 1'/." VERSA -LAM", 3 members 5. The proper connection schedule must have a capacity greater than the max. side load: Nailed: 3 rows 16d sinkers @ 12" o.c: 525 plf is greater than 450 plf OK Bolts: %" diameter 2 rows @ 12" staggered: 755 plf is greater than 450 ptf OK Boise Cascade EW'R " ALLJOIST° Installation Guide " 08119:2013 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 7'74" Provide moisture barrier and lateral restraint at bearing. �,^ air space required Strap per code if top plate is not continuous over header. Verify hanger capacity with hanger manufacturer between VERSA -LAM* concrete Lines (Narrow Face)") column and wood. Column connector to Glue Lines per design �� {fy■� {1y� Trimmers/ Nail Size ,,�� ffL! professional of record Slope seat cut Bevel cut t Beam to concrete/masonry walls Bearing framing into wall VERSA -LAMB VERSA -LAM'' Wood top plate must be flush 1'/4" 31/,' & Wider t with inside of wall End Strap per code if End Sloped seat cut.- End t Hanger [inches] 11/2 top plate is not [inches] 1 Not to exceed [inches] % I 8d Box 2 Y 2 1 continuous 3 inside face s' 3 I 2 1 2 1 10d & 12d Box 3 2 ' 3 2 2 1 of bearing. 3 2 —..... 3 22 1 2 1 - - --- - - 10d & 12d Common 4 4 6 D6 NOT bevel cut VERSA -LAM' - -- 4 4 6 — ____ 3 3 3 2 2 2 2 ...................... 2 2 2 2 ._._. 16d Sinker 2 2 beyond inside face of wall 2 2 without approval from f • Blocking not for clarity. Boise Cascade EWP Engineering f Moisture barrier between `' concrete and wood ` shown or BC CALCI software analysis. VERSA -LAM ° Installation Notes Minimum of %" air space between beam and wall pocket or adequate barrier must be VERSA -LAW 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 Offset and stagger nail rows from floor sheathing and wall sole plate. • Simpson Strong -Tie A35 and LPT4 connectors may be attached to the side VERSA- LAM®/VERSA-RIM'. Use nails as specified by Simpson Strong -Tie. Nailing Parallel to Glue Lines (Narrow Face) Nailing Perpendicular to Glue Lines (Wide Face) Nailing Notes 1) For 1'/." thickness and greater, 2 rows of nails (such as for a metal strap) are allowed (use %" minimum offset between rows and stagger nails). Allowable Holes in VERSA -LAM"' Beams Notes 1. Square and rectangular holes are not permitted. 2. Round holes may be drilled or cut with a hole saw anywhere within the shaded area of the beam. 3. The horizontal distance between adjacent holes must be at least two times the size of the larger hole. 4. Do not drill more than three access holes in any four foot long section of beam. 5. The maximum round hole diameter permitted is: Beam Depth VERSA -LAUD & 7'74" c Products 9'/4" and greater 2" Nailing Nailing Parallel to Glue Lines (Narrow Face)") Perpendicular to Glue Lines (Wide Face) ' Nail Size VERSA -LAM' 1.4 1800 Rimboard VERSA -LAMB VERSA -LAM'' 1'/4" 31/,' & Wider All Products O.C. End O.C. End O.C. End O.C. End [inches] 3 [inches] 11/2 [inches] 2 [inches] 1 [inches] 2 [inches] % [inches] [inches] 8d Box 2 Y 2 1 8d Common 3 2 s' 3 2 2 1 2 1 10d & 12d Box 3 2 ' 3 2 2 1 16d Box 3 2 —..... 3 22 1 2 1 - - --- - - 10d & 12d Common 4 4 6 - 3 3 4 - -- 4 4 6 — ____ 3 3 3 2 2 2 2 ...................... 2 2 2 2 ._._. 16d Sinker 2 2 16d Common 2 2 Offset and stagger nail rows from floor sheathing and wall sole plate. • Simpson Strong -Tie A35 and LPT4 connectors may be attached to the side VERSA- LAM®/VERSA-RIM'. Use nails as specified by Simpson Strong -Tie. Nailing Parallel to Glue Lines (Narrow Face) Nailing Perpendicular to Glue Lines (Wide Face) Nailing Notes 1) For 1'/." thickness and greater, 2 rows of nails (such as for a metal strap) are allowed (use %" minimum offset between rows and stagger nails). Allowable Holes in VERSA -LAM"' Beams Notes 1. Square and rectangular holes are not permitted. 2. Round holes may be drilled or cut with a hole saw anywhere within the shaded area of the beam. 3. The horizontal distance between adjacent holes must be at least two times the size of the larger hole. 4. Do not drill more than three access holes in any four foot long section of beam. 5. The maximum round hole diameter permitted is: Beam Depth Max. Hole Diameter 5'/2" 3/4„ 7'74" 1 " 9'/4" and greater 2" Boise Cascade EWP • ALLJOISTxInstallation Guide • 08!2912013 See Note 3 �'/s Depth a O 1/3 Depth '/3 Depth ij3 Span 5- 1/3 Span End Bearing Intermediate Bearing 6. These limitations apply to holes drilled for plumbing or wiring access only. The size and location of holes drilled for fasteners are governed by the provisions of the National Design Specification` for Wood Construction. 7. Beams deflect under load. Size holes to provide clearance where 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 EWP Engineering. Handling and Storage of Engineered Wood Products Site Storage Site Handlin Unload from truck carefully using appropriate equipment. DO NOT lift AJS® Joists by top flange Do not drop AJS® Joists from height. I Avoid lifting AJS® Joists horizontally BC18 Joists, VERSA -LAM' and ALLJOISP, must be stored, installed and used in accordance with the I 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 -LAMS', If in doubt ask! For the ALLJOISP, and BCI Joists must be wrapped, covered: and stored off of the ground on stickers at all closest Boise Cascade times prior to installation. VERSA -LAM", ALLJOISP and BCIe' 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 1-840-232-0788 to correctly store, use or install VERSA -LAMS, ALLJOIST11, and BCI'I Joist in accordance with the Boise Cascade EWP Installation Guide will void the limited warranty. BOISE CASCADE, TREE -IN -A -CIRCLE, BCI, BC CALL, 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 UNITED STATES ONLY, Allowable Stress Design. Refer to the ALLJOIST Specifier Guide Canada for use in Canada, Limit States Design. Your Dealer is: If no dealer is listed, call 1-800-232-0788 For information about Boise Cascade Engineered Wood Products, including sales terms and conditions, warranties and disclaimers, visit our website at www.BCewp.com Boise Cascade Engineered Wood Products Groat products are only the beginning.- Copyright © Boise Cascade Wood Products, L. L. C. 2013 AIG US 08/29/2013 This damage can be prevented Fork radius causes joists '/" thick spacer on face of forks reduces by making sure that all joists are first two to rise V above fork. lift to /" (%'thick s acer virtually sitting on the flat portion of the forks. This can be accomplished eminates lift) by making sure that the forks are , not fully extended into the unit A spacer may be required on the front face of the forks in order to assure that the joists sit on the flat portion of the forks and do not come in contact with the radius area of the forks. This pro- 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 BC18 Joists, VERSA -LAM' and ALLJOISP, must be stored, installed and used in accordance with the I 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 -LAMS', If in doubt ask! For the ALLJOISP, and BCI Joists must be wrapped, covered: and stored off of the ground on stickers at all closest Boise Cascade times prior to installation. VERSA -LAM", ALLJOISP and BCIe' 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 1-840-232-0788 to correctly store, use or install VERSA -LAMS, ALLJOIST11, and BCI'I Joist in accordance with the Boise Cascade EWP Installation Guide will void the limited warranty. BOISE CASCADE, TREE -IN -A -CIRCLE, BCI, BC CALL, 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 UNITED STATES ONLY, Allowable Stress Design. Refer to the ALLJOIST Specifier Guide Canada for use in Canada, Limit States Design. Your Dealer is: If no dealer is listed, call 1-800-232-0788 For information about Boise Cascade Engineered Wood Products, including sales terms and conditions, warranties and disclaimers, visit our website at www.BCewp.com Boise Cascade Engineered Wood Products Groat products are only the beginning.- Copyright © Boise Cascade Wood Products, L. L. C. 2013 AIG US 08/29/2013 HATCH LEGEND 0 9'1-118" 9' 1-1/8" rc 19' 7" l�--J • General Notes: - Per ANSI/rPI 1.2002 all " Truss to Wall" connections are the responsibility of the Building Designer. not the Truss Manufacturer. - Use Manufacturer's specifications for all hanger connections unless noted otherwise. Trusses am to be 24" o.c. U.N.O. All hangers am to be Simpson or equivalent U.N.O.- Use 10d x 1 1/2" Nails in hanger connections to single ply girder trusses. - Trusses are not designed to support brick U.N.O. Dimensions are Feet -Inches- Sixteenths Notes No back charges will be accepted by Builders FirstSouree unless approved in writing first. ACQ lumber is corrosive to truss plates. Any ACQ lumber that comes in contact with truss plates (i.e. scabbed on tails) must have an approved barrier applied first. Refer to BCSI-Bl Summary Sheet -Guide for handling. Installing and Bracing of Metal Plate Connected Wood Truss prior to and during truss installation. It is the responsibility of the Contractor to ensure of the proper orientation of the truss placement plans as to the construction documents and field conditions of the structure orientation. If a reversed or flipped layout is required, it will be, supplied at no extra cost by Builders FirstSourm. It is the responsibility of the Contractor to make sure the placement of trusses am adjusted for plumbing drops. can lights, mt.— so the trusses do notinterfere with these type of items. All common framed roof or floor systems must be designed as to NOT impose any loads on the floor trusses below. The floor trusses have not been designed to carry any additional loads from above. This truss placement plan was not created by an engineer, but rather by the Builders FirstSource, staff and is solely to be used as an installation guide and does not require a seal. Complete truss engineering and analysis can be found on the truss design drawings which may be sealed by the truss design engineer. Gable end trusses require continuous bottom chord bearing. Refer to local codes for wall framing requirements. Although all attempts have been made to do so, trusses may not be designed symmetrically. Please refer to the individual truss drawings and truss placement plans for proper orientation and placement. Builders FirstSource Freeport PHONE: 850.835-4541 FAX: 850-835-4532 Jacksonville PHONE: 904-772-6100 FAX: 904-772-1973 Tampa PHONE: 813-621-9831 FAX: 813-628-8956 Mathieu Builders 116-120 Jackson St. Townhome 10-14-18 EMD 1292854 M ITE K PLATE AP P R4 1568596 N/A 1561903 - - - . - - - - -. DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION: 06 16 00— SHEATHING DIVISION: 07 00 00—THERMAL AND MOISTURE PROTECTION SECTION: 07 46 46— FIBER—CEMENT SIDING REPORT HOLDER: JAMES HARDIE BUILDING PRODUCTS INC. 10901 ELM AVENUE FONTANA, CALIFORNIA 92337 EVALUATION SUBJECT: HARDIESHINGLE' (NEW HARDIESHINGLE°) PANELS, HARDIEPLANKT- LAP SIDING, ARTISAN° LAP SIDING, AND HARDIESHINGLET' (NEW HARDIESHINGLE°) INDIVIDUAL SHINGLES ICCICC IN Q� (� C PMG cQ USTED Look for the trusted marks of Conformity! �� II\\ "2014 Recipient of Prestigious Western States Seismic Policy Council naa (WSSPQ Award in Excellence" A Subsidiary of CODE OUNc r ICC -ES Evaluation Reports are not to be construed as representing aesthetics or any, other attributes not °Core specifically, addressed, nor are they to be construed as an endorsement of the subject of the report or a t recommendation.for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as ISOIIEC 17065 to any finding or other matter in this report, or as to any product covered by the report. a,oa�1 C:nd rw^ BWY �waorecw low Copyright ° 2018 ICC Evaluation Service, LLC. All rights reserved. ICC -ES Evaluation Report ESR -2290 Reissued March 2018 This report is subject to renewal March 2020. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 16 00—Sheathing DIVISION: 07 00 00—THERMAL AND MOISTURE PROTECTION Section: 07 46 46—Fiber-Cement Siding REPORT HOLDER: JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CALIFORNIA 92337 (800) 942-7343 www.iameshardie.com info(&iameshardie.com EVALUATION SUBJECT: HARDIESHINGLEM (NEW HARDIESHINGLE°) PANELS, HARDIEPLANKTm LAP SIDING, ARTISAN® LAP SIDING, AND HARDIESHINGLETM" (NEW HARDIESHINGLE®) INDIVIDUAL SHINGLES 1.0 EVALUATION SCOPE 1.1 Compliance with the following codes: ■ 2015, 2012, 2009 and 2006 International Building Code® (IBC) ■ 2015, 2012, 2009 and 2006 International Residential Code® (IRC) ■ 2013 Abu Dhabi International Building Code (ADIBC)' 1The ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the ADIBC. Properties evaluated: ■ Weather protection ■ Structural ■ Types I, II, III, and IV (noncombustible) construction ■ Fire -resistance -rated construction ■ Thermal resistance 1.2 Evaluation to the following green standards: 2015, 2012 and 2008 ICC 700 National Green Building StandardTm (ICC 700-2012 and ICC 700-2008) Attributes verified: See Section 3.1 2.0 USES James Hardie fiber -cement panels, plank lap siding, and cladding shingles are used as exterior wall covering. The products comply with IBC Sections 1404.10 and IRC Section R703.10. The products may be used on exterior walls required to be of Type I, II, III or IV construction (IBC). 3.0 DESCRIPTION 3.1 General: The exterior sidings are single -faced, cellulose fiber– reinforced cement (fiber -cement) products. Exterior sidings are identified as HardieShingle TM (New HardieShingle) panels, HardiePlankTM (Cemplane, PrevailTM, and RFC®) lap siding, Artisan® Lap Siding, and HardieShingle TM (New HardieShingle®) individual shingles. The products comply with ASTM C1186, as Grade II, Type A; have a flame -spread index of 0 and a smoke - developed index of 5 when tested in accordance with ASTM E84; and are classified as noncombustible when tested in accordance with ASTM E136. Thermal conductance (K) and resistance (R) values for the products are as shown in Table 2 of this report, based on testing in accordance with ASTM C177. The attributes of the fiber -cement sidings have been verified as conforming to the provisions of (i) ICC 700-2012 Sections 602.1.6 and 11.602.1.6 for termite -resistant materials; and (ii) ICC 700-2008 Section 602.8 for termite -resistant materials. Note that decisions on compliance for those areas rest with the user of this report. The user is advised of the project -specific provisions that may be contingent upon meeting specific conditions, and the verification of those conditions is outside the scope of this report. These codes or standards often provide supplemental information as guidance. 3.2 Siding: HardieShingle TM (New HardieShingle®) panels, HardiePlankTM (Cemplane, PrevailTM, and RFC®) lap siding, Artisae Lap Siding, and HardieShingle TM (New HardieShingle®) individual shingles are supplied either unprimed or primed for subsequent application of a compatible primer and/or exterior -grade top coat. Nominal product dimensions are noted in Table 1. The products are available in a variety of finish textures. HardieShingleTm panels are offered in three configurations: half -round, staggered -edge, and square -edge. New HardieShingle® individual shingles are offered in two configurations: staggered -edge and square -edge. ICC -ES Evaluation Reports are not to be construed as representing aesthetics or anv other attributes not specifically addressed, nor are they to be construed im as an endorsement of the subject of the report or a recommendation for its use. There it no warranty by ICC Evaluation Service, LLC, express or implied, as to anv finding or other matter in this report, or as to ani, product covered by the report. Copyright © 2018 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 27 ESR- 2290 I Most Widely Accepted and Trusted Page 2 of 27 3.3 Fasteners: Fastener type, size, spacing and installation method must be as shown in the tables of this report. Fasteners must be made from corrosion -resistant steel. 4.0 DESIGN AND INSTALLATION 4.1 Design: Walls: The maximum basic wind speeds for positive or negative transverse load resistance of HardieShingle TM (New HardieShingle®) panels, HardiePlankTM (Cemplanke, PrevailTM, and RFC®) lap siding, Artisan Lap Siding, and HardieShingle TM (New HardieShingle ) individual shingles are presented in Tables 3 through 13. 4.2 Installation: 4.2.1 General: Installation must comply with this report, and a copy of this report must be available at all times on the jobsite during installation. All products may be cut to shape on-site by the score -and -snap method using a score -and -snap knife, a hand guillotine or a handsaw utilizing a carbide blade. A clear distance of 6 inches (152 mm) must be maintained between the siding and the earth. Unless otherwise noted in this report, the products must be installed in accordance with 2015 and 2012 IBC Section 1405.16; 2015 and 2012 IRC Section R703.10; 2009 IBC Sections 1405.16; ; 2009 IRC Section R703.10; 2006 IBC Sections 1405.15 and 1405.16; or 2006 IRC Section R703.10, as applicable. 4.2.2 HardieShingleT"" (New HardieShingle®) Panels: When installation is on wood or metal framing members, with or without wood structural panel sheathing, a water -resistive barrier must be applied over the wood or metal framing members or wood structural panel sheathing in accordance with the applicable code. The panels must be fastened in accordance with the provisions of Table 4 of this report. A'/8 -inch (3.2 mm) gap must be left at locations where the siding butts against door and window trim and at internal or external corners; such gaps must be flashed in accordance with the applicable code, then caulked. Vertical joints must occur over framing members and must be sealed with caulking or covered with battens. Horizontal joints must be flashed with metal Z -flashing and occur over solid blocking or wood structural panel sheathing. 4.2.3 HardiePlankTM (Cemplanke, PrevailTM, and RFC®) Lap Siding: When installation is on wood or metal framing members, with or without wood structural panel sheathing, the lap siding must be fastened either through the overlapping planks (face nailed) or through the top edge of single planks (blind nailed) in accordance with the provisions of Table 4 of this report. A water -resistive barrier must be applied over wood or metal framing members or wood structural panel sheathing in accordance with the applicable code. Lap siding installed over walls constructed of concrete masonry units complying with ASTM C90 must be applied in accordance with Tables 5 through 10. The lap siding requires the use of a starter strip to set the first course on the proper angle and to create a drip edge. Vertical joints must occur over studs, except where the "off -stud splice device" is installed or where the planks are installed to wood structural panel sheathing complying with the applicable code, and must be staggered on subsequent courses. Where the "off -stud splice device" is installed, the splice device's bottom lip must be placed over the adjacent solid course of planks. The plank must then be fastened to the framing with corrosion -resistant fasteners. The abutting plank must be positioned and fastened into place ensuring that the lower edges of the two planks align. The metal device must be located centrally over the vertical joint. Vertical joints between planks must be lightly butted or gapped and must be protected by one of the following methods: (a) sealed with caulking in accordance with the caulk manufacturer's published gapping requirements and caulking application instructions; or (b) covered with an H -section joint cover; or (c) located over a strip of non -perforated flashing complying with ASTM D226, Type I felt, or other approved flashing. Trim and corners must be installed and the siding must be finished in accordance with the manufacturer's application instructions. A 1/8 -inch (3.2 mm) gap must be left at locations where the siding butts against door and window trim and at internal or external corners; such gaps must be flashed in accordance with the applicable code, then caulked. Horizontal joints must be flashed with Z -flashing and occur over solid blocking or wood structural panel sheathing. 4.2.4 Artisan® Lap Siding: When installation is on wood or metal framing members, with or without wood structural panel sheathing, the lap siding must be fastened through the top edge of single planks (blind nailed) in accordance with the provisions of Table 4 of this report. A water - resistive barrier must be applied over wood or metal framing or wood structural panel sheathing in accordance with the applicable code. Lap siding installed over walls constructed of concrete masonry units complying with ASTM C90 must be applied in accordance with Tables 5 through 10. The lap siding requires the use of a starter strip to set the first course on the proper angle and to create a drip edge. Vertical joints must be made off -stud by means of the tongue and groove joint. Tongue and groove joints may be located centrally between studs but no closer than 4 inches (102 mm) from the edge of a stud. Nails must not be placed within 2 inches (51 mm) of the tongue and groove at the end of the planks. Vertical joints must be staggered on subsequent courses. The plank must then be fastened to the framing with corrosion -resistant fasteners. Vertical joints between planks must be lightly butted and must be located over a strip of non -perforated flashing complying with ASTM D226, Type I felt, or other approved flashing. Trim and corners must be installed and the siding must be finished in accordance with the manufacturer's application instructions. A 1/8 -inch (3.2 mm) gap must be left at the locations where the siding butts against door and window trim and at internal or external corners; such gaps must be flashed in accordance with the applicable code, then caulked. Horizontal joints must be flashed with Z -flashing and must occur over solid blocking or wood structural panel sheathing. 4.2.5 HardieShingle TM (New HardieShingle®) Individual Shingles: When installed on wood structural panel sheathing, the cladding shingles are fastened in accordance with the provisions of either Table 11, 12, or 13 of this report. A water -resistive barrier in accordance with the applicable code must be applied over the wood -based sheathing substrate to which the shingles are attached. The individual shingles require the use of a starter strip to set the first course on the proper angle and to create a drip edge. The nominally 11/4 -inch -wide -by -1/4 -inch -thick starter strip and a minimum 81/4 -inch -wide (210 mm) HardiePlankTM (Cemplanko, PrevailTM, and RFC®) lap siding starter course are installed over the water -resistive barrier with the bottom of the starter strip and starter course even with the bottom of the bottom plate. Shingles are spaced a maximum Of inch (6.4 mm) apart, leaving a minimum side lap of 11/2 inches (38 mm) between the joints of successive courses. Fasteners must be spaced a minimum of 3/4 inch (19 mm) and a maximum of 1 inch ESR- 2290 1 Most Widely Accepted and Trusted Page 3 of 27 , (25.4 mm) from shingle edges and must be positioned to be covered a nominal 1 /4 inches by the succeeding shingle course; for 12 -inch -wide (305 mm) shingles, the third nail (see Table 14) must be installed mid -span of the shingle. Nails must secure shingles but must not be over -driven. Trim and corners must be installed and the shingles must be finished in accordance with the manufacturer's application instructions. A'/8 -inch (3.2 mm) gap must be left at locations where the shingle butts against door and window trim and at internal or external corners; such gaps must be flashed in accordance with the applicable code, then caulked. Horizontal joints must be flashed with Z -flashing. 4.3 Fire -resistance -rated Wall Assembly (HardiePlankTM Lap Siding): The asymmetrical, load-bearing, one-hour fire -resistance - rated wall assembly must consist of nominally 2 -by -4 wood studs spaced a maximum of 24 inches (610 mm) on center, with two top plates and a single bottom plate. One layer of 5/8 -inch -thick (15.9), Type X, gypsum wallboard complying with ASTM C36 or ASTM C1396, 48 inches (1219 mm) wide, must be applied vertically to the interior face of the studs and secured with minimum 13/4 -inch -long (44 mm) cup -head gypsum wallboard nails, spaced 7 inches (178 mm) on center at board edges and intermediate framing members. All board joints must be backed by framing. The 5/8 -inch -thick (15.9 mm), Type X, gypsum wallboard joints and nail heads must be finished in accordance with ASTM C840 or GA216. The exterior face of the wall must be covered with one layer of (12.7 mm), Type X, water-resistant core treated gypsum sheathing complying with ASTM C36 or ASTM C1396 and one layer of maximum 12 -inch -wide (305 mm) HardiePlankT"^ (Cemplanko, PrevailTM, and RFC®) lap siding lapped a minimum of 11/4 inches (32 mm). The 1/2 -inch -thick (12.7 mm), Type X, water-resistant core - treated gypsum sheathing must be applied vertically to the exterior side of the framing members with vertical edges staggered 24 inches (610 mm) from the joints on the opposite side. All board joints must be backed by framing. The 1/2 -inch -thick (12.7 mm), Type X, water-resistant core -treated gypsum sheathing must be fastened to the framing members with 13/4 -inch -long (44 mm) roofing nails spaced 7 inches (178 mm) on center in the field and 4 inches (102 mm) on center along the perimeter of each board. The outer layer of 5/16 -inch -thick (7.5 mm), minimum 12 -inch -wide (305 mm) HardiePlankTM (Cemplane, Preva ilTM, and RFC®) lap siding must be applied over the 1/2 -inch -thick (12.7 mm), Type X, water-resistant core -treated gypsum sheathing by attaching 11/2 -inch -wide (38 mm) HardiePlankTM (Cemplank5, PrevailTM, and RFC®) starter strips through the gypsum sheathing into the bottom plate and 12 -inch -wide (305 mm) HardiePlankTM (Cemplank®, PrevailTM, and RFC®) lap siding applied horizontally with a minimum nominally 11/4 -inch head lap, and fastening with a single 6d corrosion -resistant common nail driven through the lapped planks into each stud. The axial load must be the lesser of the following, provided structural consideration for axial, flexural and bearing perpendicular -to -grain stresses is in accordance with ANSI/AWC NDS -2015 for the 2015 IBC and IRC; ANSI/AF&PA NDS -2010 for the 2012 IBC or IRC (-2005 for the 2009 and 2006 IBC or IRC): 1. Maximum 100 percent of full allowable axial compressive design load permitted for the wood species. 2. Maximum allowable wood axial stress of 0.78 F',, which must not exceed 0.78 Fc at a slenderness ratio 1Wd of 33. 5.0 CONDITIONS OF USE The HardieShingle TM (New HardieShingle®) panels, HardiePlankTM (Cemplanko, PrevailTM and RFC®) lap siding, Artisan® Lap Siding, and HardieShingleTM (New HardieShingle®) individual shingles described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 James Hardie Building Products, Inc, products listed in this report must be installed in accordance with this report and the manufacturer's published installation instructions. In the event of a conflict between this report and the manufacturer's instructions, this report governs. 5.2 HardieShingle TM (New HardieShingle®) panels, HardiePlankTM JCemplank®, PrevailTM, and RFC®) lap siding, Artisan Lap Siding, and HardieShingle'rm (New HardieShingle) individual shingles must be installed on exterior walls braced in accordance the applicable code. 5.3 Design wind speeds applied to James Hardie sidings described in this report must be determined in accordance with the applicable code and must be less than those shown in the wind speed tables in this report. 5.4 The sidings must be installed over a code -complying water -resistive barrier and as noted in this report. 5.5 For use in fire -resistance -rated construction, installation must be in accordance with Section 4.3. 5.6 Flashing must be installed at all penetrations and terminations in accordance with the applicable code. 5.7 Under the 2015 or 2012 IBC, Section 1403.5, installation on exterior walls of buildings of Type I, II, III, and IV construction is limited to buildings that are not greater than 40 feet in height above grade plane and that feature a combustible water -resistive barrier. 5.8 The products are manufactured at the following locations, with quality control inspections by ICC -ES: • Cleburne, Texas • Peru, Illinois • Plant City, Florida • Pulaski, Virginia • Sparks, Nevada • Tacoma, Washington • Waxahachie, Texas • Fontana, California • Summerville, South Carolina 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC -ES Acceptance Criteria for Fiber Cement Siding Used as Exterior Wall Siding (AC90), dated June 2012 (editorially revised September 2015). 7.0 IDENTIFICATION Pallets of the JamesHardie Building Products, Inc., HardieShingle TM (New HardieShingle°) panels, HardiePlankT"" (Cemplankv, PrevailTM and RFC®) lap siding, Artisan Lap Siding, and HardieShingle) (New HardieShingle®) individual shingles must carry a label bearing the manufacturer's name and telephone number, the product name, the name of the inspection agency, ICC -ES, and the evaluation report number (ESR -2290). ESR- 2290 I Most Widely Accepted and Trusted Page 4 of 27 TABLE 1 -STANDARD NOMINAL PANEL, PLANK AND SHINGLE DIMENSIONS PRODUCT WIDTH (INCHES) LENGTH THICKNESSES (INCHES) HardiePlank® lap siding 4, 51/4, 6, 6'/4, 71/4, 71/2, 8, 8/4,9/4,9/2&12 12, 14 feet 5/16 Artisan'6 lap siding, 51/4,71/4,81/4 12, 14 feet 5/8 Cemplank® lap siding 5'/4, 6+6+/4, 71/4, 71/2, 8, 8/4,9/2&12 12, 14 feet 5/,6 PrevailTM lap siding 51/4' 6, 6'/4, 71/4, 71/2, 8, 8/4,9/2&12 12, 14 feet 5/16 RFC4' lap siding 61/4, 71/2, 81/4, 91/2 & 12 12, 14 feet 5/16 New HardieShingle'6 5 -inch exposure 48 14 inches 1/4 (square & staggered edge) New HardieShingle° 7 -inch exposure, 48 151/4,15 /6 inches + /a (square & staggered edge) HardieShingle) panel 48 16 inches 1/4 (square & staggered edge) HardieShingleTM panel 48 16, 19 inches 1/4 (half round) New HardieShingle individual 31/2, 41/2, 51/2, 7, 8'/4 14 inches 1/4 shingles 5 -inch exposure New HardieShingle'o individual 43/,6, 5'/2, 63/4, 7'/4, 10, 151/4 inches 1/4 shingles 7 -inch exposure HardieShingle TM individual shingles 6, 8, & 12 18 inches 1/4 For SI: 1 inch = 25.4 mm, 1 ft = 305 mm. TABLE 2-"K" and "R" VALUES FOR FIBER -CEMENT PRODUCTS PRODUCT THERMAL THERMAL ACTUAL THERMAL ACTUAL THERMAL THICKNESS3 CONDUCTANCE' RESISTANCE' CONDUCTANCE' RESISTANCE (INCH) KEFF = (BTU/HR-FT2- F)/INCH R = 1/KEFF (KEFF) (R) 1/4 1.95 0.51 7.80 0.13 5/16 2.07 0.48 6.62 0.15 For SI: 1 inch = 25.4 mm, 1 Btu/h-ft2-°F = 5.678 W/m2-K. 'Based on 1 inch of panel thickness. 2Actual value for panel thickness shown. ESR- 2290 1 Most Widely Accepted and Trusted Page 5 of 27 TABLE 3 -MAXIMUM BASIC WIND SPEED (3 -second gust) (mph) For SI: 1 foot = 305 mm, 1 inch = 25.4 mm, 1 mph - 0.44 m/s. 'Values are for species of wood having a specific gravity of 0.40 or greater. 2For application to metal framing members, fasteners must be ET & F Fastening Systems, Inc. ET&F Panelfase nail, ET & F No. AGS -100-0150, head diameter = 0.313 in., shank diameter = 0.100 in., length = 1.5 in. Metal studs must be maximum Fy = 33 ksi. 'For application to ASTM C90 concrete masonry unit wall, fasteners must be either ET & F Fastening Systems, Inc. ET&F block nail (ET & F No. ASM -144-0125, head dia. = 0.30 in., shank dia. = 0.14 in., length = 1.25 in.), Max System block nail (CP -C 832 W7 -ICC, head diameter. = 0.30 in., shank diameter. = 0.15 in., length = 1.3 in.), Aerosmith SurePin block nail (head diameter = 0.30 in., shank diameter = 0.144 in., length = 1.25 in.), or Jaaco Nail Pro (NP145S head diameter = 0.30 in., shank diameter = 0.145 in., length = 1.25 in.) applied at the equivalent fastener or stud spacing. 4Wind speed design assumptions per Section 6.5, Method 2, of ASCE 7-05: 1 = 1.0, K�, = 1, Kd = 0.85, GCq = 0.18., GCo -1.4. SFor application to wood framing or wood -based sheathing, the minimum fastener penetration must be 1 inch into framing or the sheathing thickness as applicable. 6Vaad = nominal design wind speed. TV", = ultimate design wind speed. 6Wind speed design assumptions per Section 30.4, of ASCE 7-10: Kzt = 1, Kd = 0.85, GCpi = 0.18, GCp = -1.4. 92015 and 2012 IBC Section 1609.3.1, Eqn. 16-33, Vud=V"n J0.6 2012 IRC, 2009 2015 IBC/IRC and IBC/IRC, 2006 2012 IBC IBCIIRC (Ultimate Design (Basic Wind Wind Seed, Speed, V..d .cs) V.11 ') EXPOSURE EXPOSURE CATEGORY CATEGORY THICK FASTENER FASTENER FRAME STUD BLDG. PRODUCT (IN.) TYPE SPACING TYPE SPACING HEIGHT (IN.) (IN.) (FT.) B C D B C D 0.083" Attached '/,6" 0-15 126 85 163 110 HardieShingle TM shank to 7/16" WSP (New 1/4 '0.187" HD wood attached to 20 121 85 156 110 HardieShingleO) x 11/2" long 13.75 structural framing per Panel (straight or half ring shank panel code 40 105 85 136 110 round installation) nails sheathing only 60 95 - 123 - 0.083" Attached T 0-15 105 85 136 110 - HardieShingleT"" (New shank '0.187" t0 /16" wood 7/16" WSP 20 105 136 HardieShingle®) /, HD 13.75 structural attached to 40 95 123 Panel (staggered x 1 /2" long panel framing per installation) ring shank sheathing code 60 85 110 nail only 0.090" Attached 0-15 158 143 130 204 185 168 HardieShingleTM shank t0 /16 wood 7/16" WSP 20 158 139 127 204 179 164 (New , /4 '0.215" HD 8 structural attached to 40 152 130 120 196 168 155 HardieShingle®) x 11/2" long panel framing per Panel ring shank sheathing code 60 143 124 115 185 160 148 nail only 0.0901,7/16. Attached 0-15 172 156 142 222 201 183 HardieShingleTI shank /16" 7/16" WSP (New , '0.215" HD wood attached to 20 172 151 138 222 195 178 HardieShingle®) /4 x 11/2" long 6 structural panel framing per 40 165 141 130 213 182 168 Panel ring shank sheathing code 60 156 135 126 201 174 163 nails only Nominal 0-15 168 137 116 217 177 150 0.083" 2x4'or 20 168 137 116 217 177 150 HardieShingleTM shank Min. No. (New /4 '0.187" HD at each 20 ga. x 16 HardieShingle@) x 11/2" long stud' 3.62" x 40 168 126 105 217 163 136 Panel ring shank 1.375" nai12 Metal 60 158 116 105 204 150 136 C -stud Nominal 0-15 147 105 85 190 136 110 0.083" 2x4'or 20 137 100 85 177 129 110 HardieShingleT shank Min. No. (New /4 '0.187" HD at each 20 ga. x 24 HardieShingle®) x 11/2" long stud 3.62" x 40 126 95 - 163 123 - Panel ring shank 1.375" 60 116 89 150 115 nail2 Metal C -stud For SI: 1 foot = 305 mm, 1 inch = 25.4 mm, 1 mph - 0.44 m/s. 'Values are for species of wood having a specific gravity of 0.40 or greater. 2For application to metal framing members, fasteners must be ET & F Fastening Systems, Inc. ET&F Panelfase nail, ET & F No. AGS -100-0150, head diameter = 0.313 in., shank diameter = 0.100 in., length = 1.5 in. Metal studs must be maximum Fy = 33 ksi. 'For application to ASTM C90 concrete masonry unit wall, fasteners must be either ET & F Fastening Systems, Inc. ET&F block nail (ET & F No. ASM -144-0125, head dia. = 0.30 in., shank dia. = 0.14 in., length = 1.25 in.), Max System block nail (CP -C 832 W7 -ICC, head diameter. = 0.30 in., shank diameter. = 0.15 in., length = 1.3 in.), Aerosmith SurePin block nail (head diameter = 0.30 in., shank diameter = 0.144 in., length = 1.25 in.), or Jaaco Nail Pro (NP145S head diameter = 0.30 in., shank diameter = 0.145 in., length = 1.25 in.) applied at the equivalent fastener or stud spacing. 4Wind speed design assumptions per Section 6.5, Method 2, of ASCE 7-05: 1 = 1.0, K�, = 1, Kd = 0.85, GCq = 0.18., GCo -1.4. SFor application to wood framing or wood -based sheathing, the minimum fastener penetration must be 1 inch into framing or the sheathing thickness as applicable. 6Vaad = nominal design wind speed. TV", = ultimate design wind speed. 6Wind speed design assumptions per Section 30.4, of ASCE 7-10: Kzt = 1, Kd = 0.85, GCpi = 0.18, GCp = -1.4. 92015 and 2012 IBC Section 1609.3.1, Eqn. 16-33, Vud=V"n J0.6 ESR- 2290 1 Most Widely Accepted and Trusted Page 6 of 27 TABLE "AXIMUM BASIC WIND SPEED (mph)' 2012 IRC, 2009 IBC/IRC, 2006 IBC/IRC (Basic Wind Speed, Vasa' 913) 2015 IBC/IRC and 2012 IBC (Ultimate Design Wind Speed, V.10,11) PRODUCT EXPOSURE EXPOSURE PRODUCTTYPE4 DIMENSION IN. FASTENER FASTENING METHOD2 FRAME TypE7° STUD SPACING (IN.) BUILDING HEIGHT (FT.) B CATEGORY C D CATEGORY THICK. WIDTH B C D Min. No. 0-15 168 168 147 217 217 190 HardiePlank" 5/16 4 ET&F pin 0.100"' 1.5" x 0.25" HD Face Nailed 20 ga. x 3.62 1.375" Metal 16 20 168 168 147 217 217 190 40 168 158 137 217 204 177 60 168 147 126 217 190 163 C -stud Min. No. 0-15 168 168 147 217 217 190 HardiePlank® 5/16 6 ET&F pin 0.100" ' 1.5" x 0.25" HD Face Nailed 20 ga. x 3'62 1'375 Metal 16 20 168 168 147 217 217 190 40 168 158 137 217 204 177 60 168 147 126 217 190 163 C -stud Min. No. 0-15 168 168 147 217 217 190 HardiePlank® 5/16 61/4 ET&F pin 0.100"' 1.5" x 0.25" HD Face Nailed 20 ga. x 3.62 1.375" Metal 16 20 168 168 137 217 217 177 40 168 158 137 217 204 177 60 168 147 126 217 190 163 C -stud Min. No. 0-15 168 158 126 217 204 163 HardiePlank ® s l,6 71/4 or 7112 ET&F pin 0.100" " 1.5" x 0.25" HD Face Nailed 20 ga. " x 3.62" Mewl 16 20 168 147 126 217 190 163 40 168 137 121 217 177 156 60 168 126 116 217 163 150 C -stud Min. No. 0-15 168 147 126 217 190 163 HardiePlank® 5/16 8 ET&F pin 0.100"' 1.5" x 0.25" HD Face Nailed 20 ga. x 3.62 1.375" Metal 16 20 168 147 126 217 190 163 40 168 137 116 217 177 150 60 168 126 105 217 163 136 C -stud Min. No. 0-15 168 147 126 217 190 163 HardiePlank® 5/16 81/4 ET&F pin 0.100" '1.5" x 0.25" HD Face Nailed 20 ga. x 3.62 1.375" Metal 16 20 168 147 116 217 190 150 40 168 131 116 217 169 150 60 158 126 105 204 163 136 C -stud Min. No. 0-15 168 137 116 217 177 150 HardiePlank ® s116 , 9/4 or 91/2 0.100" " ET&F pin 1.5" x 0.25" HD Face Nailed 20 ga. x 3.62" ' Metal 16 20 168 137 116 217 177 150 40 158 126 105 204 163 136 60 147 116 105 190 150 136 C -stud Min. No. 0-15 145 131 119 187 169 154 HardiePlank® 5/16 12 ET&F pin 0.100" ' 1.5" x 0.25" HD Face Nailed 20 ga. x 3'62 1.375" Metal 16 20 145 127 116 187 164 150 40 139 119 110 179 154 142 60 131 114 106 169 147 137 C -stud Min. No. 0-15 160 137 116 207 177 150 HardiePlank" 5/16 4 ET&F pin 0.100" . 1.5" x 0.25" HD Face Nailed 20 ga. x 3.62 1'375 Metal 24 20 160 137 116 207 177 150 40 154 121 105 199 156 136 60 145 116 100 187 150 129 C -stud Min. No. 0-15 160 137 116 207 177 150 HardiePlank" 5/16 6 ET&F pin 0.100" . 1.5" x 0.25" HD Face Nailed 20 ga. x 3.62 1.375" Metal 24 20 160 137 116 207 177 150 40 154 121 105 199 156 136 60 145 116 1 100 187 150 129 C -stud ESR- 2290 1 Most Widely Accepted and Trusted Page 7 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED (mph)' (Continued) 2012 IRC, 2009 2015 IBC/IRC and IBCIIRC, 2006 IBC/IRC 2012 IBC (Ultimate Design (Basic Wind Speed, V.",3,9,12) Wind Speed, Vuu ) PRODUCT PRODUCT DIMENSIONIN. FASTENER TYPE � FASTENING METHOD z FRAME TYPE, e STUD SPACING (IN.) BUILDING HEIGHT (FT.) EXPOSURE EXPOSURE CATEGORY CATEGORY THICK. WIDTH S C D B C D Min. No. 0-15 160 137 116 207 177 150 HardiePlank® 5/16 61/4 ET&F pin 0.100" . 1.5" x 0.25" HD Face Nailed 20 ga. x 3'62" Metal Meta 24 20 160 126 110 207 163 142 40 147 121 105 190 156 136 60 137 116 95 177 150 123 C-stud Min. No. 0-15 160 116 100 207 150 129 HardiePlank ® s 116 7 /4 or , 7 /z ET&F pin20 0.100" ' 1.5" x 0.25" HD Face Nailed24 3.62" 20 ga. . x Metal 158 116 95 204 150 123 40 137 105 89 177 136 115 60 126 95 89 163 123 115 C -stud Min. No. 0-15 160 116 95 207 1 150 123 HardiePlank® 5116 8 ET&F pin 0.100" . 1.5" x 0.25" HD Face Nailed 20 ga. x 3'62 1'375 Metal 24 20 158 116 95 204 150 123 40 137 105 89 177 136 115 60 126 95 85 163 123 110 C -stud Min. No. 0-15 158 116 95 204 150 123 HardiePlank® 5/16 81/4 ET&F pin 0.100" ' 1.5" x 0.25" HD Face Nailed 20 ga. x 3'62" 1375 Metal 24 20 158 105 95 204 136 123 40 137 100 85 177 129 110 60 126 95 85 163 123 110 C -stud Min. No. 0-15 147 105 85 190 136 110 HardiePlank ® s 116 9 /4 or 1 9 /p ET&F pin 0.100" " 1.5" x 0.25" HD Face Nailed 20 ga. x 3.62" . Mewl 24 20 147 105 85 190 136 110 40 126 95 85 163 123 110 60 126 95 - 163 123 - C -stud Min. No. 0-15 106 96 87 137 124 112 HardiePlank® 5/16 12 ET&F pin 0.100" ' 1.5" x 0.25" HD Face Nailed 20 ga. x 3'62" 1.375" Metal 24 20 106 93 85 137 120 110 40 102 87 - 132 112 - 60 96 - - 124 C -stud 0-15 158 126 105 204 163 136 HardiePlank° 5/,6 4 ET&F pin 0.100" ' 1.5" x 0.313" HD Blind Nailed Min. No. 20 ga. x 3'62" 1.375" 16 20 158 121 100 204 156 129 40 147 110 95 190 142 123 60 137 105 95 177 136 123 0-15 158 126 105 204 163 136 HardiePlank® 5/16 6 ET&F pin 0.100" ' 1.5" x 0.313" HD Blind Nailed Min. No. 20 ga. x 3'62 1.375" 16 20 158 121 100 204 156 129 40 147 110 95 190 142 123 60 137 105 95 177 136 123 0-15 168 116 100 217 150 129 HardiePlank® 5116 61/4 ET&F pin 0.100" . 1.5" x 0.313" HD Blind Nailed Min. No. 20 ga. x 3'62" 1.375" 16 20 158 116 95 204 150 123 40 137 105 89 177 136 115 60 126 100 85 163 129 110 0-15 147 105 85 190 136 110 HardiePlank ® s l,6 71/4 or 7, /Z ET&F pin 0.100" ' 1.5" x 0.313" HD Blind Nailed 20 ga Min. No. x 156 325„ 1.60 16 20 137 100 85 177 129 110 40 121 89 - 115 - 110 85 142 110 ESR- 2290 1 Most Widely Accepted and Trusted Page 8 of 27 TABLE 4 -MAXIMUM BASIC WIND SPEED (mph)' (Continued) 2012 IRC, 2009 IBC/IRC, 2006 IBC/IRC (Basic Wind Speed, Vasd3'9,13) 2015 IBC/IRC and 2012 IBC (Ultimate Design Wind Speed, V. ) PRODUCT PRODUCT DIMENSIONIN. FASTENER TYPE 4 FASTENING METHOD 3 FRAME TYPE, e STUD SPACING (IN.) BUILDING HEIGHT (FT.) B EXPOSURE CATEGORY C D EXPOSURE CATEGORY B C D THICK. WIDTH 0-15 137 95 85 177 123 110 HardiePlanO 5/16 8 ET&F pin 0.100-1.5" 1.5" x 0.313" HD Blind Nailed Min. No. 20 ga. x 3.62" 1.375" 16 20 126 95 - 163 123 - 40 116 85 150 110 60 105 85 136 110 0-15 137 95 177 123 HardiePlank® 5/16 81/4 ET&F pin 0.100-11.5" 1.5" x 0.313" HD Blind Nailed Min. No. 20 ga. x 3'62" 1.375" 16 20 126 95 163 123 40 116 85 150 110 60 105 - 136 - 0-15 158 110 95 204 142 123 HardiePlank® 5/16 4 ET&F pin 0.100"' 1.5" x 0.313" HD Blind Nailed Min. No. 20 ga. x 3'62" 1.375" 24 20 147 105 85 190 136 110 40 126 95 85 163 123 110 60 121 95 - 156 123 - 0-15 158 110 95 204 142 123 HardiePlank® 5/16 6 ET&F pin 0.100-1.5" 1.5" x 0.313" HD Blind Nailed Min. No. 20 ga. x 3.62" 1.375" 24 20 147 105 85 190 136 110 40 126 95 85 163 123 110 60 121 95 - 156 123 - 0-15 147 105 85 190 136 110 HardiePlank® 5/16 04 ET&F pin 0.100" '1.5" x 0.313" HD Blind Nailed Min. No. 20 ga. x 3.62" 1.375" 24 20 137 100 85 177 129 110 40 126 95 - 163 123 60 105 89 - 136 115 - 0-15 137 95 85 177 123 110 HardiePiank® Sl 6 7 /; °f 7'/2 ET&F pin 0.100" " 1.5" x 0.313" HD Blind Nailed Min. No. 20 ga. x 1.375" 24 20 126 95 - 163 123 - 40 116 85 150 110 60 105 85 136 110 0-15 126 85 163 110 HardiePlank° 5/16 8 ET&F pin 0.100" " 1.5" x 0.313" HD Blind Nailed Min. No. 20 ga. x 3.62" 1.375" 24 20 116 85 150 110 40 100 - 129 - 60 95 123 0-15 116 150 HardiePlank® 5/16 8'/4 ET&F pin 0.100" ' 1.5" x 0.313" HD Blind Nailed Min. No. 20 ga. x 3.62" " 1.375" 24 20 105 136 40 95 123 60 85 110 0-15 170 170 158 219 219 204 HardiePlank® 5116 5.25 6d common Face Nailed Through plank overlap Wood 16 20 170 169 154 219 218 199 40 170 157 145 219 203 187 60 170 151 140 219 194 180 0-15 170 155 141 219 200 182 HardiePlank° 5/16 6.25 6d common Face Nailed Through plank overlap wood 16 20 170 151 138 219 195 178 40 164 140 130 218 181 167 60 155 135 125 207 174 161 ESR- 2290 1 Most Widely Accepted and Trusted Page 9 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED (mph)' (Continued) 2012 IRC, 2009 IBC/IRC, 2006 IBC/IRC (Basic Wind Speed, ae12) V,:a 2015 IBC/IRC and 2012 IBC (Ultimate Design Wind Speed, V." ) PRODUCT PRODUCT DIMENSION IN. FASTENER TYPE s FASTENING METHOD 2 FRAME 1 e TYPE ' STUD SPACING (IN.) BUILDING EXPOSURE HEIGHT CATEGORY (FT.) B C D EXPOSURE CATEGORY THICK. WIDTH B C D HardiePlank® 5116 7.25 6d common Face Nailed Through plank overlap Wood 16 0-15 156 142 129 202 183 166 20 156 138 126 202 178 162 40 150 128 118 193 165 153 60 142 123 114 183 159 147 HardiePlank® 5/16 7.5 6d common Face Nailed Through plank overlap 2X4 Wood 16 0-15 153 139 126 197 179 163 20 153 135 123 197 174 159 40 147 125 116 190 162 150 60 139 120 112 179 155 144 HardiePlank® 5/16 8 6d common Face Nailed Through plank overlap Wood 16 0-15 147 134 121 190 172 157 20 147 130 118 190 168 153 40 141 121 111 182 156 144 60 134 116 108 172 150 139 HardiePlank® 5/16 8.25 6d common Face Nailed Through plank overlap Woad 16 0-15 145 131 119 187 169 154 20 145 127 116 187 165 150 40 139 119 110 179 153 141 60 131 114 106 169 147 136 HardiePlank® 5/16 9.25 6d common Face Nailed Through plank overlap 2X4 Wood 16 0-15 135 123 111 175 158 144 20 135 119 109 175 154 141 40 130 111 102 168 143 132 60 123 106 99 158 137 128 HardiePlank® 5/16 9.5 6d common Face Nailed Through plank overlap 2X4 Wood 16 0-15 133 121 110 172 156 142 20 133 117 107 172 152 138 40 128 109 101 165 141 130 60 121 105 97 156 135 126 HardiePlank° 5/16 5.25 6d common Face Nailed Through plank overlap Wood 24 0-15 156 142 129 201 183 166 20 156 138 126 201 178 162 40 150 128 118 193 165 153 60 142 123 114 183 159 147 HardiePlank® 5/16 6.25 6d common Face Nailed Through plank overlap 2X4 Wood 24 0-15 140 127 115 180 164 149 20 140 123 112 180 159 145 40 134 115 106 173 148 137 60 127 110 102 164 142 132 HardiePlank® 5116 7.25 6d common Face Nailed Through plank overlap Wood 24 0-15 127 116 105 165 149 136 20 127 112 103 165 145 132 40 122 105 97 158 135 125 60 116 100 93 149 130 120 HardiePlank® 5/16 7.5 6d common Face Nailed Through plank overlap Wood 24 0-15 125 113 103 161 146 133 20 125 110 100 161 142 130 40 120 102 95 155 132 122 60 113 98 91 146 127 118 ESR- 2290 1 Most Widely Accepted and Trusted Page 10 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED (mph)3(Continued) 2012 IRC, 2009 IBCIIRC, 2006 IBC/IRC (Basic Wind Speed, �asea.s.12) 2015 IBC/IRC and 2012 IBC (Ultimate Design Wind Speed, vm1 0,11 ) PRODUCT PRODUCT DIMENSIONIN. FASTENER TYPE s FASTENING METHOD 2 FRAME TYPE ' 1 e STUD SPACING (IN.) BUILDING HEIGHT (FT.) B EXPOSURE CATEGORY C D EXPOSURE CATEGORY B C D THICK. WIDTH HardiePlank® 5116 8 6d common Face Nailed Through plank overlap wood 24 0-15 120 109 99 155 141 128 20 120 106 97 155 137 125 40 115 99 91 149 127 117 60 109 95 88 141 122 113 HardiePlank® 5/16 8.25 6d common Face Nailed Through plank overlap wood 24 0-15 118 107 97 152 138 126 20 118 104 95 152 134 123 40 113 97 89 146 125 115 60 107 93 86 138 120 111 HardiePlank® 5116 9.25 6d common Face Nailed Through plank overlap 2X4 Wood 24 0-15 110 100 91 142 129 117 20 110 97 89 142 126 115 40 106 91 - 137 117 - 60 100 87 - 129 j 112 HardiePlank® 5116 9.5 6d common Face Nailed Through plank overlap 2X4 wood 24 0-15 109 99 90 140 127 116 20 109 96 87 140 124 113 40 104 89 - 135 115 - 60 99 85 j - 127 110 - HardiePlank® 5/16 5.25 8d common Face Nailed Through plank overlap 2X4 WO°d 16 0-15 170 170 170 219 219 219 20 170 170 170 219 219 219 40 170 170 170 219 219 219 60 170 170 170 219 219 219 HardiePlank® 5116 6.25 8d common Face Nailed Through plank overlap 2X4 Wood 16 0-15 170 170 170 219 219 219 20 170 170 170 219 219 219 40 170 170 161 219 219 208 60 170 168 156 219 217 201 HardiePlank® 5/16 7.25 8d common Face Nailed Through plank overlap 2X4 Wood 16 0-15 170 170 160 219 219 207 20 170 170 157 219 219 203 40 170 160 147 219 207 190 60 170 153 142 219 198 183 HardiePlank® 5116 7.5 8d common Face Nailed Through plank overlap 2X4 wood 16 0-15 170 170 157 219 219 203 20 170 168 154 219 217 199 40 170 157 145 219 203 187 60 170 150 139 219 194 179 HardiePlank® 5116 8 8d common Face Nailed Through plank overlap 2X4 Wood 16 0-15 170 1 167 151 219 216 195 20 170 162 148 219 209 191 40 170 151 139 219 195 179 60 167 144 134 216 186 173 HardiePlank° 5116 8.25 8d common Face Nailed Through plank overlap 2X4 Wood 16 0-15 170 164 149 219 212 192 20 170 159 145 219 205 187 40 170 148 137 219 191 177 60 164 142 1 132 212 183 170 ESR- 2290 1 Most Widely Accepted and Trusted Page 11 of 27 - TABLE 4—MAXIMUM BASIC WIND SPEED (mph)' (Continued) 2012 IRC, 2009 IBC/IRC, 2006 IBC/IRC (Basic Wind Speed, V-2,9,12 ) 2015 IBC/IRC and 2012 IBC (Ultimate Design Wind Speed, V u¢ 10.11) PRODUCT PRODUCT DIMENSION IN. FASTENER TYPE � FASTENING METHOD z FRAME TYPE"' STUD SPACING (IN.) BUILDING HEIGHT (FT.) B EXPOSURE CATEGORY C D EXPOSURE CATEGORY B C D THICK. WIDTH HardiePlank® 5/16 9.25 8d common Face Nailed Through plank overlap Wood 16 0-15 169 153 139 218 198 179 20 169 149 136 218 192 176 40 162 138 128 209 178 165 60 153 133 123 198 172 159 HardiePlank® 5/16 9.5 8d common Face Nailed Through plank overlap Wood 16 0-15 166 151 137 214 195 177 20 166 146 134 214 188 173 40 159 136 126 205 176 163 60 151 131 121 195 169 156 HardiePlank® 5/16 5.25 8d common Face Nailed Through plank overlap Woad 24 0-15 160 145 132 207 187 170 20 160 141 129 207 182 167 40 154 131 121 199 169 156 60 145 126 117 187 163 151 HardiePlank® 5/16 6.25 8d common Face Nailed Through plank overlap Wood 24 0-15 160 145 132 207 187 170 20 160 141 129 207 182 167 40 154 131 121 199 169 156 60 145 126 117 187 163 151 HardiePlank® 5/16 7.25 8d common Face Nailed Through plank overlap Wood 24 0-15 159 144 131 205 186 169 20 159 140 128 205 181 165 40 153 130 120 198 168 155 60 144 125 116 186 161 150 HardiePlank® 5/16 7.5 8d common Face Nailed Through plank overlap Wood 24 0-15 156 141 128 201 182 165 20 156 137 125 201 177 161 40 150 128 118 194 165 152 60 141 123 114 182 159 147 HardiePlank° 5/16 8 8d common Face Nailed Through plank overlap Wood 24 0-15 150 136 123 194 176 159 20 150 132 121 194 170 156 40 144 123 113 186 159 146 60 136 118 109 176 152 141 HardiePlank® 5/16 8.25 8d common Face Nailed Through plank overlap 2X4 wood 24 0-15 147 134 121 190 173 156 20 147 130 118 190 168 152 40 141 121 111 182 156 143 60 134 116 108 173 150 139 HardiePlank® 5/16 9.25 8d common Face Nailed Through plank overlap Wood 24 0-15 138 125 113 178 161 146 20 138 121 111 178 156 143 40 132 113 104 170 146 134 60 125 108 101 161 139 130 HardiePlank® 5/16 9.5 8d common Face Nailed Through plank overlap 2X4 WOOd 24 0-15 136 123 112 176 159 145 20 136 120 109 176 155 141 40 130 111 103 168 143 133 60 123 107 99 159 138 128 ESR- 2290 I Most Widely Accepted and Trusted Page 12 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED (mph)' (Continued) 2012 IRC, 2009 IBC/IRC, 2006 IBC/IRC (Basic Wind Speed, V,.e3,9,1z 2015 IBC/IRC and 2012 BC I (Ultimate Design Wind Speed, V„n10.11) PRODUCT PRODUCT DIMENSIONIN. FASTENER TYPE 4 FASTENING METHOD z FRAME 1 e TYPE STUD SPACING (IN.) BUILDING HEIGHT (FT.) B EXPOSURE CATEGORY C D EXPOSURE CATEGORY B C D THICK. WIDTH HardiePlankc 5/16 4 No. 8-18, 1-5/8" long x 0.323" HD ribbed bugle head screw Screwed Min. No. 20 ga. x 1.375" Metal C- stud 16 0-15 168 168 137 217 217 177 20 168 158 137 217 204 177 40 168 147 131 217 190 169 60 168 137 126 217 177 163 0-15 168 168 137 217 217 177 HardiePlank® '/16 6 No. 8-18, 15/8" long x 0.323" HD ribbed bugle head screw Face Screwed Min. . x 20 gax 3.62" " 1.375" 16 20 168 158 137 217 204 177 40 168 147 131 217 190 169 60 168 137 126 217 177 163 0-15 168 168 137 217 217 177 HardiePlank ® s l,6 6 /, No. 8-18, 15/8" long x 0.323" HD ribbed bugle head screw Face Screwed Min. . x 2 gax 3.. 62" ' 1.375" 16 20 168 158 137 217 204 177 40 168 147 126 217 190 163 60 168 137 121 217 177 156 0-15 168 147 126 217 190 163 HardiePlank ® s 116 71/4 or 71/2 No. 8-18, 1-5/8" /8" long x 0.323" HD ribbed bugle head screw Face Screwed Min. . x 2 . gax 3.62" " 1.375" 16 20 168 147 121 217 190 156 40 168 131 116 217 169 150 60 168 126 105 217 163 136 0-15 168 147 126 217 190 163 HardiePlank ® s /16 8 No. 8-18, 15/8" long x 0.323" HD ribbed bugle head screw Face Screwed Min. . x 20 gax 3.62" ' 1.375" 16 20 168 147 121 217 190 156 40 168 131 116 217 169 150 60 158 126 105 1 204 163 136 0-15 168 147 126 217 190 163 HardiePlank ® s 116 , 8 /4 No. 8-18, 15/8" long x 0.323" HD ribbed bugle head screw Face Screwed Min. . x 20 gax 3.62" ' 1.375" 16 20 168 137 121 217 177 156 40 168 131 116 217 169 150 60 158 121 105 204 156 136 0-15 168 137 116 217 177 150 HardiePlank ® s /16 9 /4 91/zor No. 8-18, 1 %" long x 0bHD ribbed ed bugle head screw Face Screwed Min. . x 20 gax 3.62" " 1 375" 16 20 168 131 110 217 169 142 40 158 121 105 204 156 136 60 147 116 100 190 150 129 0-15 168 126 105 217 163 136 HardiePlank® 6/16 12 No. 8-18, 15/8" long x 0.323" HD ribbed bugle head screw Face Screwed Min. . x 2 3. . ga62" " x 1.375" 16 20 168 121 95 217 156 123 40 137 110 95 177 142 123 60 137 105 89 177 136 115 0-15 160 137 116 207 177 150 HardiePlank® 6/16 4 No. -% 1 % long x 0.323" HD ribbed bugle head screw Face Screwed Min. . x 20 . ga62"" x 3. 1.375" 24 20 160 137 116 207 177 150 40 155 126 110 200 163 142 60 145 116 105 187 150 136 0-15 160 137 116 207 177 150 HardiePlank ® s/16 6 No. 8-18, 1-%" " long x 0.323HD " ribbed bugle head screw Face Screwed Min. . x 2 . ga" x 3.62" 1.375" 24 20 160 137 116 207 177 150 40 154 126 110 199 163 142 60 145 1 116 105 187 150 136 ESR- 2290 1 Most Widely Accepted and Trusted Page 13 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED (mph)' (Continued) 2012 IRC, 2009 2015 IBC/IRC and IBC RC, 2006 IBC/IRC 2012 IBC (Basic Wind Speed, (Ultimate Design V"sd3,9,,2) Wind Speed, V." ) PRODUCT STUD BUILDING EXPOSURE EXPOSURE PRODUCT DIMENSION IN. FASTENER FASTENING FRAME SPACING HEIGHT CATEGORY CATEGORY THICK. WIDTH TYPE _ METHOD , e TYPE' (IN.) (FT.) B C D B C D 0-15 160 145 116 207 187 150 No. 8-18, 1- 5/8" Min. No. ® 5 , long x Face 20 ga. x 20 160 141 110 207 182 142 HardiePlank /,6 6 !, 0.323" HD Screwed 3.62" ' 24 ribbed bugle 40 154 131 105 199 169 136 head screw 1 375" 60 145 126 1 100 187 163 129 0-15 160 126 105 207 163 136 No. 8-18, 1- Min. No. x s 7'/4 or %" long x Face 20 ga. x 20 160 121 105 207 156 136 HardiePlank /16 71/2 0bed HD Screwed 3.62" " 24 ribbed bugle 1 375„ 40 147 110 95 190 142 123 head screw 60 137 105 95 177 136 123 0-15 160 126 105 207 163 136 No. 8-18, 1- Min. No. 20 160 121 100 207 156 129 ® s 5/8" long x Face 20 ga. x HardiePlank /,6 8 0.323" HD Screwed 3.62" ' 62"40 24 ribbed bugle 147 110 95 190 142 123 head screw 1.375" 60 137 105 89 177 136 115 0-15 160 121 105 207 156 136 No. 8-18, 1- Min. 20 160 121 100 207 156 129 ® s , 5/8' long x Face x 2 ga. x HardiePlank /16 8 /4 0.323" HD Screwed . 3.. 62" ' 24 ribbed bugle 1.375" 40 137 105 95 177 136 123 head screw 60 131 100 89 169 129 115 0-15 158 116 95 204 150 123 No. 8-18, 1- 5/8' Min. No. ® s 9 /,or long x Face 20 ga. x 20 158 110 95 204 142 123 HardiePlank /16 9,/2 0HD Screwed 3.62" ' 24 ribbed bugle 1 375" 40 137 100 89 177 129 115 head screw 60 126 95 85 163 123 110 0-15 163 148 134 210 191 173 No. 11 Blind Nailed 20 163 143 131 210 185 169 HardiePlank® 5/16 5.25 1 2 uge, g Through top 2 x 4 16 roofing nail edge of plank 40 156 133 123 202 172 159 60 148 128 119 191 165 154 0-15 146 132 120 188 171 155 No. 11 Blind Nailed 20 146 128 117 188 166 151 HardiePlank° 5/16 6.25 gauge, Through top 2 x 4 16 40 140 119 110 180 154 142 1.25"long edge of plank in roofing nail 60 132 115 106 171 148 137 0-15 133 121 110 172 156 142 No. 11 Blind Nailed 20 133 117 107 172 151 138 HardiePlank® 5/16 7.25 1.25auge, g Through top 2 x 4 16 roofing nail edge of plank 40 128 109 101 165 141 130 60 121 105 97 156 135 126 0-15 130 118 107 168 152 138 No. 11 Blind Nailed 20 130 115 105 168 148 135 HardiePlank® 5/16 7.5 gauge, Through top 2 x 4 16 40 125 107 99 161 138 127 1.25" long edge of plank roofing nail 60 118 102 95 152 132 123 0-15 125 114 103 162 147 133 No. 11 Blind Nailed 20 125 110 101 162 143 130 HardiePlank° 5/16 g gauge, 1.25" long Through top 2 x 4 16 roofing nail edge of plank g 40 120 103 95 155 133 122 60 114 99 91 147 127 118 ESR- 2290 I Most Widely Accepted and Trusted Page 14 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED (mph)' (Continued) 2012 IRC, 2009 IBC/IRC, 2006 IBC/IRC (Basic Wind Speed, , V -d ' ' ) 2015 IBCIIRC and 2012 IBC (Ultimate Design Wind Speed, V„1, 10.11) PRODUCT PRODUCTSTUD DIMENSION IN. FASTENER TYPE4 FASTENING METHOD' FRAME 1 TYPE" SPACING (IN.) BUILDING HEIGHT (FT.) B EXPOSURE CATEGORY C D EXPOSURE CATEGORY B C D THICK. WIDTH 0-15 123 112 101 159 144 131 No. 11 Blind Nailed 20 123 108 99 159 140 128 HardiePlank® 5/16 8,25 gauge, 1.25" long roofing nail Through top edge of plank 2 x 4 16 40 118 101 93 152 130 120 60 112 97 90 144 125 116 0-15 115 104 95 148 135 122 HardiePlank 5/16 9.25 No. 11 gauge, 1.25" long roofing nail Blind Nailed Through top ed a of plank 9 2 x 4 16 20 115 101 93 148 131 119 40 110 94 87 142 122 112 60 104 90 - 135 117 0-15 113 103 93 146 133 121 HardiePlank® 5/16 9.5 No' 11 1 gauge, roofing nail Blind Nailed Through Through top edge of plank 2 x 4 16 20 113 100 91 146 129 118 40 109 93 86 140 120 111 60 103 89 - 133 115 107 0-15 133 121 110 172 156 141 HardiePlank® 5/16 5.25 No. 11 gauge, 1.25" long roofing nail Blind Nailed Through top edge of plank 9 2 x 4 24 20 133 117 107 172 151 138 40 128 109 101 165 141 130 60 121 105 97 156 135 125 0-15 119 108 98 153 139 126 HardiePlank® 5/16 6.25 No. 11 gauge, 1.25" long roofing nail Blind Nailed Through top edge of plank 9 2 x 4 24 20 119 105 96 153 135 124 40 114 98 90 147 126 116 60 108 94 87 139 121 112 0-15 108 98 89 140 127 115 HardiePlank® 5/t6 7.25 gaugea 1.25"gauge, long r000fofin g nail in Blind Nailed Through top edge of plank 2 x 4 24 20 108 96 87 140 123 113 40 104 89 - 134 115 60 98 85 - 127 110 0-15 106 96 88 137 125 113 HardiePlank° 5116 7.5 No. 11 1.25" long roofing nail Blind Nailed Through top edge of plank 2 x 4 24 20 106 94 86 137 121 110 40 102 87 - 132 113 60 96 - 125 108 0-15 102 93 132 120 HardiePlank® 5/16 8 No. 11 1 gauge, g roofing nail Blind Nailed Through top edge of plank 2 x 4 24 20 102 90 132 116 40 98 127 60 93 - 120 - 0-15 100 91 129 117 HardiePlank® 5/16 8.25 No. 11 1 gauge, roofing nail Blind Nailed Through top edge of plank 2 x 4 24 20 100 88 129 114 40 96 124 60 91 - 117 - 0-15 94 85 121 110 HardiePlank® 5116 9.25 No. 11 gauge, 1.25" long roofing nail Blind Nailed Through top edge of plank 9 2 x 4 24 20 94 - 121 107 40 90 116 - 60 85 110 ESR- 2290 1 Most Widely Accepted and Trusted Page 15 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED (mph)' (Continued) 2012 IRC, 2009 2015 IBC/IRC and IBC/IRC, 2006 IBC/IRC 2012 IBC (Basic Wind Speed, (Ultimate Design 39.12 ) V ') Wind Speed, osdVm1 PRODUCT STUD BUILDING EXPOSURE EXPOSURE PRODUCT DIMENSION IN. FASTENER FASTENING FRAME SPACING HEIGHT CATEGORY CATEGORY THICK. WIDTH TYPE e METHOD 2 16 TYPE" (IN.) (FT.) B C D B C D 0-15 93 119 Blind Nailed Blind 20 93 119 HardiePlank& 5/16 9.5 u a gauge, 1.25" Through top 2 x 4 24 roofing nail edge of plank 40 89 115 60 - - 0-15 170 170 166 219 219 214 5/16 No. 11 guage, 1.75 Blind Nailed 20 170 170 162 219 219 209 HardiePlank® 5.25 inch long Through top 2 x 4 16 roofing Nail edge of plank 40 170 165 153 219 213 197 60 170 158 147 219 205 190 0-15 170 164 149 219 211 192 5/16 No. 11 guage, 1.75 Blind Nailed 20 170 159 145 219 205 187 HardiePlank® 6,29 inch long Through top 2 x 4 16 roofingNail edge of plank g 40 170 148 137 219 191 176 60 164 142 132 211 183 170 0-15 164 149 136 212 193 175 5/16 No. 11 guage, 1.75 Blind Nailed 20 164 145 132 212 187 171 HardiePlank® 7 25 inch long Through top 2 x 4 16 edge of plank 40 158 135 125 204 174 161 roofing Nail 60 149 129 120 193 167 155 0-15 161 146 133 208 189 172 5/16 No. 11 guage, 1.75 Blind Nailed 20 161 142 130 208 183 167 HardiePlank® 7.5 inch long Through top 2 x 4 16 edge of plank 40 155 132 122 200 171 158 roofing Nail 60 146 127 118 189 164 152 0-15 155 141 128 200 182 165 5/16 No. 11 guage, 1.75 Blind Nailed 20 155 137 125 200 176 161 HardiePlank® g inch long Through top 2 x 4 16 edge of plank 40 149 127 117 192 164 152 roofing Nail 60 141 122 113 182 157 146 0-15 152 138 126 197 178 162 5/16 No. 11 guage, 1.75 Blind Nailed 20 152 134 123 197 173 158 HardiePlank® 8.25 inch long Through top 2 x 4 16 roofing Nail edge of plank g 40 146 125 115 189 161 149 60 138 120 111 178 155 144 0-15 142 129 117 184 167 152 5/16 No. 11 guage, 1.75 Blind Nailed 20 142 126 115 184 162 148 HardiePlank® 9.25 inch long Through top 2 x 4 16 edge of plank 40 137 117 108 176 151 139 roofing Nail 60 129 112 104 167 145 134 0-15 140 127 116 181 164 149 5/76 No. 11 guage, Blind Nailed 20 140 124 113 181 160 146 HardiePlank® 9.5 n inch long Through top 2 x 4 16 edge of plank 40 135 115 106 174 148 137 roofing Nail 60 127 110 102 164 142 132 0-15 164 149 136 212 193 175 5/16 No. 11 guage, 1.75 Blind Nailed 20 164 145 132 212 187 171 HardiePlank® 5.25 inch long Through top 2 x 4 24 roofing Nail edge of plank 40 158 135 125 204 147 161 60 149 129 1 120 193 1 167 155 ESR- 2290 1 Most Widely Accepted and Trusted Page 16 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED (mph)3(Continued) 2012 IRC, 2009 IBC/IRC, 2006 IBC/IRC (Basic Wind Speed, 3912 V .. d) 2015 IBC/IRC and 2012 IBC (Ultimate Design Wind Speed, j ) Vult PRODUCT PRODUCT DIMENSIONIN. FASTENER TYPE a FASTENING METHOD z FRAME TYPE"' STUD SPACING (IN.) BUILDING HEIGHT (FT.) B EXPOSURE CATEGORY C D EXPOSURE CATEGORY B C D THICK. WIDTH 0-15 147 134 121 190 172 157 HardiePlank® 5/16 6.25 No. 11 guage, 1.75 inch long roofing Nail Blind Nailed Through top edge of plank 2 x 4 24 20 147 130 118 190 168 153 40 141 121 111 182 156 144 60 134 116 108 172 150 139 0-15 134 122 111 173 157 143 HardiePlank® 5l, fi 7.25 No. 11 guage, 1.75 inch long roofing Nail Blind Nailed Through top edge of plank 2 x 4 24 20 134 118 108 173 153 140 40 129 110 102 166 142 131 60 122 106 98 157 136 127 0-15 132 119 109 170 154 140 HardiePlank® 5/16 7.5 No. 11 guage, 1.75 inch long roofing Nail Blind Nailed Through top edge of plank 2 x 4 24 20 132 116 106 170 150 137 40 126 108 100 163 139 129 60 119 104 96 154 134 124 0-15 127 115 104 163 148 135 HardiePlank® 5/16 8 No. 11 guage, 1.75 inch long roofing Nail Blind Nailed Through top edge of plank 2 x 4 24 20 127 112 102 163 144 132 40 122 104 96 157 134 124 60 115 100 93 148 129 120 0-15 124 113 102 161 146 132 HardiePlank® 5/16 8.25 No. 11 guage, 1.75 inch long roofing Nail Blind Nailed Through top edge of plank 2 x 4 24 20 124 110 100 161 142 129 40 119 102 94 154 132 122 60 113 98 91 146 126 j 117 0-15 116 106 96 150 136 124 HardiePlank® 5/16 925 No. 11 guage, 1.75 inch long roofing Nail Blind Nailed Through top edge of plank 2 x 4 24 20 116 103 94 150 133 121 40 112 95 88 144 123 114 60 106 92 85 136 118 110 0-15 114 104 94 148 134 122 HardiePlank® 5/16 9.5 No. 11 guage, 1.75 inch long roofing Nail Blind Nailed Through top edge of plank 2 x 4 24 20 114 101 92 148 130 119 40 110 94 87 142 121 112 60 104 90 - 134 116 - No. 8 x 11/4 Min. No. 0-15 168 168 137 217 217 177 HardiePlank® 5/16 4 in. long x 0.375 in. HD ribbed waferhead Blind Screwed 20 ga. x 3.62" x 1.375' Metal C - 16 20 168 158 137 217 204 177 40 168 147 126 217 190 163 60 168 137 121 217 177 156 screws stud No. 8 x 11/4 Min. No. 0-15 168 168 137 217 217 177 HardiePlank® 5/16 6 in. long x 0.375 in. HD ribbed waferhead Blind Screwed 20 ga, x 3.62" x 1.375" Metal C - 16 20 168 158 137 217 204 177 40 168 147 126 217 190 163 60 168 137 121 217 177 156 screws stud No. 8 x 11/4 Min. No. 0-15 168 158 142 217 204 183 HardiePlank® 5/18 g1/, in. long x 0.375 in. HD ribbed waferhead Blind Screwed 20 ga. x 3.62" x 1.375' Metal C - 16 20 168 158 131 217 204 169 40 168 147 126 217 190 163 60 158 1 137 1 121 1 204 177 156 screws stud ESR- 2290 I Most Widely Accepted and Trusted Page 17 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED (mph)' (Continued) 2012 IRC, 2009 IBC/IRC, 2006 IBC/IRC (Basic Wind Speed, 3912 V:,d'' ) 2015 IBC/IRC and 2012 IBC (Ultimate Design Wind Speed, V 1011) w1 PRODUCT PRODUCT DIMENSION IN. FASTENER TYPE � FASTENING METHOD 2 FRAME 1 e TYPE' STUD SPACING (IN.) BUILDING HEIGHT (FT.) B EXPOSURE CATEGORY C D EXPOSURE CATEGORY B C D THICK. WIDTH No. 8 x 1'14 Min. No. 0-15 168 152 126 217 196 163 HardiePlank ® s /16 71/4 or 71/2 in. long x 0.375 in. HD ribbed waferhead Blind Screwed 20 ga. x 3.62" x 1.375" Metal C - 16 20 168 147 116 217 190 150 40 168 137 116 217 177 150 60 158 126 110 204 163 142 screws stud No. 8 x 1'/4 Min. No. 0-15 168 147 116 217 190 150 HardiePlank® '/16 8 in. long x 0.375 in. HD ribbed waferhead Blind Screwed 20 ga. x 3.62" x 1.375" Metal C - 16 20 168 137 116 217 177 150 40 158 126 105 204 163 136 60 147 121 105 190 156 136 screws stud No. 8 x 04 Min. No. 0-15 168 142 121 217 183 156 HardiePlank® s/16 8+/4 in. long x 0.375 in. HD ribbed waferhead Blind Screwed 20 ga. x 3.62" x 1.375" Metal C - 16 20 168 137 116 217 177 150 40 158 126 110 204 163 142 60 147 116 105 190 150 136 screws stud No. 8 x 11/4 Min. No. 0-15 168 137 116 217 177 150 HardiePlank® 5/16 91/4 or 91/2 in. long x 0.375 in. HD ribbed waferhead Blind Screwed 20 ga. X 3.62" x 1.375" Metal C - 16 20 168 126 105 217 163 136 40 158 116 105 204 150 136 60 137 110 100 177 142 129 screws stud No. 8 x 11/4 Min. No. 0-15 160 137 116 207 177 150 HardiePlank® 5/16 4 in. long x 0.375 in. HD ribbed waferhead Blind Screwed 20 ga. x 3.62" x 1.375" Metal C - 24 20 160 131 110 207 169 142 40 152 121 105 196 156 136 60 145 116 100 187 150 129 screws stud No. 8 x 1'14 Min. No. 0-15 160 137 116 207 177 150 HardiePlank® 5116 g in. long x 0.375 in. HD ribbed waferhead Blind Screwed 20 ga. x 3.62" x 1.375" Metal C - 24 20 160 131 110 207 169 142 40 152 121 105 196 156 136 60 145 116 100 187 150 129 screws stud No. 8 x 11/4 Min. No. 0-15 160 137 116 207 177 150 HardiePlank ® s /16 6+ /4 in. long x 0.375 in. HD ribbed waferhead Blind Screwed 20 ga. x 3.62" x 1.375" Metal C - 24 20 160 131 105 207 169 136 40 154 121 105 199 156 136 60 145 116 100 187 150 129 screws stud No. 8 x 11/4 Min. No. 0-15 160 126 105 207 163 136 HardiePlank ® s /16 7114 or 7+/2 in. long x 0.375 in. HD ribbed waferhead Blind Screwed 20 ga. x 3.62" x 1.375" Metal C - 24 20 160 116 100 207 150 129 40 147 105 89 190 136 115 60 137 89 89 177 115 115 screws stud No. 8 x 11/4 Min. No. 0-15 160 121 100 207 156 129 HardiePlank® '116 8 in. long x 0.375 in. HD ribbed waferhead Blind Screwed 20 ga. x 3.62" x 1.375" Metal C - 24 20 158 116 100 204 150 129 40 142 105 89 183 136 115 60 131 100 89 169 129 115 screws stud No. 8 x 11/4 Min. No. 0-15 160 121 100 207 156 129 HardiePlank° 5l16 8+/4 in. long x 0.375 in. HD ribbed waferhead Blind Screwed 20 ga. x 3.62" x 1.375" Metal C - 24 20 158 116 100 204 150 129 40 142 105 89 183 136 115 60 126 100 89 163 129 115 screws stud ESR- 2290 1 Most Widely Accepted and Trusted Page 18 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED (mph)' (Continued) 2015 IBC/IRC and 2012 IRC, 2009 2012 IBC IBC/IRC, 2006 IBC/IRC (Ultimate Design (Basic Wind Speed, Wind Speed, Vase,,9,,z) Vm1 ) PRODUCTSTUD BUILDING EXPOSURE EXPOSURE PRODUCT DIMENSIONIN. FASTENER FASTENING FRAME I's 1' s SPACING HEIGHT CATEGORY CATEGORY THICK. WIDTH B C D B C D TYPE METHOD z TYPE (IN.) (FT.) No. 8 x 11/4 Min. No. 0-15 158 116 95 204 150 123 91/4 in. long x 0.375 in. Blind 20 ga. x 3.62" 20 147 105 89 190 136 115 HardiePlank x 6 /16 or x 24 40 131 95 85 169 123 110 91/2 HD ribbed Screwed 1.375" waferhead Metal C- 60 121 89 85 156 115 110 screws stud 6d-2 inch 0-15 141 128 116 182 165 150 long X 20 141 124 114 182 160 147 0.093 inch Blind Nailed HardiePlank® 5116 5.25 shank X Through top 2 x 4 16 0.222 inch edge of plank wood 40 135 116 107 174 150 138 head 60 128 111 103 165 143 133 diameter siding nail 6d-2 inch 0-15 126 114 104 163 147 134 long X 20 126 111 102 163 143 132 0.093 inch Blind Nailed HardiePlank® 5/16 6.25 shank X Through top 2 x 4 16 0.222 inch edge of plank wood 40 121 103 96 156 133 124 head 60 114 99 92 147 128 119 diameter siding nail 6d-2 inch 0-15 115 104 95 148 134 123 long X 20 115 102 93 148 1 132 120 0.093 inch Blind Nailed HardiePlank® 5/16 7.25 shank X Through top 2 x 4 16 0.222 inch edge of plank wood 40 110 94 87 142 121 112 head 60 104 91 - 134 117 - diameter siding nail 6d-2 inch 0-15 113 102 93 146 132 120 long X 20 113 99 91 146 128 117 0.093 inch Blind Nailed HardiePlank® 5/16 7 5 shank X Through top 2 x 4 16 0.222 inch edge of plank `Hood 40 108 93 85 139 120 110 head 60 102 89 - 132 115 diameter siding nail 6d-2 inch 0-15 109 99 90 141 128 116 long X 20 109 96 87 141 124 112 0.093 inch Blind Nailed HardiePlank® 5/16 8 shank X Through top 2 x 4 16 0.222 inch edge of plank wood 40 104 89 - 134 115 - head 60 99 85 - 128 110 - diameter siding nail 6d-2 inch 0-15 107 97 88 138 125 114 long X 20 107 94 86 138 121 111 0.093 inch Blind Nailed HardiePlank° 5/16 8.25 shank X Through top 2 x 4 16 0.222 inch edge of plank wood 40 102 88 132 114 head 60 97 - 125 - diameter I siding nail 6d-2 inch 0-15 100 90 129 116 long X 20 100 88 129 114 0.093 inch Blind Nailed HardiePlank® 5116 g 25 shank X 0.222 inch Through top 2 x 4 wood 16 40 96 124 head edge of plank 60 90 - 116 - diameter siding nail 6d-2 inch 0-15 98 89 127 115 long X 20 98 87 127 112 0.093 inch Blind Nailed HardiePlank® 5/16 9.5 shank X Through top 2 x 4 16 0.222 inch edge of plank wood 40 94 - 121 - head 60 89 115 diameter siding nail ESR- 2290 1 Most Widely Accepted and Trusted Page 19 of 27 . TABLE 4—MAXIMUM BASIC WIND SPEED (mph)' (Continued) 2012 IRC, 2009 2015 IBC/IRC and IBC/IRC, 2006 IBC/IRC 2012 IBC (Basic Wind Speed, (Ultimate Design V as 12) Wind Speed, -d V)V. PRODUCT STUD BUILDING EXPOSURE EXPOSURE PRODUCT DIMENSION IN. FASTENER FASTENING FRAME SPACING HEIGHT CATEGORY CATEGORY TYPE s METHOD 2 e TYPE"' THICK. WIDTH (IN.) (FT.) B C D B C D 6d-2 inch 0-15 115 104 95 148 134 123 long X 20 115 102 93 148 132 120 0.093 inch Blind Nailed HardiePlank® 5/16 5.25 shank X Through top 2 x 4 24 0.222 inch edge of plank Wood 40 110 94 87 142 121 112 head 60 104 91 - 134 117 - diameter siding nail 6d-2 inch 0-15 103 93 133 120 long X 20 103 91 133 117 0.093 inch Blind Nailed HardiePlank® 5/16 6.25 shank X Through top 2 X 4 24 0.222 inch edge of plank Wood 40 99 - 128 - head 60 93 - 120 - diameter siding nail 6d-2 inch 0-15 94 85 121 110 long X 20 94 - 121 0.093 inch Blind Nailed HardiePlank® 5/16 7.25 shank X Through top 2 X 4 24 0.222 inch edge of plank Wood 40 90 116 head 60 85 110 diameter siding nail 6d-2 inch 0-15 92 119 long X 20 92 119 0.093 inch Blind Nailed HardiePlank® 5/16 7.5 shank X Through top 2 X 4 24 0.222 inch edge of plank Wood 40 88 114 head 60 - - - diameter siding nail 6d-2 inch 0-15 89 115 long X 20 89 115 0.093 inch Blind Nailed HardiePlank® 5/16 8 shank X Through top 2 X 4 24 0.222 inch edge of plank Wood 40 85 110 head 60 - - diameter siding nail 6d-2 inch 0-15 87 112 long X 20 87 112 0.093 inch Blind Nailed HardiePlank® 5/16 8.25 shank X Through top 2 x 4 24 0.222 inch edge of plank Wood 40 head 60 - - diameter siding nail 0-15 153 138 126 198 178 163 0.092" 20 153 135 123 198 174 159 5/16 Shank X face nailed HardiePlank® 58.25 0.222" HD X through plank Wod o 16 2.5" long overlap 40 146 125 116 188 161 150 galv. nail 60 138 120 112 178 155 145 0-15 143 130 118 185 168 152 0.092" 20 143 126 115 185 163 148 5/16 shank X face nailed HardiePlank® 9.25 0.222" HD X through plank Wo wood 16 2.5" long overlap 40 137 117 108 177 151 139 gale, nail 60 130 113 105 168 146 136 ESR- 2290 1 Most Widely Accepted and Trusted Page 20 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED (mph)' (Continued) 2012 IRC, 2009 IBC/IRC, 2006 IBC/IRC (Basic Wind Speed, V" 72 ) -d 2015 IBC/IRC and 2012 IBC (Ultimate Design Wind Speed, Vuk ) PRODUCT PRODUCT DIMENSION IN. FASTENER TYPE � FASTENING METHOD' FRAME TYPE"' STUD SPACING (IN.) BUILDING HEIGHT (FT.) B EXPOSURE CATEGORY C D EXPOSURE CATEGORY B C D THICK. WIDTH 0-15 141 128 116 182 165 150 0.092" 20 141 124 113 182 160 146 HardiePlank® 5/16 9.5 shank X 0.222" HD X 2.5" long face nailed through plank overlap Wood 16 40 135 116 107 174 150 138 galv. nail 60 128 111 103 165 143 133 0-15 123 112 101 159 144 131 0.092" 20 123 108 99 159 140 128 HardiePlank® 5/16 12 shank X 0.222" HD X 2.5" long face nailed through plank overlap 2 x 4 wood 16 40 118 101 934 152 130 120 galy. nail 60 112 97 90 144 125 116 8d ring 0-15 203 184 167 262 238 216 HardiePlank® 5/16 58.25 shank box nail, 0.113"shak X 0.260"1HD X face nailed through plank overlap 2 x 46 wood 16 20 203 179 163 262 231 210 40 194 166 153 250 214 198 60 184 159 148 238 205 191 2.375" L 8d ring 0-15 166 151 137 214 195 177 HardiePlank® 5 /16 58.25 shank box nail, 0.113" 0.260"1HD X face nailed through plank overlap 2 x 4 WO°d 6 24 20 166 146 134 214 188 173 40 159 136 126 205 176 163 60 151 131 121 195 169 156 2.375" L 0-15 151 137 125 195 177 161 0.092" 20 151 133 122 195 172 158 HardiePlank® 5116 58.25 shank X 0.222" HD X 2" long gatv. face nailed through plank overlap 2 x 46 wood 16 40 145 124 115 187 160 148 nail 60 137 119 111 177 154 143 0-15 187 170 154 241 219 199 0.092" 20 187 165 151 241 213 195 HardiePlank® 5/16 58.25 shank X 0.222" HD X 2.5" long face nailed through plank overlap woods 16 40 180 154 142 232 199 183 galy. nail 60 170 147 137 219 190 177 Attached 0-15 207 188 171 267 243 221 No. 8 X 1- blind screw to 7/16" 20 207 183 167 267 236 216 5/8" long X through top wood 7/16" WSP HardiePlank® 5/16 5.25 0.375" HD edge of plank structural attached 40 199 170 157 257 219 203 ribbed wafer at 12 in. on panel per code head screws center sheathin g only 60 188 163 152 243 210 196 Attached 0-15 183 166 151 236 214 195 No. 8 X 1- blind screw to 7/16" 20 183 161 147 236 208 190 5/8" long X through top wood 7/16" WSP HardiePlank® 5/16 6.25 0.375" HD edge of plank structural attached 40 176 150 139 227 194 179 ribbed wafer at 12 in. on panel percode head screw' center sheathin g only 60 166 144 134 214 186 173 Attached 0-15 165 150 136 213 194 176 No. 8 X 1- blind screw to 7/16" 20 165 145 133 213 187 172 5/8" long X through top wood 7/16" WSP HardiePlank® 5/16 7.25 0.375" HD edge of plank structural attached 40 158 135 125 204 174 161 ribbed wafer at 12 in. on panel per code head screws center sheathin g only 60 150 130 120 194 168 155 Attached 0-15 150 136 124 194 176 160 No. 8 X 1- blind screw to 7/16" 20 150 133 121 194 172 156 5/8" long X through top wood 7/16" WSP HardiePlank® 5/16 8.25 0.375" HD edge of plank structural attached 40 144 123 114 186 159 147 ribbed wafer at 12 in. on panel per code head screws center sheathin g only 60 136 118 110 176 152 142 ESR- 2290 1 Most Widely Accepted and Trusted Page 21 of 27 TABLE 4 -MAXIMUM BASIC WIND SPEED (mph)' (Continued) 2012 IRC, 2009 IBC/IRC, 2006 IBC/IRC (Basic Wind Speed, V.sd3912) 20151BC/IRC and 2012 IBC (Ultimate Design Wind Speed, Vutt ) PRODUCT PRODUCT DIMENSION IN. FASTENER TYPE e FASTENING METHOD z FRAME TYPE"' STUD SPACING (IN.) BUILDING HEIGHT (FT.) B EXPOSURE CATEGORY C D EXPOSURE CATEGORY B C D THICK. WIDTH Attached 0-15 139 126 114 179 163 147 No. 8 X 1- blind screw to 7/16" 20 139 122 112 179 158 145 5/8" long X through top wood 7/16" WSP HardiePlank® 5/16 9.25 0.375" HD edge of plank structural attached 40 133 114 105 172 147 136 ribbed wafer at 12 in. on panel per code head screw' center sheathin 60 126 109 101 163 141 130 g only HardiePlank® 5/16 58.25 0.090" shank X 0.215" HD X 1.5" long ring g shank nails blind nail through top edge of plank at 8 in. on center Attached to 7/16" wood structural panel sheathin g only 7/16" WSP attached per code 0-15 145 132 120 187 170 155 20 145 128 117 187 165 151 40 139 119 110 179 1 154 142 60 132 114 106 170 147 137 HardiePlank® 5/16 58.25 0.090" shank X 0.215" HD X 1.5" long ring shank nails blind nail through top edge of plank at 6 in. on center Attached to 7/16" wood structural panel sheathin g only 7/16" WSP attached per code 0-15 166 150 137 214 194 177 20 166 146 133 214 188 172 40 159 136 125 205 176 161 60 150 130 121 194 168 156 HardiePlank ® s /16 , ` 9 /z 0.091" shank, 0.221" HD, 1.5" long ring shank nail Face Nailed through the overlap at 12" O.C. Attached to 7/16" wood structural sheathin g only 7/16" WSP attached per code 0-15 100 91 - 129 117 - 20 100 88 129 114 40 96 - 124 60 91 117 0-15 184 167 152 238 216 196 0.092" 20 184 162 148 238 209 191 Artisan® Lap 'I6 5.25 shank X 0.225" HD X 2.25" long blind nail through top edge of plank 2X4 Wood 16 40 177 151 140 229 195 181 galv. Nail 60 167 145 135 216 187 174 0-15 135 122 111 174 158 143 0.092" 20 135 119 108 174 154 139 Artisan® Lap 5/8 7.25 shank X 0.225" HD X 2.25" long blind nail through top edge of plank Wood' 16 40 129 111 102 167 143 132 galv. Nail 60 122 106 98 158 137 127 0.092" 0-15 117 106 96 151 137 124 20 117 103 94 151 133 121 Artisan® Lap 5/8 8.25 shank X 0.225" HD X 2.25" long blind nail through top edge of plank 2X4 Wood 16 40 112 96 88 145 124 114 galv. Nail 60 106 92 85 137 119 110 0-15 132 119 109 170 154 141 0.092" 20 132 116 106 170 150 137 Artisan® Lap 1/6 5.25 shank X 0.225" HD X 2.25" long blind nail through top edge of plank Wood, 24 40 126 108 100 163 139 129 galv. nail 60 119 104 96 154 134 124 0.092" 0-15 99 90 - 128 116 - 20 99 87 128 112 Artisan® Lap 5/6 7.25 shank X 0.225" HD X 2.25" long blind nail through top edge of plank Wood, 24 40 95 - 123 - galy. nail 60 90 - - 116 - - 0.092" 0-15 88 114 20 88 114 Artisan® Lap 5/8 8.25 shank X 0.225" HD X 2.25" long blind nail through top edge of plank 2X424 Wood 7 40 - - galy. nail 60 ESR- 2290 I Most Widely Accepted and Trusted Page 22 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED (mph)'(Continued) For SI: 1 inch = 25.4 mm, 1 foot = 305 mm, 1 mph = 0.44 m/s. 'Values are for species of wood having a specific gravity of 0.42 or greater, unless otherwise noted. 2Face = Fastened through the overlapping plank. Blind = Fastened through the top edge of single plank. 3Wind speed design assumptions per Section 30.4, Method 2, of ASCE 7-10: 1 = 1.0, Kzt = 1, Kd = 0.85, GCp; = 0.18, GCp = -1.4. °ET&F pin fasteners have knurled shanks. 5Fastener length shall be sufficient to penetrate back side of the minimum 7/16" WSP sheathing by at least Y." for nails or 3 full threads for screws. 6Values are for species of wood having a specific gravity of 0.50 or greater. Values are for species of wood having a specific gravity of 0.40 or greater. 'Metal studs must be minimum Fy = 33 ksi. 9Va.d = nominal design wind speed. 10Vun = ultimate design wind speed. 11Wind speed design assumptions per Section 30.4, of ASCE 7-10: Kzt = 1, Kd = 0.85, GCpi = 0.18, GCp = -1.4. "2015 and 2012 IBC Section 1609.3.1, Eqn. 16-33, Va.d=V„n 40.6 2012 IRC, 2009 2015 IBC/IRC and IBC/IRC, 2006 IBC/IRC 2012 IBC (Basic Wind Speed, (Ultimate Design )912 Wind Speed, Va.d ' ) Vw110,11) PRODUCT STUD BUILDING EXPOSURE EXPOSURE PRODUCT DIMENSIONIN. FASTENER a FASTENING z FRAME 1 s "s SPACING HEIGHT CATEGORY CATEGORY THICK. WIDTH B C D B C D TYPE METHOD TYPE (IN.) (FT.) Min. No. 0-15 181 164 149 234 212 192 No. 8 X 1- 20 g a. x 5/9 518" long X blind screw x 20 181 159 146 234 205 188 Artisan® Lap 5.25 0.323" HD through top 1 37 16 ribbed bugle edge of plank Metal C- Metal 40 174 148 137 225 191 177 head screw stud 60 164 142 132 212 183 170 Min. No. 0-15 157 142 129 203 183 167 No. 8 X 1- 20 g x a. 5/8" long X blind screw 20 157 138 126 203 178 163 Artisan® Lap 5/8 7.25 0.323" HD through top 1,375x " 16 ribbed bugle edge of plank Metal 40 150 128 119 194 165 154 head screw stud 60 142 123 114 183 159 147 Min. No. 0-15 149 135 123 192 174 159 No. 8 X 1- 20 ga. x 5/8" long X blind screw x 20 149 131 120 192 169 155 Artisan® Lap sls 8.25 0.323" HD through top 1 375 1'37 16 ribbed bugle edge of plank Metal C - 40 143 122 113 185 158 146 head screw stud 60 135 117 109 174 151 141 Min. No. 0-15 180 163 148 232 210 191 No. 8 X 1- 20 ga. x3.62" 5/8" long X blind screw x 20 180 158 145 232 204 187 Artisan® Lap 5/8 5.25 0.323" HD through top 1 375 " 24 ribbed bugle edge of plank Metal 40 172 147 136 222 190 176 head screw stud 60 163 141 131 210 182 169 Min. No. 0-15 144 130 118 186 168 152 No. 8 X 1- 20 ga. x 5/8" long X blind screw 3.62" x 20 144 127 116 186 164 150 Artisan® Lap % 7.25 0.323" HD through top 1'375 24 ribbed bugle edge of plank Metal C - 40 138 118 109 178 152 141 head screw stud 60 130 113 105 168 146 136 Min. No. 0-15 132 119 108 170 154 139 No. 8 X 1- 20 ga. x 5/8" long X blind screw 20 132 116 106 170 150 137 Artisan® Lap % 8.25 0.323" HD through top 1,375" 24 ribbed bugle edge of plank Metal C- 40 126 108 100 163 139 129 head screw stud 60 119 104 96 1 154 134 124 For SI: 1 inch = 25.4 mm, 1 foot = 305 mm, 1 mph = 0.44 m/s. 'Values are for species of wood having a specific gravity of 0.42 or greater, unless otherwise noted. 2Face = Fastened through the overlapping plank. Blind = Fastened through the top edge of single plank. 3Wind speed design assumptions per Section 30.4, Method 2, of ASCE 7-10: 1 = 1.0, Kzt = 1, Kd = 0.85, GCp; = 0.18, GCp = -1.4. °ET&F pin fasteners have knurled shanks. 5Fastener length shall be sufficient to penetrate back side of the minimum 7/16" WSP sheathing by at least Y." for nails or 3 full threads for screws. 6Values are for species of wood having a specific gravity of 0.50 or greater. Values are for species of wood having a specific gravity of 0.40 or greater. 'Metal studs must be minimum Fy = 33 ksi. 9Va.d = nominal design wind speed. 10Vun = ultimate design wind speed. 11Wind speed design assumptions per Section 30.4, of ASCE 7-10: Kzt = 1, Kd = 0.85, GCpi = 0.18, GCp = -1.4. "2015 and 2012 IBC Section 1609.3.1, Eqn. 16-33, Va.d=V„n 40.6 ESR- 2290 I Most Widely Accepted and Trusted Page 23 of 27 TABLE 5 -(Vasa 100 MPH; Vin 129 MPH)' ALLOWABLE FASTENER SPACING (IN.) JAMES HARDIE LAP SIDING FASTENED TO ASTM C90 CONCRETE MASONRY UNIT WALL' 2„e,s Building <61/24nch wide 71/4- & 7'/2 -inch wide 8- & 81/4 -inch wide 9'/4- & 02 -inch wide Height (feet) Exposure Exposure Exposure Exposure B C D B C D B C D B C D 0-15 24 24 24 24 24 24 24 24 21 24 23 19 20 24 24 24 24 24 23 24 24 20 24 21 18 30 24 24 24 24 24 21 24 22 19 24 20 17 40 24 24 23 24 24 20 24 21 18 24 19 16 50 24 24 22 24 22 19 24 20 17 24 18 15 60 24 24 22 24 22 19 24 19 17 23 17 15 For SI: 1 inch = 25.4 mm, 1 foot = 305 mm, 1 mph = 0.44 m/s. 'HardiePlank® Lap Siding fasteners must be ET&F Fastening Systems, Inc. ET&F block Nail (ET & F No. ASM -144-125, head diameter. = 0.30 in., shank diameter. = 0.144 in., length = 1.25 -in. long), Max System block Nail (CP -C 832 W7 -ICC, head diameter. = 0.30 in., shank diameter. = 0.145 in., length = 1.3 in.), Aerosmith SurePin block nail (head diameter = 0.30 in., shank diameter = 0.144 in., length = 1.25 in.), or Jaaco Nail Pro (NP145S head diameter = 0.30 in., shank diameter = 0.145 in., length = 1.25 in.). 2Artisan Lap Siding fasteners must be ET&F Fastening Systems, Inc. ET&F block Nail (ET & F No. ASM -144-150, head diameter. = 0.30 in., shank diameter. = 0.145 in., length = 1.5 -in. long), Max System block Nail (CP -C 838 W74CC, head diameter. = 0.30 in., shank diameter. = 0.145 in., length = 1.5 in.), Aerosmith SurePin block Nail (head diameter = 0.30 in., shank diameter = 0.144 in., length = 1.5 in.), or Jaaco Nail Pro (NP145S head diameter = 0.30 in., shank diameter = 0.145 in., length = 1.5 in .).3 Maximum nominal design wind speed (Vazd) shall be 100 mph. Maximum ultimate design wind Speed (V„a) shall be 129 mph. °Interpolation of spacing to address building height and other plank widths is permitted. 'The lap conceals the fasteners of the previous course (Blind Nailed). TABLE 6 --(Vase 110 MPH; Vin 142 MPH); ALLOWABLE FASTENER SPACING (IN.) JAMES HARDIE LAP SIDING FASTENED TO ASTM C90 CONCRETE MASONRY UNIT WALL ''2,4,s Building <02 -inch wide 7'/4- & 7'/2 -inch wide 8- & 81/4 -inch wide 91/4- & 91/2 -inch wide Height (feet) Exposure Exposure Exposure Exposure B C D B C D B C D B C D 0-15 24 24 22 24 24 19 24 21 17 23 19 15 20 24 24 21 24 22 18 24 20 16 23 18 15 30 24 24 20 24 20 17 24 18 15 23 16 14 40 24 22 19 24 19 16 24 17 15 21 15 13 50 24 21 18 24 18 16 22 16 14 20 14 12 60 24 20 18 23 18 15 21 16 14 19 14 12 For SI: 1 inch = 25.4 mm, 1 foot = 305 mm, 1 mph = 0.44 m/s. 'HardiePlank® Lap Siding fasteners must be ET&F Fastening Systems, Inc. ET&F block Nail (ET & F No. ASM -144-125, head diameter. = 0.30 in., shank diameter. = 0.144 in., length = 1.25 -in. long), Max System block Nail (CP -C 832 W7 -ICC, head diameter. = 0.30 in., shank diameter. = 0.145 in., length = 1.3 in.), Aerosmith SurePin block nail (head diameter = 0.30 in., shank diameter = 0.144 in., length = 1.25 in.), or Jaaco Nail Pro (NP145S head diameter = 0.30 in., shank diameter = 0.145 in., length = 1.25 in.). 2Artisan® Lap Siding fasteners must be ET&F Fastening Systems, Inc. ET&F block Nail (ET & F No. ASM -144-150, head diameter. = 0.30 in., shank diameter. = 0.145 in., length = 1.5 -in. long), Max System block Nail (CP -C 838 W74CC, head diameter. = 0.30 in., shank diameter. = 0.145 in., length = 1.5 in.), Aerosmith SurePin block Nail (head diameter = 0.30 in., shank diameter = 0.144 in., length = 1.5 in.), or Jaaco Nail Pro (NP145S head diameter = 0.30 in., shank diameter = 0.145 in., length = 1.5 in.). 'Maximum nominal design wind speed (Vasa) shall be 110 mph Maximum ultimate design wind speed (Vun) shall be 142 mph. °Interpolation to address building height and other plank widths is permitted. 'The lap conceals the fasteners of the previous course (Blind Nailed). TABLE 7-( Vasd 120 MPH; V„), 155 MPH)' ALLOWABLE FASTENER SPACING (IN.) JAMES HARDIE LAP SIDING FASTENED TO ASTM C90 CONCRETE MASONRY UNIT WALL''''` Building 1502 -inch wide 71/4- & 7'/2 -inch wide 8- & 81/4 -inch wide 9'/4- & 02 -inch wide Height (feet) Exposure Exposure Exposure Exposure B C D B C D B C D B C D 0-15 24 23 19 24 20 17 21 18 15 19 16 13 20 24 22 18 24 19 16 21 17 14 19 15 12 30 24 20 17 24 17 15 21 15 13 19 14 12 40 24 19 16 22 16 14 20 14 12 18 13 11 50 24 18 16 21 16 13 18 14 12 17 12 11 60 23 17 15 20 15 13 18 13 11 16 12 10 For SI: 1 inch = 25.4 mm, 1 foot = 305 mm, 1 mph = 0.44 m/s. 'HardiePlank® Lap Siding fasteners must be ET&F Fastening Systems, Inc. ET&F block Nail (ET & F No. ASM -144-125, head diameter. = 0.30 in., shank diameter. = 0.144 in., length = 1.25 -in. long), Max System block Nail (CP -C 832 W7 -ICC, head diameter. = 0.30 in., shank diameter. = 0.15 in., length = 1.3 in.). Aerosmith SurePin block nail (head diameter = 0.30 in., shank diameter = 0.144 in., length = 1.25 in.), or Jaaco Nail Pro (NP145S head diameter = 0.30 in., shank diameter = 0.145 in., length = 1.25 in.). 2Artisan® Lap Siding fasteners must be ET&F Fastening Systems, Inc. ET&F block Nail (ET & F No. ASM -144-150, head diameter. = 0.30 in., shank diameter. = 0.145 in., length = 1.5 -in. long), Max System block Nail (CP -C 838 W74CC, head diameter. = 0.30 in., shank diameter. = 0.145 in., length = 1.5 in.), Aerosmith SurePin block Nail (head diameter = 0.30 in., shank diameter = 0.144 in., length = 1.5 in.), or Jaaco Nail Pro (NP145S head diameter = 0.30 in., shank diameter = 0.145 in., length = 1.5 in.). 'Maximum nominal design wind speed (Va,d) shall be 120 mph. Maximum ultimate design wind speed (V.) shall be 155 mph. °Interpolation to address building height and other plank widths is permitted. 5The lap conceals the fasteners of the previous course (Blind Nailed). ESR- 2290 I Most Widely Accepted and Trusted Page 24 of 27 TABLE 8-( V,sd 130 MPH; V„„ 168 MPH)3 ALLOWABLE FASTENER SPACING (IN.) JAMES HARDIE LAP SIDING FASTENED TO ASTM C90 CONCRETE MASONRY UNIT WALL' 'z,4,s Building <02 -inch wide V/4- & V/2 -inch wide 8- & 8'/4 -inch wide 9/4- & W/2 -inch wide Height Exposure Exposure Exposure Exposure feet B C D B C D B C D B C D 0-15 24 20 16 21 17 14 18 15 12 16 14 11 20 24 19 15 21 16 13 18 14 12 16 13 11 30 24 17 14 21 15 12 18 13 11 16 12 10 40 22 16 14 19 14 12 17 12 11 15 11 9 50 21 15 13 18 13 11 16 12 10 14 11 9 60 20 15 13 17 13 11 15 11 10 13 10 9 For SI: 1 inch = 25.4 mm, 1 foot = 305 mm, 1 mph = 0.44 m/s. 'HardiePlank® Lap Siding fasteners must be ET&F Fastening Systems, Inc. ET&F block Nail (ET & F No. ASM -144-125, head dia. = 0.30 in., shank dia. = 0.144 in., length = 1.25 -in. long), Max System block Nail (CP -C 832 W7 -ICC, head diameter. = 0.30 in., shank diameter. = 0.145 in., length = 1.3 in.), Aerosmith SurePin block nail (head diameter = 0.30 in., shank diameter = 0.144 in., length = 1.25 in.), or Jaaco Nail Pro (NP145S head diameter = 0.30 in., shank diameter = 0.145 in., length = 1.25 in.). 2Artisan Lap Siding fasteners must be ET&F Fastening Systems, Inc. ET&F block Nail (ET & F No. ASM -144-150, head diameter. = 0.30 in., shank diameter. = 0.145 in., length = 1.5 -in. long), Max System block Nail (CP -C 838 W7 -ICC, head diameter. = 0.30 in., shank diameter. = 0.145 in., length = 1.5 in.), Aerosmith SurePin block Nail (head diameter = 0.30 in., shank diameter = 0.144 in., length = 1.5 in.), or Jaaco Nail Pro (NP145S head diameter = 0.30 in., shank diameter = 0.145 in., length = 1.5 in.). 'Maximum nominal design wind speed shall be 130 mph. Maximum ultimate design wind speed (Vun) shall be 168 mph. 'Interpolation to address building height and other plank widths is permitted. 'The lap conceals the fasteners of the previous course (Blind Nailed). TABLE 9-(V,sd 140 MPH; V„h 181 MPH)' ALLOWABLE FASTENER SPACING (IN.) JAMES HARDIE LAP SIDING FASTENED TO ASTM C90 CONCRETE MASONRY UNIT WALL' 2,4,5 Building <024nch wide 7'/4- & 7'/2 -inch wide 8- & 81/4 -inch wide 91/4- & 91/2 -inch wide Height (feet) Exposure Exposure Exposure Exposure B C D B C D B C D B C D 0-15 21 17 14 18 15 12 16 13 11 14 12 10 20 21 16 13 18 14 12 16 12 10 14 11 9 30 21 15 12 18 13 11 16 11 10 14 10 9 40 19 14 12 16 12 10 15 11 9 13 9 8 50 18 13 11 15 11 10 14 10 9 12 9 8 60 17 13 11 15 11 10 13 10 9 12 9 8 For SI: 1 inch = 25.4 mm, 1 foot = 305 mm, 1 mph = 0.44 m/s. 'HardiePlank® Lap Siding fasteners must be ET&F Fastening Systems, Inc. ET&F block Nail (ET & F No. ASM -144-125, head diameter. = 0.30 in., shank diameter. = 0.144 in., length = 1.25 -in. long), Max System block Nail (CP -C 832 W7 -ICC, head diameter. = 0.30 in., shank diameter. = 0.15 in., length = 1.3 in.), Aerosmith SurePin block nail (head diameter = 0.30 in., shank diameter = 0.144 in., length = 1.25 in.), or Jaaco Nail Pro (NP145S head diameter = 0.30 in., shank diameter = 0.145 in., length = 1.25 in.). 2Artisan Lap Siding fasteners must be ET&F Fastening Systems, Inc. ET&F block Nail (ET & F No. ASM -144-150, head diameter. = 0.30 in., shank diameter. = 0.145 in., length = 1.5 -in. long), Max System block Nail (CP -C 838 W7 -ICC, head diameter. = 0.30 in., shank diameter. = 0.145 in., length = 1.5 in.), Aerosmith SurePin block Nail (head diameter = 0.30 in., shank diameter = 0.144 in., length = 1.5 in.), or Jaaco Nail Pro (NP145S head diameter = 0.30 in., shank diameter = 0.145 in., length = 1.5 in.).3Maximum nominal design wind speed shall be 140 mph. Maximum ultimate design wind speed (V,n) shall be 181 mph. °Interpolation to address building height and other plank widths is permitted. 'The lap conceals the fasteners of the previous course (Blind Nailed). TABLE 10 -(V -d 150 MPH; V„n 194 MPH)' ALLOWABLE FASTENER SPACING (IN.) JAMES HARDIE LAP SIDING FASTENED TO ASTM C90 CONCRETE MASONRY UNIT WALL''z,s,s Building <02 -inch wide 7'/4- & 71/2 -inch wide 8- & 8'/4 -inch wide 9'/4- & 02 -inch wide Height (feet) Exposure Exposure Exposure Exposure B C D B C D B C D B C D 0-15 18 15 12 16 13 11 14 11 9 12 10 8 20 18 14 12 16 12 10 14 11 9 12 10 8 30 18 13 11 16 11 9 14 10 8 12 9 7 40 16 12 10 14 10 9 13 9 8 11 8 7 50 15 12 10 13 10 9 12 9 8 11 8 7 60 15 11 10 13 10 8 11 8 7 10 8 7 For SI: 1 inch = 25.4 mm, 1 foot = 305 mm, 1 mph = 0.44 m/s. 'HardiePlank® Lap Siding fasteners must be ET&F Fastening Systems, Inc. ET&F block Nail (ET & F No. ASM -144-125, head diameter. = 0.30 in., shank diameter. = 0.144 in., length = 1.25 -in. long), Max System block Nail (CP -C 832 W7 -ICC, head dia. = 0.30 in., shank dia. = 0.145 in., length = 1.3 in.), Aerosmith SurePin block nail (head diameter = 0.30 in., shank diameter = 0.144 in., length = 1.25 in.), or Jaaco Nail Pro (NP145S head diameter = 0.30 in., shank diameter = 0.145 in., length = 1.25 in.). 2Artisan Lap Siding fasteners must be ET&F Fastening Systems, Inc. ET&F block Nail (ET & F No. ASM -144-150, head diameter. = 0.30 in., shank diameter. = 0.144 in., length = 1.5 -in. long), Max System block Nail (CP -C 838 W7 -ICC, head diameter. = 0.30 in., shank diameter. = 0.145 in., length = 1.5 in.), Aerosmith SurePin block Nail (head diameter = 0.30 in., shank diameter = 0.144 in., length = 1.5 in.), or Jaaco NailPro (NP145S head diameter = 0.30 in., shank diameter = 0.145 in., length = 1.5 in.). 'Maximum nominal design wind speed shall be 150 mph. Maximum ultimate design wind speed (V,n) shall be 194 mph. 'Interpolation to address building height and other plank widths is permitted. 5The lap conceals the fasteners of the previous course (Blind Nailed). ESR- 2290 I Most Widely Accepted and Trusted Page 25 of 27 TABLE 11—ALLOWABLE BASIC WIND SPEEDS (mph) FOR HARDIESHINGLETM (NEW HARDIESHINGLETM) INDIVIDUAL SHINGLE EXTERIOR WALL FINISH 2012 IRC, 2009 IBC/IRC, 2006 2015 IBC/IRC and 2012 IBC IBC/IRC (Ultimate Design Wind Speed, (Basic Wind Speed, V„d''2,6) V."",) For SI: 1 foot = 305 mm, 1 inch = 25.4 mm, 1 mph = 0.44 m/s. 'Wind speed design assumptions per Section 6.5, Method 2, of ASCE 7-05: 1 = 1.0, Kzt = 1, Kd = 0.85, GCpi = 0.18, GCp = -1.4. 2V,sd = nominal design wind speed. 3V�n = ultimate design wind speed. 'Wind speed design assumptions per Section 30.4, of ASCE 7-10: Kzt = 1, Kd = 0.85, GCpi = 0. 18, GCp = -1.4. 62015 and 2012 IBC Section 1609.3.1, Eqn. 16-33, V,,d = V.11 0.6 TABLE 12—ALLOWABLE BASIC WIND SPEEDS (MPH) FOR HARDIESHINGLETM (NEW HARDIESHINGLETM) INDIVIDUAL SHINGLE EXTERIOR WALL FINISH Weather Exposure and Height of Exposure Category Exposure Category Building B C B C Sheathing Type Siding Fastener Type Fastener Location T Minimum /,6 inch thick OSB sheathing complying with DOC -PS 2-95 Min. 0.091 in. shank x 0.221 in. HD x 1 / ,Z in. long corrosion resistant siding Nail (Basic Wind Speed, V..,,"",) feel Sheathing Type Siding Fastener Type Weather Exposure and Fastener Location Height of Exposure Category Exposure Category Binch exposure 0-15 126 110 163 142 20 126 105 163 136 136 110 60 100 2 roofing nails 9 inches from 40 126 95 163 123 163 136 20 126 100 butt edge 60 126 89 163 115 0-15 126 116 163 150 20 126 110 163 142 7inch exposure 0-15 126 126 163 163 20 126 121 163 156 163 142 40 126 105 2 roofing nails 8 inches from 40 126 110 163 142 Minimum is/32 inch thick Min. 0.121 in. shank x 0.371 in. HD x 04 in. long butt edge 60 126 105 163 136 plywood complying with DOC corrosion resistant roofing 0-15 126 126 163 163 PS 1-95 Nail 6inch exposure 20 126 126 163 163 2 roofing nails 7 inches from 40 126 121 163 156 butt edge 60 126 116 163 150 S inch exposure 0-15 126 126 163 163 20 126 126 163 163 2 roofing nails 6 inches from 40 126 121 163 156 butt edge 60 126 116 163 150 For SI: 1 foot = 305 mm, 1 inch = 25.4 mm, 1 mph = 0.44 m/s. 'Wind speed design assumptions per Section 6.5, Method 2, of ASCE 7-05: 1 = 1.0, Kzt = 1, Kd = 0.85, GCpi = 0.18, GCp = -1.4. 2V,sd = nominal design wind speed. 3V�n = ultimate design wind speed. 'Wind speed design assumptions per Section 30.4, of ASCE 7-10: Kzt = 1, Kd = 0.85, GCpi = 0. 18, GCp = -1.4. 62015 and 2012 IBC Section 1609.3.1, Eqn. 16-33, V,,d = V.11 0.6 TABLE 12—ALLOWABLE BASIC WIND SPEEDS (MPH) FOR HARDIESHINGLETM (NEW HARDIESHINGLETM) INDIVIDUAL SHINGLE EXTERIOR WALL FINISH For SI: 1 foot = 305 mm, 1 inch = 25.4 mm, 1 mph = 0.44 m/s. 'Wind speed design assumptions per Section 6.5, Method 2, of ASCE 7-05: 1 = 1.0, Kzt = 1, Kd = 0.85, GCpi = 0.18, GCp = -1.4. 2V,sd = nominal design wind speed. 3Vm, = ultimate design wind speed. °Wind speed design assumptions per Section 30.4, of ASCE 7-10: Kzt = 1, Kd = 0.85, GCpi = 0.18, GCp = -1.4. s 2015 and 2012 IBC Section 1609.3.1, Eqn. 16-33, V„d = V, 0.6 TABLE 13—ALLOWABLE BASIC WIND SPEEDS (MPH) FOR HARDIESHINGLET”' (NEW HARDIESHINGLETM) INDIVIDUAL SHINGLE EXTERIOR WALL FINISH 2012 IRC, 2009 IBC/IRC, 2006 2015 IBC/IRC and 2012 IBC Sheathing Type Siding Fastener Type Weather Exposure and Fastener Location Height of IBC/IRC (Ultimate Design Wind Speed, Building B C feet B C T Minimum /,6 inch thick OSB sheathing complying with DOC -PS 2-95 Min. 0.091 in. shank x 0.221 in. HD x 1 / ,Z in. long corrosion resistant siding Nail (Basic Wind Speed, V..,,"",) V„ 3.4) Sheathing Type Siding Fastener Type Weather Exposure and Fastener Location Height of Exposure Category Exposure Category Building B C feet 8 C 123 123 7inch exposure 3 nails for shingles greater than 8 in. wide, 2 nails for shingles 8 in. wide and narrower, 8 inches from drip edge Binch exposure 2 siding nails 9 inches from butt edge 0-15 126 89 163 115 20 126 89 163 115 40 105 85 136 110 60 100 129 r Minimum /,6 inch thick OSB sheathing complying with DOC -PS 2-95 Min. 0.091 in. shank x 0.orr Min.. n. rex 1'/2 in. long corrosion resistant siding Nail 7inch exposure 2 siding nails 8 inches from butt edge 0-15 126 105 163 136 20 126 100 163 129 40 121 95 156 123 60 116 89 150 115 6inch exposure 2 siding nails 7 inches from butt edge 0-15 126 116 163 150 20 126 110 163 142 40 126 105 163 136 60 126 95 163 123 5inch exposure 2 siding nails 6 inches from butt edge 0-15 126 116 163 150 20 126 110 163 142 40 126 105 163 136 60 126 95 163 123 For SI: 1 foot = 305 mm, 1 inch = 25.4 mm, 1 mph = 0.44 m/s. 'Wind speed design assumptions per Section 6.5, Method 2, of ASCE 7-05: 1 = 1.0, Kzt = 1, Kd = 0.85, GCpi = 0.18, GCp = -1.4. 2V,sd = nominal design wind speed. 3Vm, = ultimate design wind speed. °Wind speed design assumptions per Section 30.4, of ASCE 7-10: Kzt = 1, Kd = 0.85, GCpi = 0.18, GCp = -1.4. s 2015 and 2012 IBC Section 1609.3.1, Eqn. 16-33, V„d = V, 0.6 TABLE 13—ALLOWABLE BASIC WIND SPEEDS (MPH) FOR HARDIESHINGLET”' (NEW HARDIESHINGLETM) INDIVIDUAL SHINGLE EXTERIOR WALL FINISH For Sl: 1 foot = 305 mm, 1 inch = 25.4 mm, 1 mph = 0.44 m/s. 'Wind speed design assumptions per Section 6.5, Method 2, of ASCE 7-05: 1 = 1.0, Kzt = 1, Kd = 0.85, GCpi = 0.18. GCp = -1.4. 2V,gd = nominal design wind speed. 3V�6 = ultimate design wind speed. °Wind speed design assumptions per Section 30.4, of ASCE 7-10: Kzt = 1, Kd = 0.85, GCpi = 0.18, GCp = -1.4. 62015 and 2012 IBC Section 1609.3.1, Eqn. 16-33, V„d = V,,,, 0.6 2012 IRC, 2009 IBC/IRC, 2006 IBCIIRC (Basic Wind Speed, V„d''”) 201518CIIRC and 2012 IBC (Ultimate Design Wind Speed, V,,, 3'4) Sheathing Type Siding Fastener Type Weather Exposure and Fastener Location Height of Exposure Category Exposure Category Building B C feet B C T Minimum /,6 inch thick OSB sheathing complying with DOC -PS 2-95 Min. 0.091 in. shank x 0.221 in. HD x 1 / ,Z in. long corrosion resistant siding Nail 8inch exposure, 3 nails for shingles greater than 8 in. wide, 2 nails for shingles 8 in. wide and narrower, 9 inches from drip edge 0-15 116 116 150 150 20 110 110 142 142 40 10 0 0 100 129 129 60 95 123 123 7inch exposure 3 nails for shingles greater than 8 in. wide, 2 nails for shingles 8 in. wide and narrower, 8 inches from drip edge 0-15 126 126 163 163 20 121 121 156 156 40 110 110 142 142 60 105 105 136 136 6inch exposure 3 nails for shingles greater than 8 in. wide, 2 nails for shingles 8 in. wide and narrower, 7 inches from drip edge 0-15 126 126 163 163 20 126 126 163 163 40 126 126 163 163 60 121 121 156 156 5inch exposure 3 nails for shingles greater than 8 in. wide, 2 nails for shingles 8 in. wide and narrower, 6 inches from drip edge 0-15 126 126 163 163 20126 126 163 163 40 126 126 163 163 60 1 121 121 156 1 156 For Sl: 1 foot = 305 mm, 1 inch = 25.4 mm, 1 mph = 0.44 m/s. 'Wind speed design assumptions per Section 6.5, Method 2, of ASCE 7-05: 1 = 1.0, Kzt = 1, Kd = 0.85, GCpi = 0.18. GCp = -1.4. 2V,gd = nominal design wind speed. 3V�6 = ultimate design wind speed. °Wind speed design assumptions per Section 30.4, of ASCE 7-10: Kzt = 1, Kd = 0.85, GCpi = 0.18, GCp = -1.4. 62015 and 2012 IBC Section 1609.3.1, Eqn. 16-33, V„d = V,,,, 0.6 ICC -ES Evaluation Report ESR -2290 CBC and CRC Supplement Reissued March 2018 This report is subject to renewal March 2020. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 16 OO—Sheathing DIVISION: 07 00 00—THERMAL AND MOISTURE PROTECTION Section: 07 46 46—Fiber-Cement Siding REPORT HOLDER: JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CALIFORNIA 92337 (800) 942-7343 www.iameshardie.com info(a_iameshardie.com EVALUATION SUBJECT: HARDIESHINGLE TM (NEW HARDIESHINGLE) PANELS, HARDIEPLANKTM LAP SIDING, ARTISAN® LAP SIDING, AND HARDIESHINGLETM (NEW HARDIESHINGLE) INDIVIDUAL SHINGLES 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that HARDIESHINGLEM (NEW HARDIESHINGLE®) PANELS, HARDIEPLANKTm LAP SIDING, ARTISAN® LAP SIDING, AND HARDIESHINGLEM (NEW HARDIESHINGLE®) INDIVIDUAL SHINGLES, recognized in ICC -ES master evaluation report ESR -2290, have also been evaluated for compliance with the codes noted below. Applicable code editions: ■ 2016 California Building Code® (CBC) ■ 2016 California Residential Code (CRC) 2.0 CONCLUSIONS 2.1 CBC: The HARDIESHINGLETM (NEW HARDIESHINGLE®) PANELS, HARDIEPLANKT° LAP SIDING, ARTISAN® LAP SIDING, and HARDIESHINGLEM (NEW HARDIESHINGLE®) INDIVIDUAL SHINGLES described in Sections 2.0 through 7.0 of the master evaluation report ESR -2290, comply with CBC Chapter 14, provided the design and installation are in accordance with the 2015 International Building Code® (IBC) provisions noted in the master report and the additional requirements of CBC Chapters 14, 17, and 17A, as applicable. The use of the products in construction of noncombustible or ignition -resistant exterior walls of new buildings located in any Fire Hazard Severity Zone within State Responsibilitx Areas or any Wildland–Urban Interface Area requires installation in accordance with the 2015 International Building Code (IBC) provisions of the master report and the additional requirements of CBC Sections 701A.3, 704A.3 and 707A.3, as applicable. 2.2 CRC: The HARDIESHINGLETM (NEW HARDIESHINGLE®) PANELS, HARDIEPLANKTM LAP SIDING, ARTISAN® LAP SIDING, and HARDIESHINGLETM (NEW HARDIESHINGLE®) INDIVIDUAL SHINGLES, described in Sections 2.0 through 7.0 of the master evaluation report ESR -2290, comply with CRC Chapter 7, provided the design and installation are in accordance with the 2015 International Residential Code (IRC) provisions noted in the master report. ICC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not speciitically addressed, nor are they to be construed as at endorsement of the subject of the report or a recommendation for its use. There is no warrantv by ICC Evaluation Service, LLC, express or implied, as to any finding or other mutter in this report, oras to any product covered by the report. +.. .... Copyright © 2018 ICC Evaluation Service, LLC. All rights reserved. Page 26 of 27 ESR-2290 I Most Widely Accepted and Trusted Page 27 of 27 The use of the products in construction of noncombustible or ignition-resistant exterior walls of new buildings located in any Fire Hazard Severity Zone within State Responsibility Areas or any Wildland—Urban Interface Area requires installation iv. accordance with the 2015 International Residential Code° (IRC) provisions of the master report and the additional requirements. of CRC Sections R337.1.3.1 and R337.7, as applicable. The products recognized in this supplement have not been evaluated for compliance with the International Wildland--Urban Interface Code . This supplement expires concurrently with the master report, reissued March 2018.