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120 JACKSON RD RES18-0397 new townhouse permit RESIDENTIAL PERMIT PERMIT NUMBER RES18-0397 j CITY OF ATLANTIC BEACH ISSUED: 1/28/2019 800 SEMINOLE ROAD ATLANTIC BEACH. FL 32233 EXPIRES: 7/27/2019 MUST CALL INSPECTION • • • 1 i 247-5814 BY 4 PM FORDAY • • ALL •RK MUST CONFORM TO THE CURRENT 6TH EDITION1 OF • ' ! + BUILDING CODE, NEC, IPMC, AND CITY OF ATLANTIC +CH CODE OF ORDINANCES . ALL • ! i OF PERMIT APPLY,,PLEASE READ CAREFULLY. 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. JOB ADDRESS: PERMIT TYPE. DESCRIPTION: VALUE OF WORK: 120 JACKSON RD RESIDENTIAL NEW SINGLE NEW ATTACHED SINGLE $209458.65 FAMILY RESIDENCE FAMILY TYPE OFBUILDING USE • :D • • • GROUP: 172140 0000 DONN ERS S/D PT LOT 2 17- • ADDRESS: MATHIEU BUILDERS 38 W 9TH ST ATLANTIC BEACH FL 32233 • + DD• YCITY: STATE: ZIP: . . �. . AF AB VENTURE LLC 1738 SELVA MARINA DR ATLANTIC BEACH FL 32233 WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. 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 fit er iiesh 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 RESIDENTIAL PERMIT PERMIT NUMBER RES18-0397 R V� CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ISSUED: 1/28/2019 ATLANTIC BEACH. FL 32233 EXPIRES: 7/27/2019 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,JDog/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 SE\NER CLEAN OUT INFORMATIONAL Notes: Ensure all meter boxes,sewer cleanouts and valve covers are set to grade and visible. 11 PUBLIC UTILITIES RT1 SEWER CLEANOUT INFORMATIONAL Notes: A sewer cleanout must be installed at the property line. Cleanout must be covered with an RTl concrete box with metal lid. Cleanout to be set to grade and visible. DESCRIPTION ACCOUNT QUANTITY PAID AMOUNT BUILDING PERMIT 455-0000-322-1000 0 $810.00 Issued Date: 1/28/2019 2 of 3 `% RESIDENTIAL PERMIT PERMIT NUMBER RES18-0397 CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ISSUED: 1/28/2019 ATLANTIC BEACH. FL 32233 EXPIRES: 7/27/2019 BUILDING PLAN CHECK 455-0000-322-1001 0 $405.00 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 $18.23 STATE DCA SURCHARGE 455-0000-208-0600 0 $12.15 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:$7,510.38 Issued Date: 1/28/2019 3 of 3 City of Atlantic Beach APPLICATION NUMBER ms`s Building Department (To be assigned by the Building Department.) s 800 Seminole Road 11 /� Atlantic Beach, Florida 32233-5445 V� C `c� i 0 Phone(904)247-5826 - Fax(904)247-5845 E-mail: building-dept@coab.us Date routed: 1 Z City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: ZC _� cy, KSo i\') �.� Department review required Yes No Buildin ( Applicant: I C U l� ( L�Fa—nn ing &Zonin }, Tree Administrator Project: MLAt U) ( _CTAC(A1E3 �liyGP elnu—b—lic Utilities f PWYL L(_� �2 �S t O C fly CE Public Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified B 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. Wenied. ❑Not applicable (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed by: Date: 12'/�"!� 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 OFFICE COPY Building Permit Application Updated 10/9/18 -1 City of Atlantic Beach Building Department "ALL INFORMATION 800 Seminole Road,Atlantic Beach, FL 32233 HIGHLIGHTED IN GRAY Phone: (904)247-5826 Fax' (904)247-5845 Email: Building-Dept@coab.us IS REQUIRED. Job Address: ),90 Jae-le-56" 19/3 Permit Number: 4�C � () Z-c)7 Legal Description � U 1 Ly 7 �CcL'K S1/I. �J t7 RE# 05 I Valuation of Work(Replacement Cost)$ /30 0600 a Heated/Cooled SF Non-Heated/Cooled- C) Z • Class of Work: 4nNew ❑Addition ❑Alteration ❑Repair ❑ ove ❑Demo ❑Pool ❑Window/Door • Use of existing/proposed structure(s): Commercial Residential • If an existing structure,is afire sprinkler system installed?: E]Yes ®No dde),v • Will trees be removed in association with ro osed roiect? es must submit se arate Tree Removal Permit E Describe in detail the a of work to be performed- '�f / type P �� c� C d n SfJ�r C{r UY'1 �� "'�cc)d S /)f/E TGL/►'1' O Oc/ sr h orale?S D"I ivy& `Qod . --77<<c,-6on 101x« cJ Florida Product Approval# for multiple products use product approval form Property Owner Information Name 19C 19r3 AddressrnO( r6!/I. City -t, -et State F/, Zip J oZ o`l�I� Phone LfO q �IL 5 E-Mail GL fU S Jq O (XD Owner or Agent(If Agent,Power of Attorney or Agency Letter Required) n/a Contractor Information r ` r Name of Com�,gany 4(mi ey lav rr/c��tn5 Qualifying Agent Address c� �� City 7z�ue� .c. to J Zip v2 Office Phone 1770 :9/A 3e061 Job Site Contact Number State Certification/Registration!!#, Q E-Mail TDO5�1 Architect Name&Phone# l7G rle_ et r".5 q 0 q CCi ` Lo ls2 Engineer's Name&Phone# Workers Compensation Insurer 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 RECC,XDING YO N TICE OF, rk ENT. ' 1 �{/ (Signature of Owner or Agent) (Signature of Contractor) S ed and sworn to(or affir e )before me thi r day of Sind and sworn to(or armed)before me this �day of 7 by oO y0 ! 0 by 3 4! (Signat f tary) VISignature of Notary) c -40� Nota Public State of Florida Notary rst�trally Kt�wm ._ ..- Personally Known OR W Heather Brownip` ESPt' " I. Produced Identification ` My Commission FF 23914{ ProdudlkJafifatwn� ( orer Expires 06/09/2019 ON F 1 } �ypelf rili� eci®fi 924551 ape of Identification: X RES:Octoter E,2019 obe;; V7T'5i 9c,dad?hm fdc. Pucli ary c Und ,izry Pu Lc U lerrr�ters� -- 26h OFFICE COPY PERMITTED BUILDING DATA DO NOT WRITE BELOW — OFFICE USE ONLY Applicable Codes: 6`h Edition (2017) Florida Building Code DEVELOPMENT SIZE: Habitable Space (ft')/6'// Non-Habitable Space (ft') 5'92 LAND INFORMATION: Zoning District ? Flood Zone JG Minimum FFEa./J, '37 BUILDING INFORMATION: Construction Type Occupancy Group �.�rlt {'a►,,;(r d ,, pl ev Number of Stories 2 Max Occupancy Load Fire Sprinklers Required PVA- CONDITIONS/ COMMENTS: Rev. 2.7.2018 �t�r,,, City of Atlantic Beach APPLICATION NUMBER } � Building Department (To be assigned by the Building Department.) 800 Seminole Road ,� r Atlantic Beach, Florida 32233-5445 Phone(904)247-5826 • Fax(904)247-5845 E-mail: building-dept@coab.us Date routed: z L' City web-site: http://wwvv.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: ZOC'_I�SC�I� �� Department review required Yes No /� rr Buildin Applicant: ► `� \ L !C U l� L7 i L_J__*'�G_2Sarming & Zonin Tree Administrator Project: I... P_Qllks rP—ublic Utilities3 Public Safety 1 Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: 2rApproved. []Denied. ❑Not applicable Circle one.)) Comments: BUILDING PLANNING & ZONING Reviewed by: e= �� Date: 12 b— 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 APPLICATION NUMBER tis r � Building Department (To be assigned by the Building Department.) 800 Seminole Road �'�� j r� Atlantic Beach, Florida 32233-5445 Phone(904)247-5826 • Fax(904)247-5845 t E-mail: building-dept@coab.us -` Date routed: ! Z City web-site: http://www.coab.usFr ZrJ. APPLICATION REVIEW AND�TRACKING FORM Property Address: ZO l�s�� Department review required Yes No n n Buildin Applicant: �4 !C U �� f C�D��S arming &Zonin y, Tree Administrator Project: Iy(`,(,tJT��CC E� �(N&C_t P ublic Utilities F A-VYl L(_�-j �2 ES t QC E I Public Safety / Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: ©Approved. ❑Denied. []Not applicable (Circle one.) Comments: 'Iw BUILDING PLANNING &ZONING Reviewed by: 0.;it2 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 BeachAPPLICATION NUMBER Building Department �.. (To be assigned by the Building Department.) 'i 800 Seminole Road c (l Atlantic Beach, Florida 32233-5445 nFC e �� • `, v Phone (904)247-5826 • Fax(904)247-584 :1 218 } i r s v E-mail: building-dept@coab.us Date routed: ! z City web-site: http://www.coab.us BY, .L_ APPLICATION REVIEW AND TRACKING FORM Property Address: I � l�S�� Department review required Yes No (� Buildin Applicant: IL4 lC(U �� ( �-L��ZSefanning &Zonin ` Tree Administrator Project: /V(-`�c t� `STA C(A C0 �I NGcf P c ublic Utilities f AYYLL(�� +2 ES [ QCr'U 0e Public Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept.of Environmental Protection Florida Dept.of Transportation St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: Approved. []Denied. ❑ of"icable (Circle one.) Comments: BUILDING P lows -fro Ivy, 4 LAsi✓- -o1kk- PLANNING &ZONING Reviewed by: Date:_14—/0 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 Jacksonville, FL 32233 (904) 247-5834 NEW WATER / SEWER TAP REQUEST Date �� %�� _ � Service Address � ZO ilfi�1'ek-) d� Number of Units Commercial Residential Multi-Family New Water Tap(s) & Meter(s) Meter Size(s) 3Sq New Irrigation Meter Upgrade Existing Meter from to (size) New Reclaim Water Meter Size New Connection to City Sewer Applicant Name Billing Address City State Zip Phone Email Applicant Signature CITY STAFF USE ONLY Application # Water System Development Charge $�, ✓yv� Sewer System Development Charge $ , U C®, Lo Water Meter Only $ Reclaim Meter Only $ Water Meter Tap $ , Sewer Tap $ Cross Connection $ Other $ TOTAL $ O 40 . on (Notes) APPROVED Date Public Utilities Director or Authorized Signoture ALL TAP REQUESTS MUST BE APPROVED BY THE PUBLIC UTILITIES DEPARTMENT BEFORE FEES CAN BE ASSESSED W, CITY OF ATLANTIC BEACH f 800 SEMINOLE ROAD r yr OFFICE C0PY ATLANTIC BEACH, FL 32233 (904) 247-5800 BUILDING REVIEW COMMENTS Date: 12/13/2018 Permit#: RES18-0397 Site Address: 120 JACKSON RD Review Status: denied REM 172140 0000 Applicant: MATHIEU BUILDERS Property Owner: AF AB VENTURE LLC Email:dustin@mathieubuilders.com Email: AFORS1960@AOL.COM Phone: 9048133661 Phone: 9047163797 THIS REVIEW IS ONE OF MULTIPLE DEPARTMENT REVIEWS. Revisions may not be submitted until ALL departments have completed their respective reviews. Revisions submitted MUST respond to EACH department review. Submittals that respond to only one or a few correction items will not be accepted. Correction Comments: 1. Installation instructions submitted for MI sliding glass door,FL#15332.2 are out dated and Inco ect. Resubmit the updated version. 2 copies. 2. Installation instructions submitted for the fixed window from MI,FL# is the same as the# submitte for Ithe double hung. There is no fixed window installation under that window. Verify with your windo supplier. Resubmit the correct FL3 and installations instructions. 2 copies. 3. From the last page submitted for the C.H.I. OVERHEAD DOORS (garage sectional),high light e correct MAX TRACK BRACKET SPACING on the table provided. Resubmit this page to be sed on the final inspection for the building when the garage roll up door will be inspected. 4. Submit 2 copies each of the ICC-ES Evaluation Report for Artisan Lap Siding and Tri ardiePanel Siding, and Hardie Plank Lap Siding. 5. d not receive the installation instructions for the Therma Tru door, FL# 52 1 copy needed. 6. F . edlined page E-1 to show change of location of smoke/carbon oxide detector to be with-in 1 Oft of bedroom doors on second floor hallway. Building Mike Jones Building Inspector/Plans Examiner City of Atlantic Beach 800 Seminole Road Atlantic Beach, FL 32233 904.247.5844 Email:mjones@coab.us W Resubmittal Notes: All revisions and changes shall clearly stand out from the rest of the drawing on the sheet as a revision by way of completely encircling the change with "clouding".The revision shall also be identified as to the sequence of revision by indicating a triangle with the revision sequence number within it and located adjacent to the cloud.The revision date and revision sequence number shall also be indicated in a conspicuous location in the title block for each sheet on which a revision for that sequence occurs. For projects still in the initial review stage and permit pending, all sheets with revisions shall be inserted into each set of drawings.The original sheets must be clearly marked "VOID" but are to be left within the set of drawings. Complete new sets of drawings will not be accepted.ADDITIONAL ITEMS MAY BE REQUIRED DEPENDING UPON NEW INFORMATION AND CLARITY OF FINAL PLANS SUBMITTED FOR REVIEW. • OFFICE COPY w,- PRODUCT APPROVAL INFORMATION SHEET FOR THE CITY OF ATLANTIC BEACH, FLORIDA (*REQUIRED) *Project Address: 116-120 Jackson Road Permit#:JCS4- Q3`7 fo,-3,9� *owner/Project Name: AFAB Ventures/116/120 Townhomes 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 ,nom 2. Sliding 01 b✓;n4(0")J -Ao ex 5�.;�1 to !/ _ ( 5 35 Y 3.Sectional 4.Garage Roll-Up uc► ( oe,cs S Z S o 5.Automatic 6. Other B.WINDOWS 1. Single hung I W� J 351(o 174 2. Horizontal slider 3. Casement 4. Double hung / 5. Fixed I Wf fd� wr �S'fo 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 .mss r�ti��e .;f .� � -3 a 5 2. Underlayments 4��,u, ` �c- ` `�— ��3`%L 3. Roofing fasteners 4. Nonstructural metal roof S. Built-up roofing 6. Modified bitumen 7. Single ply roofing 8. Roofing tiles 9. Roofing insulation 10.Waterproofing 11.Wood shingles/shakes 12. Roofing slate 13. Liquid applied roofing 14.Cement-adhesive coats 15. Roof tile adhesive 16. Spray applied polyurethane roof 17. Other Page 2 of 4 Updated 10/17/18 Category/Subcategory Manufacturer Product Description Limitation of Use State# Local# E.SHUTTERS 1.Accordion 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: dustin@mathieubuilders.com Cell Phone Number: Fax Number: Page 4 of 4 Updated 10/17/18 r Allchor: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. chment fasteners ITW Ramset/Redhead Large Diameter Tapcon,3/8"diameter,minimum 4"long with washer that conforms to ANSI B 18.22.1 F F I C E COPT / Simplon 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. g^ 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. g" 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. / FASTENER SPACING(inches) 2500 psi concrete Filled CMU Simpson ITW Tapcon strong-Tie DOOR WIDTH(feet and inches)at a given DESIGN PRESSURE(PSF) 1/4" 114" 318" 318 318" 318" 14psf 17psf 20psf 24psf 28psf 32psf 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'-30 7'-11 7'-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'-1 30'-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'-S 13'-3 11'-7 10'-3 9'-3 8'-5 7'-8 T-0 6'-4 5'-10 5'-4 4'-11 4'-6 4'-3 T-11 24 18 24 22 24 16 28'-10 23'-9 20'-2 16'-10 14'-5 12'-7 11'-2 30'-1 9'-2 8'-5 7'-7 6'-11 6'-5 5'-10 5'-4 4'41 4'-7 4'-4 24 17 24 20 24 16 31'-9 26'-2 22'-3 18'-6 15'-10 13'-30 12'-4 11'-1 30'-1 T-3 8'-4 7'-8 7'-0 6'-5 5'-11 5'-5 S'-1 4'-9 24 15 1 24 18 1 24 16 34'-3 28'-2 24'-0 20'-0 17'-1 15'-0 13'-4 12'-0 10'-10 10'-0 9'-0 1 8'-3 7'-7 1 6'-11 6'-4 5'-11 5'-6 5'-1 24 15 24 17 16 16 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 T-4 6'-9 6'-3 5'-10 5'-5 Highest anchor installed at 22 13 24 16 16 8 n/a 32'-3 27'-5 22'-10 19'-7 17'-1 1S'-2 13'-8 12'-5 11'-5 10'-4 9'-5 8'-8 7'-11 7'-3 6'-9 6'-3 5'-10 least as high as door opening. 0 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 30'-10 9'-11 9'-1 8'-4 7'-8 7'-1 6'-7 6'-2 Anchors to be evenly•s P'aced between 19 12 24 14 16 8 n/a n/a 31'-4 26'-1 22'-5 19'-7 17'-5 15'-8 14'-3 13'-0 11'-30 10'-9 9'-11 9'-1 8'-4 T-8 7'-2 6'-8 the header and the floor. 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 10'-5 9'-7 8'-10 8'-3 7'-8 16 1 10 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 T-4 8'-9 8'-2 14 8 24 10 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 9 8 8 n/a n/a n/a n/a n/a 30'-11 27'-5 24'-8 22'-5 20'-7 18'-8 17'-0 1S'-8 14'-4 13'-2 12'-2 11'-4 10'-7 2x6 structural grade lumber. 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 17'-7 16'-2 1 14'-9 13'-7 12'-7 11'-8 10'-11 May be counterbored up to 3/8"deep 30 6 17 7 8 n/a n/a n/a n/a n/a n/a n/a 1 32'-0 28'-9 26'-2 24'-0 21'-8 19'-10 18'-3 16'-8 15'-4 14'-2 13'-2 12'-4 at each anchor location to provide a 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 24'4 22'-0 20'-3 18'-6 17'-0 15'-9 14'-8 13'-9 flush mounting surface. 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'-11 28'-0 25'-7 23'-6 21'-6 19'-9 18'-3 17'-0 15'-11 n/a I 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'-30 22'-10 21'-2 19'-8 18'-5 e a 14psf 17psf 20psf 24psf 28psf 32psf 36psf 40psf 44psf 48psf 53psf S8psf 63psf 69psf 75psf 81psf 87psf 93psf 2500 psi concrete Filled CMU First anchor to Stan at no more than rte" Wedge- DOOR WIDTH feet and inches ata given DESIGN PRESSURE PSF half the fastener spacing distance and ITW Tapcon ITW LDT HD All ( ) g ( ) no less than the minimum edge distance. 1/4" 1/4" 3/8" 3/8" 3/8" 3/8" FASTENER DIAMETER • 1.75" 1.75" 2.5" 2.5" 2.75" 2.68" EMBEDMENT LENGTH 1-1/8" 7/8" 1-1/2" 1" 1-1/8' 1-1/8"WASHER DIAMETER 2-1/2"2-1/2" 3" 3" 4" 4" EDGE DISTANCE Supporting structural elements shall be designed by a registered 508# 319# 859# 371# 480# 340# FASTENER LOAD CAPACITY r , professional engineer for wind loads in addition to other loads. This drawing docs not address the jamb/wall design,but only door attachment.Jamb/wall construction is shown only for illustration \\\\ E• scip purposes. The building designer is responsible for ensuring that the amb/wall is sufficient to carry the door live and static loads. This �� 0 V\G �� Digitally signed by John E.Seates P.E. � .� � J drawing does not address the spring pad connections. Registered professional engineer may approved an alternative design. Manufacturer's installation instructions must be followed. Date:2018.02.07 15:11:58-06'00 � No.51737 �� P g Y�PP g SCALE Maximum spacing shown in chart. — r * ;* �0� nolle John E.Scales,P.E. Lesser spacing may be used to avoid interference with door hardware 2560 King Arthur,Ste 124-54 'O STATE OF �'W and or fastening system,but not less than 6". j1 4/ 2-18-2015 Lewisville,TX 75056 Load per jamb=0.5 x door width x max positive pressure x door height. Florida P.E.#51737 8"CMU block walls shall comply with ASTM C90. TXPE 56308,F-2203 ///�SS/�Np4 fp��\\� Back Jamb Attachment Detail Use minimum 2000 psi grout or concrete when filling CMU. ///11 1,\�� Concrete Anchors CMU fastener spacing distance may vary+/-1". L Professional Engineer's seal provided only for verification of windload construction Atails. C.H.I. Drawing: BJA-101 Rev.-07 Use SP values only if both structure and jamb are Southern Pine. IR"MIN I/2 MIN 1/2'MIN 1/2"MIN Use SPF values when Spruce-Pine-Fir is present in structure or jamb material. ATTACHMENT OF Lesser spacing may be used to avoid interference with door hardware and or fastening system. 2x6 WOOD JAMB ATTACHMENT OF Maximums spacing shown in chart. 2x6 WOOD]AMB P g %2"SHEATHING ON SHEATHING Lag screw:3/8"diameter x 3"minimum long;must conform to ANSI/ASME B18.2.1 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-l/8"minimum outside diameter,must conform to ANSI B18.22.1 type A. Y8"x 3"LAG SCREWS Pre-drill 1/4"diameter pilot holes for lag screw insertion. 1-1/2"minimum lag screw edge distance required. Spruce-Pine-Fir(SPF) �2"SHEATHING J MAX LAG SCREW SPACING(Inches)FOR DOOR WIDTH (max)vs DESIGN PRESSURE Yk"x 3-1/2"LAG SCREWS keep each area MAX WIDTH DESIGN PRESSURE IN POUNDS-PER-SQUARE-FEET(PSF) clear of any back 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 jamb attachment <_9' 24" 24" 24" 24" 24" 24" 24" 24" 24" 24" 24" 24" 24" 24" fasteners 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" 1 14' 24" 24" 24" 24" 24" 24" 24" 24" 22" 21" 19" 17" 16" 15" ® S.. 15' 24" 24" 24" 24" 24" 24" 24" 23" 21" 19" 18" 16" 15" 14" treader 1171 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" K.. 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" 9" 3" 24' 24" 24" 24" 22" 20" 17" 16" 14" 13" 12" 11" 10" 91. 9.' 26' 24" 24" 24" 21" 18" 16" 14" 13" 12" 11" 10" 9" 8" 8" 30' 24,. 24" 21" 18" 16.' 14" 12" 11" 10" 9" 9" 8" 7" 7" Southern Pine(SP) MAX LAG SCREW SPACING(Inches)FOR DOOR WIDTH(max)vs DESIGN PRESSURE ° MAX WIDTH DESIGN PRESSURE IN POUNDS-PER-SQUARE-FEET(PSF) 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 510' 24" 24" 24" 24" 24" 24" 24" 24" 24" 24" 24" 24" 24" 24'• Highest anchor installed at 12' 24" 24" 24" 24" 24" 24" 24" 24" 24" 24" 24" 24" 24" 23" least as high as door opening. 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" Anchors to be evenly spaced between 18' 24" 24" 24" 24" 24" 24" 24" 24" 22" 21" 19" 17" 16" 15" the header and the floor. 20' 24" 24" 24" 24„ 24" 24" 24" 22" 20" 191. 17" 16" 14" 14" 22' 24" 24„ 24" 24" 24" 24" 22„ 20" 18" 17" 16" 14" 13" 12" • o 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" 2x6 structural grade lumber. 30' 24" 24" 24" 23" 20" 18" 16" 15" 13" 12" 11" 10" 9" 9" May be counterbored up to 3/8"deep at each anchor location to provide a r flush mounting surface. \\� E SCq j First anchor to start at no more than `\\\,Q?v�G E N 8F•�t� nolle[ e sthan the minimum s nimum edge distance. I . No. 51737 Digitally signed by John E.Scates P.E= * __ Date:2018.02.07 15:11:28-06'00' -0 STATE OF 00= SCALE none Southern Pine(SP)specific gravity=0.55;load per anchor=620 pounds. '•� IIID^ IULJI �aO Spruce-Pine-Fir(SPF)specific gravity=0.42;load per anchor=482 pounds. /O� -R�OR��P.'G\�\�� V❑ ❑ ❑ O0� DATE 4-25-2017 Maximum load per jamb=0.5 x(door height)x(door width)x(maximum positive pressure) ///$' ' --- --�� \\\ These charts do not address spring ad connections to the building. John E.Scales,P.E. / /0"t. P g P g 2560 Kin Arthur,Ste 124-54 /��/ , � Back Jamb Attachment Detail Alternative design may be approved by a registered professional engineer. g //11 I I 1`Lewisville,TX 75056 �' La Screw Supporting structural elements shall be designed by a registered professional � 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. C.H.I. Drawing: BJA-102 RCV.-0�i Self tapping screws (with steel) Screw:1/4"dia x 3/4"self tapping screw;must conform to ANSI/ASME B18.2.I. 100" x 1" fillet welds track Welds performed b a Certified Welder or inspected h a USE 9/l6" �ri'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. reverse DIAMETER 12 gauge or X6"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. le WASHER� Use all necessary precautions when welding galvanized steel. g ;9/16" CREW HEAD angle Washer not required if fastener head has minimum 9/16"outside diameter. S LESS THAN g Lowest fastener to be within 10-inches of the floor Welds to el evenly spaced between header and floor. DIAMETER Maximum spacing shown in chart. Lesser spacing may be used to avoid interference Lowest weld to welds 1mb re u of the Floor with door 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 charts 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 ATTACHMENT SPACING(inches) contour and checked to ensure soundness. SCREWS SCREWS SCREWS WELDS SCREWS WELDS These charts do not address spring pad connections to the building. 16 ga 14 ga 12 ga 12 ga 3/16" 3/16" 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 jamb jamb jamb jamb jamb jamb 14psf 17psf 20psf 24psf 28psf 32psf 36psf 40psf 44psf 48psf 53psf 24 31 36 36 36 36 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 20 26 36 36 36 36 9'-5 7'-9 6'-7 5'-6 4'-8 4'-1 3'-8 n/a n/a n/a n/a continuous angle 18 24 36 36 36 36 9'-11 8'-2 6'-11 5'-9 4'-11 4'-4 3'-10 n/a n/a n/a n/a reverse angle 16 20 30 36 36 36 11'-9 9'-8 8'-3 6'-10 5'-10 5'-1 4'-7 4'-1 n/a n/a n/a 14 18 26 36 36 36 13'-5 11'-1 9'-5 7'-10 6'-8 5'-10 5'-2 4'-8 4'-3 3'-11 n/a 12 16 24 36 36 36 14'-1112'-3 10'-5 8'-8 7'-5 6'-6 5'-9 5'-2 4'-9 4'-4 3'-I1 12 15 22 36 36 36 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 9 12 17 36 36 36 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). 8 10 16 36 34 36 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 7 10 14 36 31 36 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 6 8 12 36 25 36 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. 6 7 it 36 24 36 31'-S 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 n/a 6 8 36 18 36 40'-10 33'-7 28'-7 23'-1 20'-5 17'-1015'-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 5 7 36 16 36 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 6 36 12 36 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 5 32 11 32 n/a n/a n/a 39'-9 34'-0 29'-9 26'-6 23'-30 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 30 10 30 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 31'-8 10'-11 n/a n/a n/a 26 9 26 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 24 8 24 n/a n/a n/a n/a n/a n/a 35'-4 31'-928'-30 26'-6 24'-0 21'-1120'-2 18'-5 16'-11 15'-8 14'-7 13'-8 n/a n/a n/a 16 5 16 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 32'-1 30'-3 27'-7 25'-5 23'-6 21'-1120'-6 n/a n/a n/a 14 n/a 14 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 12 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 n/a n/a 31'-4 29'-2 27'-4 SCREWS SCREWS SCREWS WELDS SCREWS WELDS 24psf 17psf I 20psf 24psf I 28psf 132psf 36psf 40psf 44psf 48psf 53psf 58psf 63psf 69psf 75psf 81psf 87psf 93psf 16 a 14 a 12 a 12 a 3/16" 3/16" DOOR WIDTH feet and inches ata given DESIGN PRESSURE PSF Alternative design may be approved by a B B g B ( ) g ( ) licensed professional engira-er. jamb jamb jamb jamb jamb jamb Supporting structural elements shall be ATTACHMENT SPACING(inches) designed by a licensed professional engineer 110# 1 143# 1 209# 1 1272#1 444# 1 1272# r for wind loads in addition to other loads. LOAD PER FASTENER(pounds) \��,111)l�tf�//� This drawing does not address the jamb/wall \� E sQC design,but only door attachment.Jamb/wall \\ Ar construction is shown only for illustration `\ ,Q•��t✓ d�•,tQ // purposes. The building designer is responsible for ensuring that the jamb/wall is sufficient to 01 a carry the door live and static loads. No.51737 '* Tm SCALE * none John E.Scates,P.E. %•O STATE OF :�W` ❑ 0 =1=1= DATE 2-18-2015 i!L ((� \ R M D D S 2560 King Arthur,Ste 124-54 0 Oft' ;Cs'.. ,TX 75056 TxPwtEvStl�r1 oA F-2203 Datea201 02 0 lly signed715:11.13-06'OOy John E. S P.E. ///'l�s/SIONA; Steel Attachment Detail Professional Engineer's seal provided onlyfor verification of windload construction details. C.H.I. Drawing: BJA-103 Rev.-07 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. Load per jamb=0.5 x door width x max positive pressure x door height t '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+/-I". J [- FASTENER SPACING (inches) Filled CMU DOOR WIDTH (feet and inches) at a given DESIGN PRESSURE (PSF) Simpson Simpson Titen Wedge- HD All 14psf 17psf 20psf 24psf 28psf 32psf 36psf 40psf 44psf 48psf 53psf 58psf 63psf 69psf 75psf 81psf 87psf 93psf 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 Y-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'-5 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 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 1 17 sf I 20 sf 1 24 sf 1 28 sf 132 psf I 36 sf I 40 sf 144 psf I 48 sf 153 psf 158 sf 63 sf 69 sf 75 sf 81 sf 87 sf 93 sf THD Wedge- DOOR WIDTH feet and inches at given DESIGN PRESSURE PSF HD All ( ) g ( ) 3/8" 3/8" FASTENER DIAMETER 2.75" 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 l 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 \`� '�,,�5(',E N$F`•S /�/ purposes. The building designer is responsible for ensuring ` , i that the wall is sufficient to carry the door live and static loads. No.51737 SCALE TOM ono* aanone � ' STATE OF W C30[_]= DATE 2-18-201$ John E.Scates,P.E. j�0,�. FcoRIo P•,•\'k. H G �� CMU Block Wall 2560Florida Arthur, TX#51737¢54 DateDigita201 02 0 lly signedb15:10:59-06 OOy John E. s P.E. �� S��p ;E?�N Attachment Detail TXPE 56308,F-2203 L C.H.I. Drawing: BJA-104 Rev.-07 Professional Engineer's seal provided only for verification of windload construction details. g 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) �. H _ Simpson Wedge-All;3/8"diameter x 2"long(minimum). i 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. I FASTENER SPACING Add track brackets as required to satisfy fastener spacing in these charts. Maximum spacing shown in chart. 2500 psi concrete 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. Simpson Concrete walls shall be minimum 2500 psi concrete and shall be of sufficient strength to resist loads. 1A A Strong- Load per jamb=0.5 x door width x max positive pressure x door height. ITW Tapcon Tie Manufacturers installation instructions must be followed. 041( 3/8" Wedge- DOOR WIDTH (feet and inches) at a given DESIGN PRESSURE (PSF) 1/4" 3/8tt All 14psf 17psf 20psf 24psf 28psf 32psf 36psf 40psf 44psf 48psf 53psf 58psf 63psf 69psf 75psf 81psf 87psf 93psf 24 36 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 36 22 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 24 36 20 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 24 36 18 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 24 36 16 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 22 34 15 n/a 31'-8 26'-1122'-S 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 21 32 14 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 19 30 13 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 17 26 11 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 15 24 10 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'-S 8'-9 8'-2 13 20 8 n/a n/a n/a n/a 32'-8 28'-7 25'-S 22'-1120'-1019'-1 17'-3 15'-9 14'-6 13'-3 12'-2 11'-3 10'-6 9'-10 10 16 n/a 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 9 14 n/a 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 8 12 n/a 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 ITW Tapcon Simpson 14psf 17psf 20psf 24psf 28psf 32psf 36psf 40paf 44psf 48psf 53psf 58psf 63psf 69psf 75psf 81psf 87psf 93psf Strong- Tie DOOR WIDTH (feet and inches) at a given DESIGN PRESSURE (PSF) 1/4" 3/8" 3/8" FASTENER DIAMETER Supporting structural elements shall be designed by a registered professional engineer for wind loads in addition to other loads. 1.75" 2.5" 2.68" EMBEDMENT LENGTH r \�\\\111I�//��/ l This drawing does not address the wall design,but only door E Sfr attachment.Wall construction is shown only for illustration 3" 4" EDGE DISTANCE �� ;qlF �// purposes. The building designer is responsible for ensuring that the wall is sufficient to carry the door live and static loads. This 508# 764# 340# FASTENER LOAD CAPACITY \� drawing does not address the spring pad connections. Registered s' = professional engineer may approved an alternative design. No.51737 ' * Qat SCALE John E.Scates,P.E. _ * * O�C� none 2560 King Arthur,Ste 124-54 'O STATE OF Lewisville,Tx 75056 -o', P,•,r�v�\ TOM"� 0 00 DATE 2-18-2015 Florida P.E.#51737 /j L ORt�.' (�� \� TXPE 56308,F-2203 �� S "". (G Concrete Wall Digitally signed by John E.Scates P.E. //////��IINA;\\��\ Attachment Detail Date:2018.02.07 15:10:42-06'00' L C.H.I. Drawin BJA-105 Rev.-U6 Professional Engineer's seal provided only for verification of windload construction details. g Place as many track brackets as necessary at an on-center(O.C.)spacing no greater than 1/2" the distance shown on chart for appropriate pressure and width combination. MIN Refer 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 B 18.2.1 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 TRACK BRACKET MOUNTING SURFACE MUST BE FULLY SUPPORTED BY WALL STUDS 5/16"X 1-5/8"LAG SCREWS MAX TRACK BRACKET SPACING (Inches) FOR DOOR WIDTH vs DESIGN PRESSURE FOR SPRUCE-PINE-FIR 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 5 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" F 3C,q�, �\� O??�GENgF•�S ///� Digitally signed by John E.Scates P.E. No. 51737 = Date:2018.02.07 15:10:29-06'00' For door jambs Spruce Pine Fir(SPF),specific gravity=0.42 or better, * * SCALE max load per anchor=67%of 439 pounds. -O STATE OF �w\ � none Maximum load per jamb=0.5 x(door height)x(door width)x(maximum positive pressure) � 0 R P ,% \\ W01 ❑ ❑Opp DATE Alternative design may be approved by a licensed professional engineer. ///'c� '- OR�O-'�,G \\\ H 4-20-2017 Supporting structural elements shall be designed by a licensed professional engineer John E.Scates,P.E. ///SS/ONA%-�?V*�\ Track Bracket Attachment Detail for wind loads in addition to other loads. 2560 Kin Arthur,Ste 124-54 / The suitability of the structural building components must be verified by the engineer of Lewisville,TX 75056 /�' I(I \\\ Spruce Pine Fir(SPF) Jambs Florida P.E.#51737 Professional Engineer's seal provided only for record for the building. TXPE 56308,F-2203 verification of windload construction details. C.H.I. Drawing: BJA-106 1 Rev.-04 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek� OFFICE COPY RE: 1561903 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: MATHIEU BUILDERS Project Name: 1561903 Model: TOWNH 6uga,FL 33610-4115 Lot/Block: 116-120 Subdivision: JACKSON ST. Address: 116-120 JACKSON ST., . City: DUVAL State: FLORIDA 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. I Seal# Truss Name Date 11 T15342447 1 CJ L10116/_18 118 T15342464 F09 10/16/18 12 1 T15342448 1 CJ3 1 10/16/18 119 1 T15342465 1 F10 1 10/16/18 13 T15342449 11 EJ1 110/16/18120 I T15342466 I F11 1 10/16/18 14 I T15342450 1 EJ2 110/16/18 121 T15342467�HJ4 110/16/18 15 I T15342451 J EJ3 1 10/16/18122 1 T15342468 1 HJ5 1 10/16/18 16 I T15342452 J EJ4 1 10/16/18123 I T15342469 I T01 110/16/18 7 1 T15342453 1 EJ4G 1 10/16/18124 T15342470 1 T02 110/16/18 T15342454 EJ5 X10/16/18 125 IT15342471IT03 110/16/18 19 1 T15342455 1 EJ5G 110/16/18 126 IT15342472IT04 110/16/18 10 I T15342456 1 F01 110/16/18 127 I T15342473 I T05 110/16/18 Ill I T15342457 I F02 110/16/18 128 IT15342474IT06 1 10/16/18 112 I T15342458 I F03 1 10/16/18 129 I T15342475 I T07 110/16/18 13 IT15342459 I F04 -____1_10/16/18 130 1 T15342478T08 110/16/18 114 T15342460 1 F05 1 10/16/18 131 1 T15342477 I T09 110/16/18 15 IT15342461IF06 _l 10/16/18132___I T15342478 T10 110/16/18 1 16 I T15342462 I F07 10/16/18 133 715342479 711 110/16/18 n 17 IT15342463IF08 110/16/18 134 1 T15342480 I T12 110/16/18 \\. v The truss drawing(s)referenced above have been prepared by MiTek ��` oPS A. 44 USA, Inc. under my direct supervision based on the parameters ��.<�O'•�G E•lV g• e'9,y�., provided by Builders FirstSource-Jacksonville. �' F Truss Design Engineer's Name: Albani, Thomas No 39380 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 .•. ST AF ., that the engineer named is licensed in the jurisdiction(s)identified and that the A, designs comply with ANSI/TPI 1. These designs are based upon parameters ��' � p R \V..-' N, loads, shapes design '�SS �` fiveMikproject omatoiudedfoTkscusomers 0N A reference purpose only, was not into account he preparation 1 ;,tt ` these designs. MiTek has not independently verified the applicability of the design Thomas A.Albani PE No.39380 parameters or the designs for any particular building. Before use,the building designer MITek USA,Inc.FL Gert 6634 should verify applicability of design parameters and properly incorporate these designs 6904 Parke East Blvd.Tampa FL 33610 into the overall building design per ANSI/TPI 1,Chapter 2. Date: October 16,2018 Albani, Thomas 1 of 2 RE: 1561903 - Site Information: Customer Into: MATHIEU BUILDERS Project Name: 1561903 Model: TOWNHOME Lot/Block: 116-120 Subdivision: JACKSON ST. Address: 116-120 JACKSON ST., . City: DUVAL State: FLORIDA INo. I Seal# Truss Name I Date 35 IT15342481IT13 10/16/18 136 I T15342482 I T14 110/16/181 137 I T15342483 I T15 110/16/18 138 I T15342484 I T16 110/16/18 139 1 T15342485 1 TF01 110/16/18 2 of 2 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. c� HardiePlank "-7-10 La Siding JamesHardie EFFECTIVE MAY 2016 RM INSTALLATION REQUIREMENTS-PRIMED&COLORPLUS' PRODUCTS Visit www.hardieinstallation.com for the most recent version. SELECT CEDARMILL'• 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 HARDIEZONET-PRODUCT INSTRUCTIONS. INSTALLATION OF HZ100 PRODUCTS OUTSIDE AN HZ100 LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONET" APPLIES TO YOUR LOCATION,VISIT WWW.HARDIEZONE.COM OR CALL 1-866-942-7343(866 9HARDIE) STORAGE&HANDLING: © CUTTING INSTRUCTIONS Store flat and keep dry and covered prior OUTDOORS INDOORS 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 2.Use one of the following methods: joints.Carry planks on edge. Protect 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: i.Dust reducing circular saw with a HardieBlade saw blade (only use for low to moderate cutting) Important Note:For maximum protection(kmvest respirable dust production),James Hardie recommends always using"Best%ev+el 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.ovshardie.com to help you determine the most appropriate cutting method for your job requirements.If concern still exists about exposure levels or you do not comply with the above practices,you should always consult a qualified industrial hygienist or contact James Hardie for further information. SDO83105 GENERAL REQUIREMENTS: • HardiePlanko lap siding can be installed over braced wood or steel studs 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. • 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 Construction W Construction 111 Consc ll• Do not use HardiePlank lap siding in fascia or trim applications. • Do not install James Hardie products,such that they may remain in contact with standing water. water-resistive barrier let-in Dracing • 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 j 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 Hardie8 Products. INSTALLATION: JOINT TREATMENT One or more of the followingjoint treatment options Figure 2 Nail linepf nail 1 P line is not are required by code(as referenced 2009 IRC stud_ present place R703.10.2) 1 fastener A.Joint Flashing(James Hardie recommended) .; between 3/4 in.&1"from B.Caulking"(Caulking is not recommended 6'� top of plank) for ColorPlus for aesthetic reasons as the - �e oin.lank Caulking and ColorPlus will weather joint °° ` differently.For the same reason, flashing ° °p /° water-resistive do not caulk nail heads on Ha*� ° ° °°o ° barrier ColorPlus products.) HardiePlank siding °0 0 o fastener C."H" jointer cover °° ° ° Install a 1 1/4 in.starter strip to install planks in ensure a consistent plank angle moderate contact at butt joints o 0 leave appropriate gap between planks and trim,then caulk— Note: 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 HardieWrapl 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)wam 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.jameshardle.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. w ovr. HS11119-P1/4 05/16 I >o CLEARANCE AND FLASHING REQUIREMENTS Figure 3 Figure 4 Figure 5 Figure 6 Roof to Wall Horizontal Flashing Kickout Flashing Slabs, Path, Steps to Siding Z-FlashingNF4 z4nired code Min.'/4 in. Do not caulk in. 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 j L-Flashing Z-Flashing Z-Fla 'ling ! Z FI 'ling 1 in. I Min. in. E16 in. 1 R ' Min.'h in. in.ti i,In. Figure 12 Figure 13 Figure 14 Drip Edge Block Penetration Valley/Shingle Extension Recommended in HZ 10) Z-Fla t Min.'/4 i D caulk FASTENER REQUIREMENTS ** Blind Nailing is the preferred method of installation for HardiePlankc�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 FACE NAILING Nails-Wood Framing Nails-Wood Framing •Siding nail(0.09 in,shank x 0.221 in.HD x 2 in,long) •6d(0.113 in.shank x 0.267 in.HD x 2 in.long) •11 ga.roofing nail(0.121 in.shank x 0.371 in.HD x 1.25 in.long) •Siding nail(0.09 in.shank x 0.221 in.HD x 2 in,long) Screws-Steel Framing Screws-Steel Framing •Ribbed Wafer-head or equivalent(No.8 x 1 1/4 in.long x 0.375 in.HD)Screws •Ribbed Bugle-head or equivalent(No.8-18 x 1-5/8 in.long x must penetrate 3 threads into metal framing. 0.323 in.HD)Screws must penetrate 3 threads into metal framing. Nails-Steel Framing Nails-Steel Framing •ET&F Panelfasto nails or equivalent(0.10 in.shank x 0.313 in.HD x 1-1/2 in. •ET&F pin or equivalent(0.10 in.shank x 0.25 in.HD x 1-1/2 in.long) long) Nails must penetrate minimum 1/4 in.into metal framing. Nails must penetrate minimum 1/4 in.into metal framing. OSB minimum 7/16 in. OSB minimum 7116 in. •Siding nail(0.09 in.shank x 0.221 in.HD x 1-1/2 in.long)' •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 15/8 in.long x 0.375 in.HD). stud za 1n max. O.C. Stud 24' O.C.max Figure 15 Figure 16 1 1/4 in.min. overlap Minimum overlap for Both Face "ail Li and Blind Nailing . " * 3/4 in.-1 iq. Blind d Nail f .. r A _r,O i face nail min.1 114 in. overlap f water-resistive .i Water Resistive _. 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 HardiePlank'o Lap Siding. HS11119-P2/4 05/16 I >v — 10 GENERAL FASTENING REQUIREMENTS PNEUMATIC FASTENING Fasteners must be corrosion resistant,galvanized,or stainless steel. James Hardie products can be hand nailed or fastened with a pneumatic tool. Electro-galvanized are acceptable but may exhibit premature corrosion. Pneumatic fastening is highly recommended. Set air pressure so that the James Hardie recommends the use of quality,hot-dipped galvanized nails. fastener is driven snug with the surface of the siding.A flush mount James Hardie is not responsible for the corrosion resistance of fasteners. attachment on the pneumatic tool is recommended. This will help control the Stainless steel fasteners are recommended when installing James Hardiee depth the nail is driven.If setting the nail depth proves difficult,choose a products near the ocean,large bodies of water,or in very humid climates. setting that under drives the nail. (Drive under driven nails snug with a smooth faced hammer-Does not apply for installation to steel framing). 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 ® ® countersunk, HardieTrim Tabs to preservative treated wood shall be of hot dipped fill&add nail tq�� 0 zinc-coated galvanized steel or stainless steel and in accordance to 2009 IRC snug flush DO NOT DO NOT R317.3 or 2009 IBC 2304.9.5, Figure A Figure B under drive nails staple • Consult applicable product evaluation or listing for correct fasteners type and placement to achieve specified design wind loads. PAINTING • NOTE:Published wind loads may not be applicable to all areas where Local DO NOT use stain,oiValkyd base paint,or powder coating on James Hardie Building Codes have specific jurisdiction.Consult James Hardie Technical Products,James Hardie products must be painted within 180 days for primed Services if you are unsure of applicable compliance documentation. product and 90 days for unprimed.100%acrylic topcoats are recommended. • Drive fasteners perpendicular to siding and framing. Do not paint when wet.For application rates refer to paint manufacturers • Fastener heads should fit snug against siding(no air space).(fig.A) specifications.Back-rolling is recommended if the siding is sprayed. • Do not over-drive nail heads or drive nails at an angle. CUT EDGE TREATMENT • 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 Caulk,paint or prime all field cut edges.James Hardie touch-up kits are hammer(For steel framing,remove and replace nail). required to touch-up ColorPlus products. • NOTE:Whenever a structural member is present.HardiePlank should be fastened with even spacing to the structural member.The tables allowing CAULKING direct to OSB or plywood should only be used when traditional framing is For best results use an Elastomeric Joint Sealant complying with ASTM C920 not available. Grade NS,Class 25 or higher or a Latex Joint Sealant complying with ASTM • Do not use aluminum fasteners,staples,or clipped head nails. 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@ ColorPlusO 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 passible,and caulk.Color matched caulks are available from your ColorPlusb 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 y ro 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 (1 SQ=100 sq.ft.) (exposure) 4 5 6 6114 6 314 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,HardiePlankg lap siding is recognized as a suitable aftemate 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 FLtt889,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 conceming 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 Warranties,and Wamin s are available at James Hardie Technology Limited.d.is a registered trademark 9 J a m e s H a rd i e of James Hardie Technology Limited. WWW,jameSllafdle.COm Panelfast is a registered trademark of ET&F Fastening Systems,Inc. HS" AV 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 HARDIEZONE(D PRODUCT INSTRUCTIONS BY VISITING HARDIEZONE.COM OR CALL 1-866-942-7343(866-9-HARDIE) B L r_1 STORAGE EP Store flat and keep dry and covered prior to installation(fig 1).Installing siding wet or saturated may result in shrinkage at joints.Protect edges and corners from breakage.James D D Hardie is not responsible for damage caused by improper storage and handling of the product D � l HANDLING A i 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 the product(fig 2).If two people are carrying the product,hold it near each end and on edge 1 ! (fig 3).Do not lift or carry Artisan products flat(fig 4). t i i Figure 1 Figure 2 Figure 3 Figure 4 rpt 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 or b.Better: Circular saw equipped with a HardieBlade OSB sheathing saw blade and a dust collection feature (e.g.Roane Saw) water-resistive barrier C. Good: Circular saw equipped with a HardieBlade saw blade leave appropriate — NEVER grind or cut with a power saw indoors. concrete gap between — NEVER dry sweep dust:use wet dust suppression or vacuum to collect dust. Install a 1 1/2 in off stud tongue foundation planks and trim, starter strip to and groove joint then caulk' For maximum dust reduction,James Hardie recommends using the"Best"cutting practices. ensure a consistent For best performance when cutting with a circular saw,James Hardie plank angle recommends using HardieBlade saw blades. NOTE:James Hardie makes no representation or warranty that use of a particular cutting a r tiS a n option will assure your compliance with applicable laws and safety requirements. Apply caulk in accordance with If you are unsure which cutting option is best for your jobsite,consult a qualified industrial caulk manufacturers'written Siding I Trim hygienist or safety professional,or contact your James Hardie representative for assistance. application instructions. LAP SIDING I BEADED LAP SIDING I ACCENT TRIM Im Visit jameshardiepros.com for the most recent version. ART1701 P1/8 05/17 • c i 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 6in.in the first 1 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#8"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 Z-Flashing As required by IRC code .�� min 4inx4in 4 Min.1/4 in Do not caulk in. '�. lin Figure 10 Figure 11 Figure 12 Figure 13 Figure 14 Deck to Wall Ground to Siding Gutter to Siding Sheltered Areas Mortar/Masonry L Flashing Z-Flashing Z-Fla hing Z-FI Shing in. Min.1/4 in 6 in I1 in Figure 15 Figure 16 Figure 17 Figure 18 Drip Edge Block Penetration Valley/Shingle Extension Butting to Trim Z-FlaBhin Min.Y4 i °r r D caulk * remove tongue or groove when correct butting trim method ART1701 P2/8 05117 IMMENT& TREATMENT Qap Trim JOINT PLACEMENT JOINT TREATMENT ,tl ANag iJ q r t land on Artisan��siding butt joints can be treated with either AR 1 ( 1V A f caulk(fig.15 or le removing g sturrl1,I Is recommen e t a leu joints e placed 4 in off ) y emovin minimum 3 in of locking Artisar3p(ffa4t��e 8e I I 1 e�c��f�� lip from both ends of siding then place a joint flashing. AR �S�r� UA a ctrl Ic 'of 1 1/2 in for proper aesthetics(fig 21). •When installin Artisan"'Accent Trim all clearance&flashing details figs 6 tbpwgh d4umullittTF91feMoV111111111ON B:JOINT FLASHING •2-1 24 in ax o attach Artisan Accent on u fast AccentTrim to steel fra •Fast 1 .When using finish nail lost the • Recommended /4 in.Fasteners must b fro m I I 4 in off stud istened.Note:James Ha tai are I I iew(fig.20). •Flas water- d exposed trim. NOTE:Butt ends may be angle cut logtion A"B self Bind Nail resistive Figure 2U 21 stacking I barrier I I Top View An ed Cut FIGU E 14 top view FI URE 15 N using Artisan Accent Trim IN TAI TIO STENER REQUIREM TS A. Follow II learance equirements. B. start rip t e A is nl�,5%,Pev Channel nd Coe sift 45' C. Level Old install starter course. X board weather cut (see note above) 1.5 in thick trim Note:44i ve siding come w h a nailin groov that allows quick d accu ate fastener lacem nt. If- —.I ,Tio:Use m II f Artis n V R ti B v Channel nd Co e sidin to use as a block t seat the sidi into a course below. Boari lis cai be completed by ofte4 i ttbentte need of a lap ga eSite Built Corners Other areas(e.g.window trim, id band boards and fascia) nail very 1 In to a ach b arils toppe her F4 iln area suc�as ga VPhMHWA�ll��si�r i ff Sa Where stac incj?r1tliI% Vf�iplll tis a of the folli�,vl4s3eVlt 16 in 6 ir�.Il a ulilieafdnl�ipcyt116eibotloralttidtorboaed�citn�etfaiensteli in t enai�sti�� me(t�onk 3 nails eve 16 in 16 in each board Artisan v-Rustic I 24 in o.c.max f� HAI siding Artisan Bevel Channel&Cove I or For Co siding Artisan Place r I o used fastener 1 in ClI I er to s e down from �— Place ti I I Blind Nail I p top of plank fastener I Step 1 i in nailing 1 I positio groove r stack plank I I water- such that it I I I resistive Step 2 sets into the i I I I barrier 6d sidi e' plank below. may be water-resistive barrier FIGURE 16-A water-resistive barrier Installation of HardieTrim tabs in Coastal WOMB James Hardie requires that stainless steel staples&fasteners be used FIGURE 17 4 16 in OC max—► HardieTrim Flat Tab when installing HardieTrim Tabs in coastal regions. Fi re 23 Instarft�tib0 ff�df�Wf•ffll(%bVIl pti 106WtedfLut l�product Technical Data Sheet at wV w04isan uxu .com Fasten HardieTrim Flat Tab to minimum HardieTrim tabs must not come in direct contact with ACC or CA preservative-treated wood. 7/16 in OSB with min 2, Refer6d sidin nails au )om as require y local bui ing co a an leave gap per cau k manu ac users recommendationslow ARTI M17013/@30/Wa/17 E3 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 Figure 25 Figure 26 Figure 27 For Jig: Use 4 staples perFasten 2 in x 4 in piece of trim to Corner studs Corner Tabs timber blocks / fasten the � 22.50-450 to a work bench — L-shaped tab t0 weather cut the pre-built 0S corner.Use the !§/— nail line on the Siding nail Corner Tab Artisan Fasten 2 in x 8 in stud Figure 28 tabs as a guide. Anent Trim to the timber blocks corner studs 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. t 2-1/2 in Finish nail TRIM APPLICATION FOR WINDOWS, DOORS & OTHER OPENINGS" Trim the opening prior to the installation of the siding(Figure 29). Figure 31 Water-resistive Barrier I 1/4 in gap Place a Flat Tab at the end of each trim board and one tab every 16 in OC. Flashing needs to be 1 Do not caulk tucked under the water between Attach the trim boards and Flat Tabs around the opening as shown in resistive barrier and over i ing and Figures 29 and 30. the Flat Tabs. the flashing. Figure 29 Figure 30Header piece spans the window Side trim pieces go to including the side trim pieces. the top of the window. 1/8 in caulked gap is left between siding and the side trim Bottom trim piece pieces. is the width of the window. All `Follow your window/door manufacturers installation instructions for caulking guidance between window/door trim. ART1701 P4/8 05/17 Artisan_ Lap Siding and Trim BAND BOARD 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 o.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 Figure 34 Fasten 4 staples to the center of the nailing ridge HardieTrim Flat Tabs Weather- resistive 16 in o.c.max barrier Sheathing Artisan Lap Siding Figure 33 HardieTrim Flat Tabs 1/4 in gap. Do not caulk. Flashing Blocking 16 in o.c.max �Artisan Accent Trim Board Figure 35 FLUSH Flat and Corner Tabs Caulk Flat and Comer Tab Flat Tabs Siding nail attaches Do not under Only use staples to fasten tab to the wall. drive nails. Flat and Corner Tabs to the trim boards. HARDIETRIM TAB FASTENER TABLE 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 FLAT TAB Minimum APA rated Two 4d ring shank corrosion resistant siding nails equally spaced installed wide corrosion resistant crown 16 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 Minimum APA rated On each flange,Install two 4d ring shank corrosion resistant siding nails through 18 ga.X 1/2 in long X 1/4 in wide 20 CORNER TAB 7/16 in OSB flange into framing corrosion resistant crown staples, Minimum 20 On each flange,Install one No.8 X 1 in long X 0.323 in head diameter screw(corrosion equally space in two rows 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 i Artisan Lap Siding and Trim ARTISAN'R' LAP & BEADED LAP SIDING Figure 36 oint flashing' 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 Artisan lap siding 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 As required by local building code Figure 37 Figure 38 BLIND NAILING(required) PROPER NAIL PLACEMENT 24 in nailing line F� O.0 mac. stud - 00 NOT USE C. NAIL LINE water-resistive AS LAP LINE _ min '/,in barrier _ L Butt joints must not overlap fall within 4 inches 'i of a stud. ° DO NOT USE b NAIL LINE 1 114 in min. AS LAP LINE overlap blind nail ".ater-ressfieier I Wood Framing water-resistive *Siding nail(0.09 inshank x 0.221 in HD x 2 1/4 in long) barrier Steel Framing •Do not nail within 2 in of tongue and groove at end of planks. *Ribbed Bugle Head screw(No.8-18 x 0.323 in HD x 1 5/8 in long) •Use the nailing line provided on the board for proper nail placement. GENERAL FASTENING REQUIREMENTS Fasteners must be corrosion resistant,galvanized,or stainless steel. •Consult applicable product evaluation or listing for correct fasteners type Electro-galvanized are acceptable but may exhibit premature corrosion. and placement to achieve specified design wind loads. James Hardie recommends the use of quality,hot-dipped galvanized nails. •NOTE:Published wind loads may not be applicable to all areas where Local James Hardie is not responsible for the corrosion resistance of fasteners. Building Codes have specific jurisdiction.Consult James Hardie Technical Stainless steel fasteners are recommended when installing James Hardie Services if you are unsure of applicable compliance documentation. products near the ocean,large bodies of water,or in very humid climates. •Drive fasteners perpendicular to siding and framing. •Fastener heads should fit snug against siding(no air space).(fig.A) Manufacturers of ACO and CA preservative-treated wood recommend spacer •Do not over-drive nail heads or drive nails at an angle. materials or other physical barriers to prevent direct contact of ACO or CA •If nail is countersunk,fill nail hole and add a nail.(fig.B) preservative-treated wood and aluminum products.Fasteners used to attach •For wood framing,under driven nails should be hit flush to the plank with a HardieTrim Tabs to preservative-treated wood shall be of hot dipped hammer(For steel framing,remove and replace nail). zinc-coated galvanized steel or stainless steel and in accordance to 2015 •NOTE:Whenever a structural member is present,Artisan lap should be IRC R317.3 or 2015 IBC 2304.10.5. fastened with even spacing to the structural member.The tables allowing direct to OSB or plywood should only be used when traditional framing is PNEUMATIC FASTENING not available. James Hardie products can be hand nailed or fastened with a pneumatic tool. •Do not use aluminum fasteners,staples,or clipped head nails. 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 ® ® Countersink, is driven.If setting the nail depth proves difficult,choose a setting that under Fill&Add Nail drives the nail. (Drive under driven nails snug with a smooth faced hammer- snug flush DO NOT DO NOT Does not apply for installation to steel framing). Figure A Figure B under drive nails staple ART1701 P6/8 05/17 i 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 Hardie"'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'_R` 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 COLOR PLUSC' 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 Pi8 05/17 Artisan I Lap Siding and Trim WARNING 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 Lap Width 51/4 71/4 81/4 1 SQ=(100sq.ft.) Exposure 4 6 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 Warning.DANGER:May cause cancer if dust from product is inhaled.Causes damage to lungs and respiratory system through prolonged or repealed 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 masks.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 silica,which is known to the State of California to cause cancer,For more information go to 13651iffarning ca_gov. RECOGNITION:In accordance with ICC-ES Evaluation Report ESR-2290,Artisan®lap is recognized as a suitable alternate to that specified in:the 2D06.2009.2012&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 FLA10477.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. ©2017 James Hardie Building Products Inc.All rights reserved.TM,SM and® Product Warranties and Additional Installation and Safety Information are available at a denote trademarks or registered trademarks of James Hardie Technology Limited. lameshardiepros.com JamesHaf die 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. HardiePanel"'IZ1.10, lellicalJamesHardie Siding � RM INSTALLATION REQUIREMENTS RESIDENTIAL SINGLE FAMILY ONLY-PRIMED&COLORPLUS's PRODUCTS EFFECTIVE SEPTEMBER 2013 Visit www.iameshardie.com for the most recent version. SMOOTH - CEDARMILL° • SELECT SIERRA 8 • STUCCO 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 INSTRUCTIONS. INSTALLATION OF HZ1 OTIA PRODUCTS OUTSIDE AN HZ10®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: L CUTTING INSTRUCTIONS Store flat and keep dry and OUTDOORS INDOORS covered prior to installation.Installing 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). and others in working area. 2.Position cutting station in well-ventilated area siding wet or saturated may result in 2.Use one of the following methods: shrinkage at butt joints.Carry planks a.Best: i.Score and snap on edge. Protect edges and corners ii.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 blade that does not carry the HardieBlade saw blade trademark from breakage.James Hardie is not HardieBlade'saw blade and HEPA vacuum extraction NEVER dry sweep—Use wet suppression or HEPA Vacuum responsible for damage caused c.Good: i.Dust reducing circular saw with a HardieBlade saw blade by improper storage and handling of (only use for low to moderate cutting) the product. 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.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 not comply with the above practices,you should always consult a qualified industrial hygienist or contact James Hardie for further information, sooaaios GENERAL REQUIREMENTS: I • These instructions to be used for residential single family installations only.For Commercial/Mufti-Family installation requirements go to www.JamesHardieCommercial.com • HardiePaneF vertical siding can be installed over braced wood or steel studs spaced a maximum of 24"o.c.See genernal fastening requirements.Irregularities in framing and sheathing can mirror through the finished application.James Hardie recommends installing HardiePanel on a capillary break(rainscreen/furring)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 sidingg 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 Hardie8 Products. • For largerprojects,including commercial and mufti-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 2"away from corners.Do not nail into corners. joints may also be covered with battens,PVC or metal jointers or HardiePanel Vertical Siding Installation caulked(Not applicable to ColorPlus Finish)(fig.2). • 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. (/ 2 x 4 stud barrier barrier Figure 1 stud —u ..-- tipper panel upper panel „ .- �-, � Do not 1/4gap Do not 1/4"gap water-resistive Caulk Caulk it barrier sheathing HardiePanel BattenJoint "H"Joint ~z-flashing 11-flashing � r vertical siding water-resistive barrier decorative 2 x a stud '—band board keep nails .—lower lower 3/8"min. panel r—panel from panel Q Q edges 7 -� Figure 4 plate leave appropriate gap between Recommendation:When 3/8(c^—" panels,then caulk' installing Sierra 8,provide moderate contact Caulk Joint a double stud at panel \ —+ (Not applicable to ColorPlus'Finish) joints to avoid nailing keep fasteners 2'. through grooves. 'Apply caulk in accordance with caulk away from corners manufacturer's written application instructions. For additional information on HardieWrapTM 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 he 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 property-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 aur 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. S�u`ANS HS1236-P1/3 1/13 A- f40 CLEARANCES 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 James Hardier and decking material. shall be installed per the roofing the bottom of James manufacturer's instructions.Provide a 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. Fi ure 5 std siding water siding and trim. Refer to fig.3 on 9 Figure 6 resistive Figure 8 page 1. sidingIL-2" barrier g �1'-2"min. deck material loo V-2"min �� mi i ---- F I li I bottom l ' plate joist flashing 't ledger T flashing concrete 6"min. foundation Do not bridge floors with HardiePanel®siding.Horizontal joints should always be created between floors(fig.10). KICKOUT FLASHING Water- 7 Because of the volume of water that can pour down a sloped Resistive roof,one of the most critical flashing details occurs where a Maintain a minimum 1"gap Barrier Framing roof intersects a sidewall. The roof must be flashed with step between gutter end caps and Figure 10 siding&trim. Flooring flashing. Where the roof terminates,install a kickout to deflect Figure 9 Hort?ontal water away from the siding.It is best to install a self-adhering Trimembrane 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 siding dumping behind the siding and the end of the roof ti I Sheathing intersection,install a"kickout"as required by IRC code `.� R9052.8.3:"...flashing shall be a min.of 4"high and 4" fascia HardiePanel° wide."James Hardie recommends the kickout be angled between 100°-1100 to maximize water deflection gutter and end cap Figure 11 BLOCKED PENETRATIONS Step flashing elf-adhering Penetrations such as hose bibs and holes 1 /Y2"or larger such as dryer vents Smembrane ` should have a block of trim around point of penetration. ` r GENERAL FASTENING REQUIREMENTS KWW Fasteners must be corrosion resistant,galvanized,or stainless steel.Electro-galvanized are "a"'no acceptable but may exhibit premature corrosion.James Hardie recommends the use of quality, j Drip edge hot-dipped galvanized nails. James Hardie is not responsible for the corrosion resistance of 1\ fasteners. Stainless steel fasteners are recommended when installing James Hardie products near a rewrap 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 PNEUMATIC FASTENING specific jurisdiction.Consult James Hardie Technical Services if you are unsure of applicable compliance documentation. James Hardie products can be hand nailed or fastened with a • Drive fasteners perpendicular to siding and framing. pneumatic tool.Pneumatic fastening is highly recommended. • Fastener heads should fit snug against siding(no air space).(fig.A) Set air pressure so that the fastener is driven snug with the • Do not over-drive nail heads or drive nails at an angle. surface of the siding.A flush mount attachment on the • If nail is countersunk,fill nail hole and add a nail.(fig.B) pneumatic tool is recommended. This will help control the • For wood framing,under driven nails should be hit flush to the plank with a hammer(for steel depth the nail is driven.If setting the nail depth proves difficult, framing,remove and replace nail). choose a setting that under drives the nail.(Drive under driven • NOTE:Whenever a structural member is present,HardiePlank should be fastened with even nails snug with a smooth faced hammer-Does not apply for spacing to the structural member.The tables allowing direct to OSB orplywood should only be installation to steel framing). used when traditional framing is not available. • Do not use aluminum fasteners,staples,or clipped head nails. Snug Flush Countersunk, fill&add nail 0 ® ® 91 do not under DO NOT Figure A Figure B drive nails STAPLE HS1236-P213 8113 AM 9.M 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 I •Care should be taken when handling and cutting James HardieO ColorPlusO 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 ColorPlusO Technology touch-up applicator.Touch-up should be used sparingly. If large areas require touch-up,replace the damaged area with new HardiePanelO 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 parry touch-up or paints used as touch-up on James Hardie ColorPlus products. Problems with appearance or performance arising from use of third parry 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 Hardie®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.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. ©2013 James Hardie Building Products. All rights reserved. TM,SM,and 0 denote trademarks or registered trademarks of Additional Installation Information, James HardieTechnology Limited N is a registered Warranties,and Warnings are available atJamesHardie trademark of James Hardie Technology Limited. www.jameshardie.com HS1236-P3/3 6/13 46 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 ft' b. Frame-Wood,Adjacent R=13.0 234.00 ft' 3. Number of units,if multiple family 1 c. N/A R= ft' 4. Number of Bedrooms 3 d. N/A R= ft' 5. Is this a worst case? No 10.Ceiling Types (937.0 sqft.) Insulation Area a.Under Attic(Vented) R=30.0 797.00 ft 6. Conditioned floor area above grade(ft') 1641 b.Under Attic(Vented) R=19.0 140.00 ft' Conditioned floor area below grade(ft') 0 c. R= ft 11.Duct s R ft' 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 ft' SHGC: SHGC=0.29 b. U-Factor: Dbl,U=0.62 40.00 ft' 12.Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a.Central Unit 28.4 SEERA5.00 c. U-Factor: N/A ft' SHGC: 13.Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft' 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 8. Floor Types (1661.0 sqft.) Insulation Area a. Electric Cap:50 gallons EF:0.999 a.Floor Over Other Space R=13.0 704.00 ft' b. Conservation features b.Slab-On-Grade Edge Insulation R=0.0 704.00 ft' None c.other(see details) R= 253.00 ft' 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 andOF SHE S7-9T� this calculation are in compliance with the Florida Energy specifications covered by this v Dgmny slgne0 or DmMy Deane de. DN DN=DmyDeane o DS DD='IM, ff aON& calculation indicates compliance u o ro t h Deane Ma in aaeorcHeaEnomg 8 Nr Inc'E at@MarcoCompanies coin Niam ma sinner of m,:aen' with the Florida Energy Code. DeW201&10.11104," PREPARED Y: Before construction is completed 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. with the Florida Energy Code. COD WE C¢� OWNER/AGENT BUILDING OFFICIAL: DATE: �Lj3/�� 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 REPORT 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 V Design Location TMY Site 97.5% 2.5% Winter Summer Degree Days Moisture Range FL,Jacksonville FL-JACKSONVILLE-INT 32 93 70 75 1281 49 Medium BLOCKS Number Name Area Volume 1 Entire House 1641 14769 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfiIID 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 ft2 ---- 0.2 0.2 0.6 2 Floor over Garage BEDS ---- ---- 253 ft2 13 0.2 0.2 0.6 3 Floor Over Other Space BEDS ---- ---- 704 ft2 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 ft2 0 ft2 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 ft2 N N 10/11/2018 10:22 AM EnergyGauge®USA Section R405.4.1 Compliant Software Page 2 of 5 I FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT 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 ft' 0.11 Wood WALLS Adjacent Space Cavity Width Height Sheathing Framing Solar Below 1 N Exterior Frame-Wood MAIN 13 20 0 9 0 180.0 ft' 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 ftZ 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 ftZ 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 V # 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 ft' 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 ft' 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 ft' 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 CHECKLIST REPORT ' 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 Unit/ 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# # 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 Apr Ma [ Jun X]Jul jXj Au X Se Oct Nov Dec Heatinf X Jan Feb IX�Mar l Apr l May [ Jun f ]Jul Auf Sep Oct HX Nov H Dec Ventin [ Jan Feb X Mar [ A r [ Ma [ Jun [ ]Jul Aug [ Se [ Oct Nov Dec 10/11/2018 10:22 AM EnergyGauge®USA Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling(WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling(WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating(WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating(WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 MASS Mass Type Area Thickness Furniture Fraction Space Default(8 lbs/sq.ft. 0 ftz 0 ft 0.3 MAIN Default(8 lbs/s .ft. ft2 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)Ground/water 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: Capacity28.4 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 ADDRESS: 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 envelof)ae 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. f"fl 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 LLLIII 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 LLLYYYJJJ 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(3xf),(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. lilt R402.4.2 Fireplaces. New wood-burning fireplaces shall have tight-fitting flue dampers or doors,and outdoor combustion air.Where IIIJJJ using fight-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 Us/m2),and swinging doors no more than 0.5 cfm per square foot(2.6 Us/m2),when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited,independent laboratory and listed and labeled by the manufacturer. Exception: Site-built windows,skylights and doors. 5/9/2018 10:04 AM EnergyGauge®USA -FBC 6th Edition(2017) Compliant Software Page 1 of 5 MANDATORY REQUIREMENTS - (Continued) 8402.4.4 Rooms containing fuel-burning appliances. In Climate Zones 3 through 8,where open combustion air ducts provide combustion air to open combustion fuel burning appliances,the appliances and combustion air opening shall be located outside the building thermal envelope or enclosed in a room,isolated from inside the thermal envelope.Such rooms shall be sealed and insulated in accordance with the envelope requirements of Table R402.1.2,where the walls,floors and ceilings shall meet not less than the basement wall R-value requirement.The door into the room shall be fully gasketed and any water lines and ducts in the room insulated in accordance with Section R403.The combustion air duct shall be insulated where it passes through conditioned space to a minimum of R-8. Exceptions: 1. Direct vent appliances with both intake and exhaust pipes installed continuous to the outside. 2. Fireplaces and stoves complying with Section R402.4.2 and Section R1006 of the Florida Building Code,Residential. 402.4.5 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces.All recessed luminaires shall be IC-rated and labeled as having an air leakage rate not more than 2.0 cfm(0.944 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 F;403.1 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 that,except during defrost,prevent supplemental heat operation when the heat pump compressor can meet the heating load. R403.3.2 Sealing(Mandatory) All ducts,air handlers,filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers,shall be constructed and sealed in accordance with Section C403.2.9.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria below. Duct tightness shall be verified by testing in accordance with ANSI/RESNET/ICC 380 by either individuals as defined in Section 553.993(5)or (7),Florida Statutes,or individuals licensed as set forth in Section 489.105(3)(f),(g)or(i),Florida Statutes,to be"substantially leak free"in accordance with Section R403.3.3. R403.3.2.1 Sealed air handler. Air handlers shall have a manufacturer's designation for an air leakage of no more than 2 percent of the design airflow rate when tested in accordance with ASHRAE 193. R403.3.3 Duct testing(Mandatory). Ducts shall be pressure tested to determine air leakage by one of the following methods: 1, Rough-in test:Total leakage shall be measured with a pressure differential of 0.1 inch w.g.(25 Pa)across the system,including the 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: 1. A duct air leakage test shall not be required where the ducts and air handlers are located entirely within the building thermal envelope. 2. Duct testing is not mandatory for buildings complying by Section 405 of this code. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. 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) WWW o below 55°F(13°C)shall be insulated to a minimum of R-3. R403.4.1 Protection of piping insulation. Piping insulation exposed to weather shall be protected from damage,including that LLLYYYJJJ 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 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 tum off the pump when the water in the circulation loop is at the desired temperature and when there is no demand for hot water. R403.5.1.2 Heat trace systems. Electric heat trace systems shall comply with IEEE 515.1 or UL 515.Controls for such systems shall automatically adjust the energy input to the heat tracing to maintain the desired water temperature in the piping in accordance with the times when heated water is used in the occupancy. 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 Y2 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). r-t R403.5.6.1.1 Automatic controls. Service water-heating systems shall be equipped with automatic temperature controls capable i of adjustment from the lowest to the highest acceptable temperature settings for the intended use.The minimum temperature / setting range shall be from 100'17 to 140°F(38°C to 60°C). R403.5.6.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to LLLUUU 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 LLLJJJ Table C404.2 in Chapter 4 of the Florida Building Code,Energy Conservation,Commercial Provisions,for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water-heating category.Solar water heaters shall meet the criteria of Section R403.5.6.2.1. R403.5.6.2.1 Solar water-heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system.The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems.Solar collectors shall be tested in accordance with ISO Standard 9806,Test Methods for Solar Collectors, and SRCC Standard TM-1,Solar Domestic Hot Water System and Component Test Protocol.Collectors in installed solar water-heating systems should meet the following criteria: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal;and 2. Be installed at an orientation within 45 degrees of true south. 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. R403.6.2 Ventilation air. Residential buildings designed to be operated at a positive indoor pressure or for mechanical ventilation shall meet the following criteria: 1. The design air change per hour minimums for residential buildings in ASHRAE 62.2,Ventilation for Acceptable Indoor Air Quality,shall be the maximum rates allowed for residential applications. 2. No ventilation or air-conditioning system make-up air shall be provided to conditioned space from attics, crawlspaces,attached enclosed garages or outdoor spaces adjacent to swimming pools or spas. 3. If ventilation air is drawn from enclosed space(s),then the walls of the space(s)from which air is drawn shall be insulated to a minimum of R-11 and the ceiling shall be insulated to a minimum of R-19,space permitting,or R-10 otherwise. /R403.7 Heating and cooling equipment(Mandatory). ^u1 / R403.7.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building.The manufacturer and model number of the outdoor and indoor units(if split system)shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1.This Code does not allow designer safety factors,provisions for future expansion or other factors that affect equipment sizing.System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems.New or replacement heating and cooling equipment shall have an efficiency rating equal to or greater than the minimum required by federal law for the geographic location where the equipment is installed. TABLE R403.6.1 WHOLE-HOUSE MECHANICAL VENTILATION SYSTEM FAN EFFICACY FAN LOCATION AIRFLOW RATE MINIMUM MINIMUM EFFICACY a AIRFLOW RATE MAXIMUIV (CFM) (CFM/WATT) (CFM) Range hoods Any 2.8 cfm/watt Any In-line fan Any 2.8 cfm/watt Any Bathroom,utility room 10 1.4 cfm/watt <90 Bathroom,utility room 90 2.8 cfm/watt Any For SI: 1 cfm=28.3 L/min. a. When tested in accordance with HVI Standard 916 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. rLljdtJ 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. n/ 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. F�( R403.9 Snow melt and ice system controls(Mandatory) Snow-and ice-melting systems,supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 50°F(10°C),and no / precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F(4.8°C). R403.10 Pools and permanent spa energy consumption(Mandatory). The energy consumption of pools and permanent spas LLLYYYJJJ/ shall be in accordance with Sections R403.10.1 through R403.10.5. IT�1 R403.10.1 Heaters. The electric power to heaters shall be controlled by a readily accessible on-off switch that is an LLLYYYJJJ 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. rte R403.11 Portable spas(Mandatory)he energy consumption of electric-powered portable spas shall be controlled by the LW requirements of APSP-14. SECTION R404 �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 U Owner: MATHIEU BUILDERS Jurisdiction: 261300 W x Design Location: FL,Jacksonville U COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA General A continuous air barrier shall be installed in the building envelope. Air-permeable insulation shall The exterior thermal envelope contains a continuous air barrier. not be used as a sealing material. requirements Breaks or joints in the air barrier shall be sealed. The air barrier in any dropped ceiling/soffit shall be aligned with The insulation in any dropped ceiling/soffit Ceiling/attic 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/door jambs and framing,and and doors skylights and framing shall be sealed. Rim joists Rim joists shall include the air barrier. Rim joists shall be insulated. Floors The air barrier shall be installed at any exposed edge of Floor framing cavity insulation shall be installed to (including insulation. maintain permanent contact with the underside of above-garage subfloor decking,or floor framing cavity insulation and cantilevered shall be permitted to be in contact with the top side floors) of sheathing,or continuous insulation installed on the underside of floor framing and extends from the bottom to the top of all perimeter floor framing members. Crawl space walls Exposed earth in unvented crawl spaces shall be covered with Where provided instead of floor insulation,insulation a Class I vapor retarder with overlapping joints taped. shall be permanently attached to the crawlspace Shafts,penetrations Duct shafts,utility penetrations,and flue shafts opening to exterior or unconditioned space shall be sealed. Batts in narrow cavities shall be cut to fit,or narrow Narrow cavities cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spac Ds. 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 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 sr)r*nkler cover olates and walls or cewlincis 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 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 calculating building volume: CFM(50) Building Volume ACH(50) O Retrieved from architectural plans 1-1 PASS •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),Fonda 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 Building Analysis Job: 116-120 JACKSON RDD... wrightsoft gnay 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 Design Conditions Location: Indoor: Heating Cooling Jacksonville Intl AP, FL, US Indoor temperature(°F) 70 75 Elevation: 33 ft Design TD (°F) 38 18 Latitude: 30°N Relative humidity(%) 30 50 Outdoor: Heating Cooling Moisture difference(gr/Ib) 11.0 51.2 Dry bulb(°F) 33 93 Infiltration: Daily range(°F) - 18 ( M ) Method Simplified Wetbulb(°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 Diss Doors 14.6 307 1.3 1/VA Ceilings 1.2 1124 4.6 Floors 4.6 4331 17.9 ffilb�on Infiltration 1.8 3854 15.9 Ducts 4563 18.9 Piping 0 0 G ed Humidification 0 0 Floors Ventilation 0 0 IIngS Adjustments 0 Total 1 1 24196 100.0 Component Btuh/ftz Btuh %of load Walls 2.2 4666 22.0 Glazing 20.8 4007 18.9 Irterrd Chins Doors 11.8 247 1.2 VCIIs 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 Gazing Durts Internal gains 3420 16.1 Blower 0 0 Adjustments 0 irg, Infiltration Total 1 1 21248 100.0 Latent Cooling Load=6479 Btuh Overall U-value=0.102 Btuh/ftp°F Data entries checked. 'Pid- wrightsoft- 2018-Oct-11 10:42:40 -- _ - Rig Universal 2018 18.0.25 RSU17889 Pae 1 .. 9 ...D\116 A 8 B\LEFT\JACKSON RD R SIDE 2X4 WALL.rup Calc=MJ8 Front Door faces: S Project Summa Job: 116-120 JACKSON RD D... - - 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 Proiect Information 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 Design Information 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 Rate/swing multiplier 1.00 Infiltration Equipment sensible load r21248-- tuh 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 EcLuipment Total Load (Sen+Lat) Btuh Equiv.AVF (cfm) 94 49 Req. o—f TaTcapacl y�D7Q'SflR 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. w rJ V"tsoft 2018-Oct-11 10:42:40 - Right-Suite®Universal 2018 18.0.25 RSU17889 Page 1 ...D\116 A&B\LEFT\JACKSON RD R SIDE 2X4 WALL.rup Calc=MJ8 Front Door faces: S wrkptsoR, 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-value Or HTM Area (ft') Load Area (ft') Load number (Bluh/f t'-°F (Btuh/fl') or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat 1 Cool 6 V1 C. 12C-0sw 0.091 n 3.41 2.29 360 281 958 644 180 110 375 252 1D-c2om 0.320 n 12.00 10.51 9 0 108 95 0 0 0 0 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 Vk12C-Osw 0.091 a 3.41 2.29 810 723 2467 1658 360 330 1126 757 1D-c2om 0.320 a 12.00 30.13 12 0 144 362 0 0 0 0 1 D-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 Vy 12C-0sw 0.091 s 3.41 2.29 243 202 689 463 63 42 143 96 I� 1D-c2om 0.320 s 12.00 10.51 20 20 240 210 0 0 0 0 11 DO 0.390 s 14.62 11.78 21 21 307 247 21 21 307 247 w 12C-Os w 0.091 w 3.41 2.29 693 687 2344 1575 243 237 809 543 �--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 168-30ad 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-19cscp 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 6 c)AED excursion 1 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 Airrel quomdl(cdn) 1 249471 219481 1 135305481 35 OI 94941 Calculations awroved by ACCA to meet all requirements of Manual J 8th Ed. wrlp►�i:oT[' 2018-Oct-1110:42:40 Right-Suite®Universal 2018 18.0.25 RSU17889 Page 1 D\116 A&B\LEFT\JACKSON 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 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 Ll-value. Or HTM Area (ft') I Load Area I Load number (Btuh/ft'- F (Bt uh/f t') or perimeter (ft) (Btuh) or perimeter Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V1 12C-0sw 0.091 n 3.41 2.29 180 171 584 392 1D-c2om 0.320 n 12.00 10.51 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 12C-0sw 0.091 a 3.41 2.29 450 393 1341 901 1D-c2om 0.320 a 12.00 30.13 12 0 144 362 1 D-c2om 0.320 a 12.00 30.13 45 0 540 1356 4A5-2ov 0.320 a 12.00 30.13 0 0 0 0 VII 12C-0sw 0.091 s 3.41 2.29 180 160 546 367 4�-CG 1 D-c2om 0.320 s 12.00 10.51 20 20 240 210 T 11 DO 0.390 s 14.62 11.78 0 0 0 0 w 12C-0sw 0.091 w 3.41 2.29 450 450 1536 1032 �--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 1613-30ad 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-19csco 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 1 37 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) 8640 8436 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 8640 8436 15 Duct loads 23% 42% 2008 3522 uoml( I I 10448 119581 1 533 Calculations aooroved by ACCA to meet all requirements of Manual J 8th Ed. r�.r wrYpf�lsof[ 2018-Oct-1110:42:40 Rig ht-Su ite®Universal 2018 18.0.25 RSU17889 Page 2 D\116 A 8 B\LEFT\JACKSON RD R SIDE 2X4 WALL.rup Calc=MJ8 Front Door faces: S Manual S Compliance Report Job: 116-120JACKSONRDD... . - wrightsoft Date: OCT 11,2016 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. Model: GSZ140301K+ASPT37C14A Actual airflow: 947 cfm Sensible capacity: 19880 Btuh 94%of load J Latent capacity: 8520 Btuh 132%of load Total capacity: 28400 Btuh 102%of load SHR: 70% Heating Equipment Design Conditions Outdoor design DB: 32.5°F Heat loss: 24196 Btuh Entering coil DB: 68.5°F 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 116%of load Capacity balance: 31 °F Supplemental heat required: 0 Btuh Economic balance: -99 °F 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. wrightsoft- 2018-Oct-11 10:42:40 111+4 Right-Suite®Universal 2018 18.0.25 RSU17889 Page 1 D\116 A&B\LEFT\JACKSON 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 BTU H: 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 MBA TOILET 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 IST DISTR BOX 12202 10" VINYL FLEX FROM UNITTO 1ST DISTR BOX 21054 14" VINYL FLEX 1 I 'DE 7z4 STUpg.16• A-5 ' 5 TO UNDERSIDE OF ROOF ABOVE p OR SIDE OF STUDS -__--_____ ____- _ ___- ___EDGE OF SLAB WRAPPED PT. FFF 6.6 POST I 31 RaP ANA I I •�r ' __ 10'*-SHEAR FR41E SEE Try-7 44 9'.411' 5'-0• I 6068 SLID. - 1 "PR 305® A- - IVI O I aiI�NTNG ii • FTI ' V 1 TRY ' I I I 1 A-5 i I I I . I 1 I , I 1 � JKITC --5 ATEAYOUT TAI KITCHEN L_____ _INTERIOR SNE 1- 11 POURER I I I I I I � I ' 2" 1 I I FOYER II 1 I a I I KO I 1 I 1 0 1 1 1 1 M 1 I IR. �IpO I , I I I 3'. I 1 Y -5f 11 A I I 1 V I PORCHI 1 j I WRAPPED P.T. 6.6 POST 1 1 GARAGE I I yaLL ABOVE 1 1 - 1 I EDGE OF SLAB I I V WID CEILNG iiD I I I I � I 1 I � I I I 1 1 1 I I I I I 1 I I I 1 I 1 I I I 10080 OH. II I SHEAR I FAME-SEE 15-I -------- ---- j DR VEWAY WALK , rr A r WALL BELOW Z- = D'1. ul �i 3030 o \� i .3' . omF1 _ r JU IE L---------- ------ ------------ --- Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek� RE: 1561903 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. mpa, FL 33610-4115 Customer Info: MATHIEU BUILDERS Project Name: 1561903 Model: TOWNHO e Lot/Block: 116-120 Subdivision: JACKSON ST. Address: 116-120 JACKSON ST— City: City: DUVAL State: FLORIDA 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 IT15342449 EA 110/16/18 120 I T15342466 I F11 1 10/16/18 1 14 IT15342450 1 EJ2 110/16/18 121 I T15342467 I HJ4 110/16/18 1 15 IT15342451 I EJ3 110/16/18 122 I T15342468 I HJ5 110/16/18 1 16 IT15342452 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 1 EJ5 110/16/18 125 I T15342471 I T03 110/16/18 1 19 I T15342455 I EJSG 110/16/18 126 I T15342472 I T04 110/16/18 1 110 I T15342456 I F01 110/16/18 127 I T15342473 I T05 110/16/18 I I11 I T15342457 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 110/16/18 I 113 I T15342459 I F04 110/16/18 130 I T15342476 I T08 110/16/18 1 114 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 110/16/18 1 The truss drawing(s)referenced above have been prepared by MiTek ONS A. USA,Inc. under my direct supervision based on the parameters ••�G E N g• e9,�;'.� provided by Builders FirstSource-Jacksonville. �' •'• Truss Design Engineer's Name: Albani, Thomas No *933880�•�/ M license renewal date for the state of Florida is February 28 2019. = Y y � _ — � C IMPORTANT NOTE:The seal on these truss component designs is a certification :p '. ST OF 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 �i��`•A,4 Q R O P'• �� shown(e.g.,loads,supports,dimensions,shapes and design codes),which were iii s5'� ••••••�� given to MiTek. Any project specific information included is for MiTek's customers ��` ```tO N A 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 Thomas k A wg PE No.39380 parameters or the designs for any particular building. Before use,the building designer Wek USA,Inc.FL Cert 6634 should verify applicability of design parameters and properly incorporate these designs 6904 Parke East Blvd.Tampa FL 33610 into the overall building design per ANSI/TPI 1,Chapter 2. 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# Truss Name I Date 35 IT15342481 IT13 10/16/18 136 IT15342482 I T14 110/16/18 137 IT15342483 I T15 110/16/18 138 IT15342484 I T16 110/16/18 139 IT15342485 TF01 110/16/18 2 of 2 Job Truss Truss Type Qty Ply T15342447 1561903 Cil Jack-Open 20 1 Job Reference o tional Builders FirstSource, Jacksonville,FL-32244, 8.220 s Sep 24 2018 MiTek Industries,Inc. Tue Oct 16 11:12:20 2018 Page 1 ID:078slfdWT6AncvPO9cX7vdykzya-pcz_kbyyuCaeCVYUpr3yAmzvKBkwkv jOvVPlyhySsAP -1-4-0 1-0.0 1-4-0 1-0-0 Scale=1:9.6 3 7.o0 12 2 C a d 1 4 KI 3x8 II 1-0.0 1-0.0 Plate Offsets(X Y)- [5:0-4-2,0-1-81 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 0.22 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 5 >999 180 BCLL 5.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 5.0 Code FBC2017/71312014 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 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(1_C 12),3=-37(LC 1),4=19(1_C 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.11;Exp C;End., 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. rrrrr� 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)5,3,4. ONS PTj A- q I��j 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any ,� Ol`r`......... �e , particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. :��`,.��G E N S'�.'92�o No 39380 �"''s`Sj©N AL�';�%`�� rrrrri��>f�t<+tr<� 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 M 1.7473 rev.10103Q015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Tampa,FL 36610 Job Truss Truss Type Oty Ply 715342448 1561903 C.13 Jack-Open 20 1 Leference ti nal Builders FirstSource, Jacksonville,FL-32244, 8.220 s Sep 24 2018 MiTek Industries,Inc. Tue Oct 16 11:12:21 2018 Page 1 I D:078stfd W T6AncvPO9cX7vdykzya-HoXMyxzaftWgf 7g NZa B i_W35b3gTNz9899sU BySsAO -1-0 -0-0-0 3 1 3-0-0 Scale=1:15.5 3 7.00 12 2 d 1 4 5 3x8 II 3-0-0 3-0-0 Plate Offsets(X,Y>— j5:0-4-2,0-1-81 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 0.28 Vert(LL) 0.01 4-5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(CT) 0.01 4-5 >999 180 BCLL 5.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MR Weight:13 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 5=217/0-5-8,3=61/Mechanical,4=11/Mechanical Max Horz 5=85(LC 12) Max Uplift 5=49(1_C 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. 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. ,��1► 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)5,3,4. `�%, PS A- q JJJ 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any `� \`+'• �� j particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. , b��Ci E S'�•,�/Jj/�� i No 39380 .� • •Ir JJ'S`Sifill ON AI,W0%%�. Thomas A.Abani PE No.39380 MiTek USA,Inc.Ft 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 rev.10M312015 BEFORE USE. Design valid for use only with MTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,am ANSVI loll 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 Py 715342449 1561903 EJ1 Jack-Open 10 1 Job Reference o tional Builders FirstSource, Jacksonville,FL-32244, 8.220 s Sep 24 2018 MiTek Industries,Inc. Tue Oct 16 11:12:22 2018 Page 1 I D:078slfd WT6AncvPO9cX7vdykzya-1?4k9H_CQpgMRoitxG5QFB2F7?QTCgll NouPOaySsAN -1-4-0 1-o-0 1.4-0 1-0-0 Scale=19.6 2x4 II 4 3 7.o0 12 q2 Y 1 6 5 2x4 11 7 3x8 1-0.0 1-0.0 Plate Offsets(X Y)— [7:0-4-2,0-1-81 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 0.20 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 Incr YES WB 0.03 Horz(CT) 0.00 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:7 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 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 7=207/0-5-8,5=-65/Mechanical Max Horz 7=43(LC 12) Max Uplift 7=52(1_C 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 NOTES- (6) 1)Wind:ASCE 7-10;Vult=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 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=5.0psf. ,`VI{11 1 111«I11�t 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 `� �` .••�G•E N S'•.q2 �� particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 4. No 39380 INA, 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 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 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 ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 JobTE'Ju2s s Truss Type Qty Ply 715342450 1561903 Jack-Open 8 TReference o tional Builders FirstSource, Jacksonville,FL-32244, 8.220 s Sep 24 2018 MiTek Industries,Inc. Tue Oct 16 11:12:22 2018 Page 1 ID:078slfdWT6AncvPO9cX7vdykzya-1?4k9H_CQpgMRoitxG5QFB21X?OUCgxl NouPOaySsAN 1-10-8 1-10-8 Scale=1:10.1 2x4 II 3 7.00 12 2 1 2x4 = 5 4 2x4 11 1-8-4 1-10-8 1 8 4 0-24 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 FBC2017/TP12014 Matrix-MP Weight:7 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=247/Mechanical,5=378/0-3-8 Max Horz 5=38(LC 12) Max Uplift 4=247(LC 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. NOTES- (6) 1)Wind:ASCE 7-10;Vuh=130mph(3-second gust)Vasd=101 mph,TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.11;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 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)5 except(jt=1b) �11t J 11111 f 11 j1 4=247. S A. 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any ��O P p�� particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. `�i�`.•�\G E•�S�•-9•yr f'i No 39380 ; it — a. !'�: •GRI ,. ;O N A,��Ca%. 111111 Thomas A Abani PE No.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 16,2018 AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE hill-7473 rev.laV3/2015 BEFORE USE. aeues 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 erly system.Before use,the building designer must verify the applicability of design parameters and propincorporate this design into the overall ; building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing { ek� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MI i fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUM1 Quality Criteria,DSB�9 and BCSI Building Component 6904 Parke East BIW. 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 T15342451 1561903 E.13 Jack-Open 8 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.220 s Sep 24 2018 MiTek Industries,Inc. Tue Oct 16 11:12:23 2018 Page 1 ID:078sftdWT6AncvPO9cX7vdykzya-EBe6Nd_gB7yD3yH3V doPbRlPkbxG6SbSeyYOySsAM 2-10-8 2-10-8 Scale=1:13.1 3 7.00 12 2x4 11 2 1 4 2x4 = 5 2x4 I 1-4-12 at-1 1-a-o 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 0.14 Vert(LL) 0.00 5 >999 240 MT20 244/190 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 FBC20171TPI2014 Matrix-MP Weight:11 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (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 NOTES- (6) 1)Wind:ASCE 7-10;Vuft=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.Il;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 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 Tit between the bottom chord and any other members,with BCDL=5.Opsf. 4)Refer to girder(s)for truss to truss connections. `%��<«� «��I 5)Provide mechanical connection(by others)of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s)4,5. `0O`^ A- q4 , 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any �� \V & , particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. ��`�,• .\Ci E N S'F•,9Z/,�� No 39380 . 0� P• . .,�� S,iO N A �C�,, Thomas A.AlItiani 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.10/0/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII quality Criteria,DSB-89 and SCSI Building Component 6904 Parke Past Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandna,VA 22314. Tampa,FL 36610 Job TrusTruss Type Qty Ply T15342452 1561903 EJ4s Jack-Open 2 1 Lb 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 Wi6AncvPO9cX7vdykzya-iNCUaz?SyR44h6sF2h8uKc8ayo2lgkjbg6N W5SySsAL -1-4-0 4-4-8 1-4-0 4-4-8 Scale=1:19.4 3 7.00 12 o_ A h 2 1 4 5 3x8 11 448 4-4-8 Plate Offsets(X.Y)- 15:0-4-2.0-1-81 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 0.30 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 FBC2017/TPI2014 Matrix-MR 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(1_C 12) Max Gray 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;Vuft=130mph(3-second gust)Vasd=101mph;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 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. `t��►11 Il��l 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 `�%O\`r"�,..•• ,q��1��j� particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. ',��`•.V, No 39380 � r �i,SS'�0N A'��• nn Thomas A.Abani PE No.39380 MIT&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 WTEK REFERENCE PAGE 111111.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ;�ek� is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the MITOW fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCS,Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Nexandna,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 1561903 EJ4G Jack-Open Girder 2 1 Lb Reference(optional) 715342453 Builders FirstSource, Jacksonville,FL-32244, 8.220 s Sep 24 2018 MiTek Industries,Inc. Tue Oct 16 11:12:24 2018 Page 1 I D:078slfd WT6AncvPO9cX7vdykzya-iNCUaz?SyR44h6sF2h8uKc8ZEoxDgkBbg6N W5SySsAL 4-4-8 4-4-8 Scale=1.19.4 2 2x4 II 7.00 12 1 7 3 HTU26 4x6 I 2x4 I HTU26 4-4-8 4-41 Plate Offsets(X.Y)— n:0-0-4.0-0-81.r1:0-0-9.0-4151 LOADING (psf) SPACING- 2-D-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.04 3-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.06 3-6 >829 180 BCLL 5.0 Rep Stress Incr NO WB 0.03 Horz(CT) 0.02 1 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:22 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 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=475/Mechanical,1=740/0-5-8 Max Horz 1=90(LC 12) Max Uplift 3=166(LC 12),1=167(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (9) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.11;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. 1\\ ONS A- A< 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b) �� e , 3=166,1=167. ♦` �O•'\C'E Ns* 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 0-5-4 from the left end to 2-5-4 to connect truss(es)to back face of bottom chord. No 39380 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. art i J� • ; LCI.. LOADCASE(S) Standard i �Q �:�4u� 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25ptf) •. O R,p p:• Uniform Loads Vert:1(2=60,3- 4=-10 � SS�OAL�� Concentrated Loads(lb) 1111 NN �\\\%% Vert:6=-461(B)7=-458(B) Thomas A.Abad 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 MI-7473 rev.1aV"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 veriy,the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek, is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII quality Criteria,DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Trus Type Qty Ply T15342454 1561903 EJ5 Jack-Open 24 1 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:078slfd WT6AncvPO9cX7vdykzya-AamtnJO4jkC)dGRScOr/tggjBCLSPByl3m73dvySsAK -1-0.0 54).0 1 0 5.0-0 Scale=1:21.2 3 7.00 12 d A 2 d 1 5 4x8 I 4 i 5t 5.0-0 Plate Offsets(X Y)— [2:0-1-0 0-1-121.[5:0-0-0.0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.09 4-5 >654 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.40 Vert(CT) 0.08 4-5 >732 180 BCLL 5.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.03 3 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MR Weight:19 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 5=276/0-5-8,3=1 21[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 NOTES- (6) 1)Wind:ASCE 7-10;Vuft=130mph(3-second gust)Vasd=101mph,TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.11;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 betweenwill fit 4)Refer ogirder(s)forottom chd and any other tru s to trmembers,with BCDL=S.Opsf. truss connections. �r'-`A,PS A' 44��f,, 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 ��`� .'�,G E IV particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. No 39380 J 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-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev.I dOMM2015 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 s ek, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek* fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII 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,Akexandna,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 715342455 1561903 . EJ5G Jack-Open Girder 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.220 s Sep 24 2018 MiTek Industries,Inc. Tue Oct 16 11:12:26 2018 Page 1 ID:078slfdWr6AncvP09cX7vdykzya-emKF?fljU2LnwOOeA6AMP1 DuUcd58ebulQsd9LySsAJ 5-0-0 5-0-0 Scale=1:21.2 2 2x4 I I 7.00 12 1 d 1 7 8 3 HTU26 HTU26 7x8 = 2x4 II 5-0-0 5-0-0 Plate Offsets(X Y1— [1:0-0-8,0-0-41,[1:0-4-15.0-0-91,f1'Edae 0-3-12) 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/TPI2014 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 puffins. 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(LC 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;Vuit=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. `%%` NS A- 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=lb) `� Q\�•......... 3=179,1=135. ♦� � \C'ENS��•�/fi �i 6)Use Simpson Strong-Tie HTU26(20-1 Od Girder,11-10dx1 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. ► No 39380 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 i 0i ��✓� 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 �iO R'o••••• Vert:12=60,3-4=-10 % Uniform � ,S10 N AL E�� Concentrated Loads(lb) Vert:7=386(6)8=-386(8) Thomas A.Alban!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 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 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 ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 715342456 1561903 F01 Floor 30 1 lob Reference o tional Builders FirstSource, Jacksonville,FL-32244, 8.220 s Sep 24 2018 MiTek Industries,Inc. Tue Oct 16 11:12:27 2018 Page 1 ID:078slfdWi6AncvPO9cX7vdykzya-6yudC?2LFMTeYabgkphbyFm 1 jOwFt_A2 W4cAhnySsAl G-1-8 H Itip 1-11-0 � SWI I 1:34.5 4x4= 44 = 1.54 = 1.54 11 1.54 11 1.5x3 11 1.54 11 3x6 FP= 1.5x3 = 1 2 3 4 5 6 7 8 9 10 11 12 13 25 26 4 23 22 21 20 19 18 17 16 15 4 44= 3x6 FP= 3x6= 3x6= 44= 1:6-0 16-5-0 18-11-0 2050 111 250 12-5-0 2�-0 1�-0 Plate Offsets(X,Y1— 11:Edge 0-1-8) 113:0-1-8 Edgel [18:0-1-8 Edger [19:0-1-8 Edgel LOADING (psf) SPACING- 1-40 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 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(CT) 0.07 14 n/a n/a BCDL 5.0 Code FBC2017rrPI2014 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=735/0-5-0,14=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=2681/0,45=2681/0, 56=3061/0,6-7=30611/0,7-8=3061/0,8-9=268110,9-10=2681/0,10-12=1898/0, 12-13=758/0 BOT CHORD 22-23=0/1429,20-22=012348,19-20=0/2915,18-19=0/3061,17-18=0/2915,16-17=0/2348, 1516=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=626/0,10-17=0/452,3-20=0/452,8-17=324/0,520=-324/0, 8-18=-87/442,519=87/442 NOTES- (4) 1)Unbalanced floor live loads have been considered for this design. "",r 2)All plates are 3x4 MT20 unless otherwise indicated. ``t{tt 1111 3)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. `��APS A, Strongbacks to be attached to walls at their outer ends or restrained by other means. �� e 4)This manufactured product is designed as an individual building component. The suitability and use of this component for any +.` O' �'i E S''••9�j',i particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. f No 39380 �9 tv: Thomas A.Abani PE No.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tarnpa FL 33610 Date: October 16,2018 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10roJ1t015 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 M•I'�'Ak° is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the vv 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,Alexandna,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Pty T15342457 1561903 . F02 Floor 2 1 • Job Reference o tional Builders FirstSource, Jacksonville,FL-32244, 8.220 s Sep 24 2018 MiTek Industries,Inc. Tue Oct 16 11:12:28 2018 Page 1 ID:078slfdWT6AncvPO9cX7vdykzya-a9S9QK2zOfbV9j90HXCgUSIA1 QMVcSYBIkLjEEySsAH 0-1-8 H 1♦-0-1� 0��'ice 2i S I 1:34.5 1.54 = 1.54 II 1.5x3 11 3x8= 1.5x3 I 1.5x3 3x6 FP= 1.5x3 = 1 2 3 4 5 6 7 8 9 10 11 12 13 127 28 0 25 24 2 22 21 20 19 18 17 16 15 3x6 FP= 1.50 I 3x6 = 4x4 = 3-10 20.5- 110-4 16-6-12 Plate Offsets(X Yl— 16 0-1-8 Edael f13 0-1-8 Edgel f18 0-1-8 Edael f24 0-1-8 Edgel f25 0-1-8 Edael LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.68 Vert(LL) -0.20 17-18 >986 360 MT20 244/190 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 Weight:109 lb 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 puffins, BOT CHORD 2x4 SP M 31(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) 26=-3/0-5-0,14=568/0-5-0,23=906/0-M 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=0/1656,1516=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 NOTES- (6) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. ,I\<<11111111ITI)1t� 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. `� k-A B ,� Strongbacks to be attached to walls at their outer ends or restrained by other means. ��`r •'�\�'i E N S �/Jj �i 5)CAUTION,Do not erect truss backwards. i 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any : No 39380 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 0 . 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 M 1.7473 rev.1M3,2015 BEFORE USE. isenes Design valid for use only with Mirek®connectors.This design is based only upon parameters shown,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 M!Tek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see 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,Alexandna,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Py T15342458 1561903 F03 Floor 18 1 �J.b Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.220 s Sep 24 2018 MiTek Industries,Inc. Tue Oct 16 11:12:29 2018 Page 1 I D:078slfd WT6AncvPO9cX7vdykzya-2LONdg3bnzjMntkDrEj31 grLl pi_LwAK_O5HmgySsAG 0.1-8 H1 1-3-0 2-0-8 048 Scale=1:28.1 1.5x3 = 1.5x3 I 1.5x3 II 1.5x3 = 1 2 3 4 5 6 7 8 9 19 20 0 2 17 16 15 14 13 12 11 4x4 = 1.5x3 II 3x6 = 4x4= 16-8-0 16-8-0 Plate Offsets(X.Y)— 13:0-1-8,Edoel.f9:0-1-8 Edaei 114:0-1-8 Edael LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.65 Vert(LL) -0.20 13-14 >999 360 MT20 244/190 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 Weight:87 lb 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 M 31(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 18=598/0-3-8,10=598/0-5-0 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=600/0,2-3=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=0/1114,15-16=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=0/256,5-14=276/145,1-17=0/774,2-17=715/0, 2-16=0/482,3-16=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 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)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'' •.9i/i i� No 39380 a. .111,F111111 sit��`�• Thomas A.ADani PE No.39380 MiTek USA.Inc.IL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 16,2018 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED AIITEK REFERENCE PAGE WI-7473 rev.1daW015 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 BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Adexandna,VA 22314. Tampa,FL 36610 Jab Truss Truss Type Qty Py 715342459 1561903 F04 Floor 8 1 Job Reference o tional Builders FirstSource, Jacksonville,FL-32244, 8.220 s Sep 24 2018 MiTek Industries,Inc. Tue Oct 16 11:12:30 2018 Page 1 I D:078slfd WT6AncvPO9cX7vdykzya-WXZmrO4DYHrOP 1 JPPyE1atOVsDON40PUC2ggl6ySsAF 0.1-8 H'�� 1-9-12 F� 1-6-12 %l sdal =1:34.5 3x8 = 1.5x3 = 1.54 11 1.54 11 3x6 FP= 1.5x3 = 1 2 3 4 5 6 7 8 9 10 11 12 27 28 0 2 26 25 24 23 22 21 20 19 18 17 16 15 14 13 3x6 FP= 3x6= 1.5x3 I1 1.54 II 1.54 11 13-2-12 20.5-0 112-12 Plate Offsets(X Yh f7:0-1-8 Edgel f10:0-1-8 Edgel [11:0-1-8 Edael [12:0-1-8,Edael f21:0-1-8 Edge] LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.72 Vert(LL) -0.17 21-22 >935 360 MT20 244/190 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 Weight:109 lb 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 M 31(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:18-19,17-18. REACTIONS. (Ib/size) 26=477/0-5-0,13=257/0-5-0,18=737/0-.r-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=60210,10-11=-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, 15-16=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 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 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. �� `�` •••��'i E N S'�••�/Jj�, 5)This manufactured product is designed as an individual building component. The suitability and use of this component for any F •'. particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. No 39380 1z z O•, 44/ i ice• ,,FS•.<,,O R I o. '.• Thomas A.Alban[PE NoM380 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 WI-7473 rev.10110312015 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.Addi Tonal 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 ANSVTPl1 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 Oty Py 715342460 1561903 F05 Floor 10 1 r Job Reference(ontionall Builders FirstSource, Jacksonville,FL-32244, 8.220 s Sep 24 2018 MiTek Industries,Inc. Tue Oct 16 11:12:312018 Page 1 ID:078s1fd WT6AncvPO9cX7vdykzya-?k782M5rJaz4OBubzfmX65wnpdN8przdRiaNgYySsAE 0-1-8 H �,6 1"3� � al '- Sca e-1:22.6 1.5x3 = 1.5x3 II 1.5x3 = 1 2 3 4 5 6 7 6 17 q 4 14 13 12 11 10 9 1.5x3 II 13-5-0 13-5-0 Plate Offsets(X Yl— 15:0.1-8 Edael f7:0-1-8 Edael x12:0-1-8 Edael LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.26 Vert(LL) -0.07 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.51 Vert(CT) -0.10 12-13 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.29 Horz(CT) 0.02 8 n/a n/a BCDL 5.0 Code FBC2017ITP12014 Matrix-S Weight:71 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) 15=479/0-5-0,8=479/0-5-0 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-15=475/0,7-8=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=0/287,3-13=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 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. 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. No 39380 t F All- • 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 MII-7473 rev.10,W/2015 BEFORE USE. Design valid for use only with Mirek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 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 iek� is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 71314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T15342461 1561903 . F06 Floor Girder 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.220 s Sep 24 2018 MiTek Industries,Inc. Tue Oct 16 11 A 2:32 2018 Page 1 I D:078slfd Wf6AncvPO9cX7vdykzya-Twh WFi5T4u5xeLTo WMHmflTtg 1 i 1 YHTngMJxN?ySsAD 0-1-8 �,'- 6 H 1 3-0 � ai Scale-1:22.6 1.5x3 = 1.5x3 1.54 = 1 2 18 19 3 20 4 21 5 22 23 6 7 g 17 q 4 It 14 13 12 11 10 9 1.54 II 13-5-0 13-5-0 Plate Offsets(X Yl— (5 0-1-8 Edoel I7 0-1-8 Edael f12 0-1-8 Edael LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.51 Vert(LL) -0.09 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.53 Vert(CT) -0.10 12-13 >999 240 BCLL 0.0 Rep Stress Ina NO WB 0.33 Horz(CT) 0.02 8 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matmr-S Weight:71 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 ND.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 Max Uplift 15=129(LC 10),8=111(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-15=540/131,7-8=542/112,1-2=544/169,2-3=-1251/499,3-4=1482/603, 4-5=1482/603,5-6=1248/432,6-7=545/150 BOT CHORD 13-14=342/1024,12-13=-061/1454,11-12=603/1482,10-11=-603/1482,9-10=-305/1022 WEBS 1-14=220/702,2-14=-667/241,2-13=-243/316,3-13=282/277,7-9=196/703, 6-9=663/216,6-10=276/336,5-10=363/340 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=1b) 15=129,8=111. , 11111111/1111' 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. `%%MRS A. Strongbacks to be attached to walls at their outer ends or restrained by other means. �� e 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 ��``2`O••`GENS'•'.,9/L�� 3-4-4,39 Ib down and 169 Ib up at 4-84,36 Ib down and 169 Ib up at 6-04,4 Ib down and 169 Ib up at 74-12,and 38 Ib down i 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 39384 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 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. �{�• �I�I LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 %T ©P'• �� Uniform Loads(plf) �j�s•'•.� R,•• �?`�� Vert:8-15=7,1-7=-67 Concentrated Loads(lb) "tSAO ,11l t jj j j t j 111 Vert:18=59(1`)19=-4(F)20=-4(F)21=-4(F)22=-4(F)23=59(F #f i) Thomas A.APE Na.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 MII-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 ,�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 WOW 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 -7Job Truss Truss Type Qty �P'y Lb Reference(optional) T15342462 1561903 F07 Floor 4 1 Builders FirstSource,Jacksonville,FI 32244 8.220 s Oct 6 2018 MiTek Industries,Inc.Tue Oct 16 13:24:03 2018 Page 1 ID:078slfdWr6AncvPO9cX7vdykzya-2Xbv9NVgZuflpZMglvcqnBhJvALiR1 FNOSGVUnySr7A 0-1-8 3x4= 3x6— 1.5x3 11 1.5x3 I 1-0-0 o i 0-5-8 � 4 Scale=1:9.4 9 1.5x3 = 0 0 Y � 3x4 = 3x4 = 8 7 6 5 3x4= 3x4 II 32-8 3-2-8 Plate Offsets(X.Y)— f5:Edge 0-1-81 16:0-1-8 Edoel.f7:0-1-8 Edgel LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.06 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 Ina YES W3 0.05 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S 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. `OS t A'►q�e,��i �. .•'GENS' •.9�i�i No 39380 >Ar - fill, I Thomas A.Abant PE No.39380 MiTek USA,Inc.IL 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 MIF7473 rev.10A03/1015 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 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 ANSVIPII 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 Py T15342463 1561903 . F08 GABLE 4 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.220 s Sep 24 2018 MiTek Industries,Inc. Tue Oct 16 11:12:33 2018 Page 1 ID:078slfdWT6AncvPO9cX7vdykzya-x6FuT266rCDoGV2 44o?BW09MRASHpbwv03UvRySsAC l� 3x4 = 1=i 3x4= 2 1.5x3 11 3 1.5x3 11 4 Scale=1:9.4 9 1.5x3 = 8 7 6 5 3x4 = 3x4= 3x4= 1.5x3 II 1-4-0 2-0-0 3.2-8 1-4-0 0-8-0 1-2.8 Plate Offsets(X Y)I— 14 0-1-8 Edge) I6:0-1-8 Edael f7 0-1-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.07 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 7 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-P Weight:22 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP ND.2(flat) TOP CHORD Structural wood sheathing direly applied or 3-2-8 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. 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. 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. \�� JJJJ ````M......... S E N ALe,,J; • � C No 39380 4 ACn) .R i ,F� N A� ��% Thomas A.Attlanj 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 MITEK REFERENCE PAGE ANI-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 ANSVTPII Quality Criteria,DSE49 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 city Py T15342464 1561903 F09 Floor Girder 4 1 a Job Reference footionah Builders FirstSource, Jacksonville,FL-32244, 8.220 s Sep 24 2018 MiTek Industries,Inc. Tue Oct 16 11:12:33 2018 Page 1 ID:078slfdWr6AncvPO9r-X7vdykzya-x6FuT266rCDoGV2 44o?BVJ03hRA9Hoom/03UvRySsAC L 13-0 0-11-0 34— 0-9.0 3x4 1 T� 1 3x6= 10 11 2 3 THA422 Scale=1:9.4 9 1.5x3 = q Y 1.5x3 = 8 3x4 = 1.5x3 II 7 6 5 4 3x4 11 3x6= 16-0 2-4-02.7.4 2 3-8-0 1_6_0x10-0 0.3-40. 2 1-0.0 Plate Offsets(X,Y)— 13:0-1-8,Edae1 17:Edae.0-1-81 LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.50 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.03 Vert(CT) -0.00 7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.09 Horz(CT) -0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-P Weight:26 Ib 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. (Ib)-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 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)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 �I�1 111111'r., top chord. �� S A- , 7)Fill all nail holes where hanger is in contact with lumber. O�P 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). `��,��`.•��G E S'�•.�2�.�� 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. N O 39380 LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 — i Uniform Loads(plf) "fl LC Vert:4-7=7,1-11=-67,3-11=192 i •• �/: Concentrated Loads(lb) Vert:3=225 2-300 10=64(F) . �R1111�N A11110%tJ .� Thomas A.Abani PE ND.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 16,2018 AOL WARNING-Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev.10/03/2015 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 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing �{ ek' 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 ANSVTP11 Quality Criteria,DSB-89 and BCSI Building Component 6804 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Aiexandna,VA 22314. Tampa,FL 36610 Job Truss Truss Type Oty Ply T15342465 • 1561903 Flo Floor 8 1 Lb Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.220 s Sep 24 2018 MiTek Industries,Inc. Tue Oct 16 11:12:34 2018 Page 1 ID:078slfd WT6AncvPO9cX7vdykzya-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 9 1.5x3 = 1.5x3 = 8 3x4 = 1.5x3 II 7 6 5 4 3x4 11 3x6 = 1-664 2-4-0 2-7.4 2 1-6-0 0-10-o a3-a Plate Offsets(X Y)- 13 0-1-8 Edgel 17 Edge 0-1-81 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 0.32 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 BCDL 5.0 Code FBC2017/TP12014 Matrix-P 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=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 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. ,,111111111l��' 5)CAUTION,Do not erect truss backwards. %% MPS. A, 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any B particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. `��`Z�O�\G E N S�:•��j/moi= LOADCASE(S) Standard No 39380 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:4-7=7,1-3=67J Concentrated Loads(lb) 'IZ Vert:3=35040. .fr � IfI N A11#1111; Thomas A.Alban 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 M11-7473 ray.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 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 0ty Ply T15342466 1561903 F11 GABLE 2 1 , Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.220 s Sep 24 2018 MiTek Industries,Inc. Tue Oct 16 11:12:35 2018 Page 1 I D:078slfd WT6AncvPO9cX7vdykzya-tVNeuk8MMpTVWoCNCVgTHx5VTEsvlivDMKYb_KySsAA Scale=1:13.8 3x4 = 1 3x4= 2 3 4 5 6 7 15 q Y Vi- 14 13 12 11 10 9 8 3x4= 3x4 = 3x4 = Plate Offsets(X,Y)— [7:0-1-8,Edge1.[9:0-1-8.Edge1.[13:0-1-8.Edae1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) War! Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.09 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(CT) -0.00 8 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:39 lb FT=11%F,11%E LUMBER- BRACING- 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. (lb)- 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 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. 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 `tI\1111111111111' particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. ,``%%%, APS A, q�� % • F No 39380 0 41 Z rL Thomas A.Abani PE No.39380 MiTek USA,Int:.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 16,2018 Q WARNING-Veriry design paremeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-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 verity the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see 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,Alexandna,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T15342467 1561903 . HJ4 Diagonal Hip Girder 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.220 s Sep 24 2018 MiTek Industries,Inc. Tue Oct 16 11:12:36 2018 Page 1 ID:078slfdWT6AncvPO9cX7vdykzya-Lhx1549_77bN7ynZJCLjp8dY?e5gU9hMb H8WmySsA9 -1-10-106-24 1-10-10 6-24 Scale=1:20.5 4 NAILED NAILED 4.95 12 13 NAILED NAILED 4x6'12 3 2 1 14 15 NAILED NAILED NAILED NAILED 5 4x8 II s-z-a 6-2-4 Plate Offsets(X Y)— f2:0-3-0,0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid 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 FBC2017ITP12014 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(LC 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 2-4=290/345 NOTES- (8) 1)Wind:ASCE 7-10;Vuit=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.11;Exp C;Encl., W GCpi=0.18;MFRS(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=S.Opsf. ``,1111111111,11 4)Refer to girder(s)for truss to truss connections. `�i `A PCj A, 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 105 Ib uplift at joint 4,221 Ib uplift at `N �t joint 2 and 57 Ib uplift at joint 5. `�2`••�,�C E N`S�`•;9Vj��i 6)"NAILED"indicates 3-1 Od(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). No 39380 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 j) 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) i 0 % Vert:1-4=60,5-6=-10 T % �R Concentrated Loads(lb) � ••' Vert:12=81(F=41,B=41)14=36(F=18,B=18)15=2(F=1,B=1) �•,SSJON A`'�/`% % Thomas A.Abanj PE 111D.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 16,2018 AWARNING-Verily design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ANO-7473 rev.1"312015 BEFORE USE. seesse 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 BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Py 715342468 1561903 HJ5 Diagonal Hip Girder 8 1 Lb Reference(optional) � Builders FirstSource, Jacksonville,FL-32244, 8.220 s Sep 24 2018 MiTek Industries,Inc. Tue Oct 16 11:12:37 2018 Page 1 ID:078s1fd Wr6AncvPO9cX7vdykzya-ptUPJP9cuQjEk6Lktv,AyM MAmF2S3DLwWpe 1 i2CySsA8 _1_11)_107-0-14 1-10-10 7-0-14 Scale=1:22.2 4 I� NAILED 4.95 12 NAILED 13 NAILED NAILED 4x6 A`I' 1 3 2 1 14 15 NAILED NAILED 5 5x8 II NAILED NAILED i 7.0.14 7-0-14 Plate Offsets(X,Y1- f2:Edge.0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid 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/TP12014 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 1-6-0 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. (Ib)-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,Vuft=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.11;Exp C;Enc., GCpi=0.18;MWFRS(envelope)and C-C Extedor(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. '`fir, 4)Refer to girder(s)for truss to truss connections. `��-A P�j Q- 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 117 Ib uplift at joint 4,281 Ib uplift at �� N`• e joint 2 and 80 Ib uplift at joint 5. , �0 IV S�•.9�j��i� 6)"NAILED"indicates 3-10d(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). N O 393$0 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) i 1� •."��✓� Vert:1-4=60,5-6=-10 �i'T p Q;• �� Concentrated Loads(lb) s Vert:12=81(F=41,B=41)14=36(F=18,B=18)15=2(F=1,B=1) ffffS`ON Thomas A.Abanj PE No.39380 MiTek 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 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 ANSV PII 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 Tru S Truss Type Qty Py 715342469 1561903 T01 Hip Girder 2 1 Job Reference lootionall Builders FirstSource, Jacksonville,FL-32244, 8.220 s Sep 24 2018 MiTek Industries,Inc. Tue Oct 16 11:12:39 2018 Page 1 I D:078slfd V4T6AncvPO9cX7vdykzya-mGc9j5BsQ2zx_QV8RLvQRnF2RrOKhQjpHyWp75ySsA6 -1-4-0 5-0.0 10-3-0 15 -0 20{r-0 21-10-0 1�-0 5-0-0 5-3-0 5-3-0 5-0-0 1-4-0 Scale=1.38.3 4x10 MT20HS= NAILED 4210 MT20HS= NAILED NAILED 2x4 II NAILED NAILED 4 22 23 5 24 25 6 7.00 12 4X6 4x6 3 7 2 8 9 Id 13 26 27 12 28 11 29 10 2x4 II NAILED NAILED 3x8= 3x6 = NAILED 2x4 II 3x10 II NAILED 3x10 NAILED 5-n-n 10-3-0 15-6-0 20-M 5-0-0 5-0-0 5-3-0 5-0-0 Plate Offsets(X Y�- [2:0-4-15.Edge],14 0-7-8 0-2-01 I6 0-7-8 0-2-01 T8 0-4-15 Edgel 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 0.67 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 direly applied or 3-6-10 oc purlins. 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(LC 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 2-4=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.Il;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 ``,it1 1 111!!!111 DOL=1.60 plate grip DOL=1.60 ��-A PS A. 44 3)Provide adequate drainage to prevent water ponding. ♦♦ e 4)All plates are MT20 plates unless otherwise indicated. ♦♦♦,�`AO'�\C E N S'i`• 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 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 : (�O 39380 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 3-1 Od(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 •, ICI 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 i 0 at 15-5-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. i�T� ,•� O R`1i�Q:••��, 10) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). C? 11)This manufactured product is designed as an individual building component. The suitability and use of this component for any �'�SS/O N At��.�`�♦ particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. !!!tf LOAD CASE(S) Standard Thomas A.Alban!PE No.39380 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 MiTek USA,Inc.FL Cert 6634 Uniform Loads(plf) 6904 Parke East Blvd.Tampa FL 33610 Vert:1-4=-60,4-6=-60,6-9=60,14-18=10 Date= October 16,2018 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE WI-7473 rev.10/0312015 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.Braung indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Surte 312,Alexandra,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 715342469 1561903 TO1 Hip Girder 2 1 Job Reference(optional) � Builders FirstSource, Jacksonville,FL-32244, 8.220 s Sep 24 2018 MiTek Industries,Inc. Tue Oct 16 11:12:39 2018 Page 2 I D:078slfd Wf6AncvPO9cX7vdykzya-mGc9j5BsQ2nk_QVBRLvQRnF2RrOKhQjpHyWp75ySsA6 LOAD CASE(S) Standard Concentrated Loads(lb) 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) A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVrPl1 Qualtty Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suds 312,Alexandra,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 715342470 t 1561903 T02 Hip 2 1 Job Reference o flora Builders FirstSource, Jacksonville,FL-32244, 8.220 s Sep 24 2018 MiTek Industries,Inc. Tue Oct 16 11:12:40 2018 Page 1 ID:078slfdWT6AncvPO9cX7vdykzya-ESAXxRCVBL5ocZ4K_2Qf OELFUQQypyVJcFMfXySsA5 -1-4-0 7-0-0 13-6-0 20-6-0 21-10.0 1-4-0 7-0-0 6-0-0 7-0-0 Scale=1:38.2 4x6= 4x6= 4 5 Z-5- 8 4x4 Q 6 �d 11 10 9 3x8 II 2x4 II 34 3x4= 3x8 740-0 13-6-0 20-M 7-0-0 6-6-0 7-0-0 Plate Offsets(X Yl— 12'0-4-15 Edgel [4:0-5-8.0-2-01,f5:0-3-8,0-2-01,f7:0-4-15 Edael 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 0.60 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 WB 0.12 Horz(CT) 0.03 7 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS 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(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 24=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.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 4)This trussadequate has beendrainage designed ora 10.0 psfprevent water bottom chord live load nonconcurrent with any other live bads. ,�O`A ,PcjAt r q��', 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 `� lam`• e will fn between the bottom chord and any other members,with BCDL=5.Opsf. ��%r\`Z` \Ci E N S•••�2 �i 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 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. •• �11! i Q•' � 00 ON AL 0% 11111111110" 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 WTEK REFERENCE PAGE ANI-7473 rev.1MW/2015 BEFORE USE. Design valid for use only with Mirek®wnnectors.This design is based only upon parameters shown,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 MlTek*is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVrPH 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,Alexandra,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Py T15342471 1561903 T03 Hip 2 1 Job Reference o tional Builders FirstSource, Jacksonville,FL-32244, 8.220 s Sep 24 2018 MiTek Industries,Inc. Tue Oct 16 11:12:41 2018 Page 1 ID:078stfdWr6AncvPO9cX7vdykzya-if ay8nC7yfDfDjfWYlxuWCLU3foA9OK5kG?vBzySsA4 -1� 5-2-3 9-0-0 11-6-0 15-3-14 20-6-0 21-10-0 -0-0 5-2-3 3-9-14 2-6-0 3-9-13 5-2-2 1-4-0 Scale=1:40.7 44= 4x8 = 5 6 7.00 12 2x4 2x4 4 7 0 4x4 i 4x4 3 8 2 9 d 13 12 11 3x8 II 3x8 = 3x8 3x4 = 3x8 II 9-0-0 11-6-0 20-0-0 9-0-0 2-6-0 Plate Offsets(X Y)— 12:04-15.Edoe1 [5:0-3-0.0-1-121,[6:0-5-8,0-2-01,f9:0-4-15 Edgel 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 0.28 Vert(LL) -0.11 11-20 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.17 11-20 >999 180 BCLL 5.0 Rep Stress Incr YES WB 0.17 Horz(CT) 0.03 9 n/a n/a BCDL 5.0 Code FBC2017/7PI2014 Matrix-MS 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 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=802/0-5-8,9=802/0-5-8 Max Horz 2=163(LC 10) Max Uplift 2=200(1-C 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=-721/455,6-7=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;Vuh=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.ll;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 pond %� ing. �� B 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `�� ` .•��G E r11 S'•.9/L�� 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 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. 'Q WF SS�O N AL E;,G�. 1111111111 Thomas A-Abani PE No.39380 MTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 16,2018 AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1191.7473 rev.10/07/2015 BEFORE USE. assess 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 budding of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-99 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 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 od nails at 6"on center.Clinch all nails. AJS4Joist blocking ® See page ood a oker block Tm 2x Closure Wood Structural Specifier Guide 2x8 minimum AJS•Joist Panel)Closure blocking ---------- LG1 Section view Drywall Ceiling or Minimum illi Times Back Span Maximum I Wood Structural Panel Soffit Cantilever Length '/3 Back Span Back Span Maximum Not to exceed 4'-0" 3'/s'min.w . . — bearing '/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 CALCa software. Large Rectangular Hales in AJS° Joistsi Hole size table based on maximum uniform load of 40 psf live load and 15 psf dead load, at maximum spacing of 24" on-center. Single Span Joist Multiple Span Joist Maximum Hole Size See Max Hole Size on Ihole/ Chartfor Joist Depth ,Joist Simple ', Multiple hole See Max Hole Size on Qhole f ihJoist Span t --Minimum]xdiameter/ Depth Span Span h—'hJoist Chart for Joist Depth �ihJoist —.-i / width of largest hole Span San 91G" 6"x 12" 6'x 7" 11 T/i' 8"x 13" 8"x 8" Simple Span Joist 6'.0'Min 14" 9"x 16" 8"x 13" Multiple Span Joist J.P-0'Min Multiple Span Joist 0'.0 Notes: 10"x 14' 9"x 11" Larger holes may be possible for either Single or Additional holes may be out in the web provided they meet 11"x 16" 10"x 14" the spec cations as shown in the hole distance chart shown 16" Multiple Span joists; use BC CALC®sizing software above or as allowed using BC CALC®sizing software. 12"x 15' 11"x 12" for specific analysis. AJS® �1OIsts �Gt o Connection on Steel Beam Connection with Hanger Hanger Connections to AJS Headers on Steel Beam ® Backer blocks shall be at least 12"long per hanger. Attachment of nailer per Nails shall be clinched when possible. design professional of record. Verify capacity and fastening requirements Attachment of of hangers and connectors. nailer per design professional of Backer record. Block 1/4"to 2" gap Steel beam. "Top Mount" "Face Mount" Backer block shall Backer block shall Backer block be tight to bottom be tight to bottom optional. of top flange with of top flange with 1/4"to 2"gap at top 1/4"to 2"gap at top Steel beam. of bottom flange. of bottom flange. Boise Cascade EV'vP•ALLJOIST`Irstallation Guide•0812912013 Reinforced Load Bearing Cantilever Detail PLYWOOD/OSB REINFORCEMENT (ff Required per Table on page 9) "Im"min.plywood/OSB or 13 rimboard closure.Nail with blocking Joist • /3z"Min.x 48"long plywood/OSB ad Hall Into each flange. blocking rated sheathing must match the full required for depth of the AJS"Joist. Nail to the \ cantilever Roof Span -�—2'-^ AJS®Joist with 8d nails at 6"o.c. and nail with 4-8d nails into backer Structural Panel block.When reinforcing both sides, reinforcement stagger nails to limit splitting. Install with horizontal face grain. 2'-0" •These requirements assume a 100 PLF wall load and apply to AJS® Joists.Additional support may be • The tables and details on pages 9 and 10 indicate the required for other loadings. See ` type of reinforcements,if any,that are required for load- BC CALC software. 2'-0" 1 bearing cantilevers up to a maximum length of 2'-0". Contact Boise Cascade EWP Backer block Cantilevers longer than 2'-0"cannot be reinforced. Engineering for reinforcement 2--0- However,longer cantilevers with lower loads requirements on AJS9 Joist depths may be allowable without reinforcement.Analyze greater than 16". G Uplift on back span shall be specific applications with the BC CALCI'software. considered In all cantilever designs Brick Ledge Load Bearing Cantilever i_' Brick Ledge With Blocking Panels (a Brick Ledge Without Blocking Panels Load bearing wall. 12"m40n 3/32" plyworce- BOISE CASCADE" mentnd Provide full P.imboard. bottodepth blocking Brick between joists. w It. 5"m 3%" Edge of hole shall be a O 2x10 sill plate for 2x6 wall, min.of 3"from end of I 2x8 sill plate for 2x4 wall. blocking panel. — Load bearing wall. Notes: Notes: 1.Use"/32"min plywood/OSB rated (8d)nails at 3"on center except 9'/z' 1.Use 33/32'min plywood/OSB rated (8d)nails at 3"on center except 91/? sheathing.Install full depth of joist joists,install nails at 21/2"on center. sheathing.Install full depth of joist joists,install nails at 2'/2'on center. with face grain parallel to joist. 2.Provide full depth blocking with face grain parallel to joist. 2.See page 5 for joist and rimboard Plywood reinforcement to bear fully between joists. Plywood reinforcement to bear fully connection details, on wall plate.Nail plywood to top 3.Edge of hole shall be at a minimum on wall plate.Nail plywood to top and bottom joist flanges with 2%' of 3"from end of blocking panel. and bottom joist flanges with 21/" Roof Roof Live Load s Joist Truss 20 psf 30 psf 1 40psf 50 psf Brick Ledge Depth Span Joists cing o.c. Reinforcement Table (inches) (ft) 12" - 16" '19.2" 12" 16" 19.2" 12" ' 16" 19.2" 12" 16" '..19.2" 24' o 0 0 o o 1 0 1 1 0 1 1 Table Design Assumptions 26' 0 0 o 0 0 1 0 1 1 0 1 2 28' o o o o o : 1 0 1 1 0 1 2 Roof Loading: 15 psf dead load plus 9'l" 30' o o 0 0 0 1 0 1 1 1 1 2 a 100 PLF wall self-weight, in addition 32' o o 1 0 1 1 0 1 2 1 2 2 to roof live load shown. Maximum 2'-6" 34' 0 0 x o x x 0 1 x 1 2 x 36' o x x a x x t x x 1 x x overhangs assumed on roof trusses. 24' 0 0 0 0 0 0 0 0 0 0 0 1 Floor Loading:40 psf live load plus 26' 0 0 0 0 0 0 0 0 0 0 0 1 28' 0 0 0 0 0 0 0 0 1 0 1 1 10 psf dead load, backspans not to 11%" 30' 0 0 0 0 0 0 0 0 1 0 1 1 exceed maximum floor spans shown on 32' o o o 0 0 0 0 0 1 0 1 1 page 3. 34' 0 - 0 0 0 1 1 0 1 1 0 1 1 36' o o 0 0 1 1 0 1 1 0 1 x KEY TO TABLE: 24' o o 0 0 0 0 0 0 0 0 I 0 0 0 = No Reinforcement Required 26' 0 0 1 0 0 0 0 0 0 0 0 0 0 1 = Reinforcement Required One Side of Joist 28' 0 0 0 0 ? 0 0 0 0 0 0 0 1 14" 30' o o o oo o 0 0 0 0 o 1 2 = Reinforcement Required Both Sides of Joist ' '' 32' o o 0 0 o 0 0 0 ! 0 0 0 1 x = Use Deeper Joists or Closer Spacing 34' 0 0 o o l 0 0 0 0 1 o o 1 36' 1 o 0 0 1 0 ! 0 1 0 0 0 ! 1 0 1 x Boise Cascade EVVP•ALLJOIST°installation Guide•08:15'2013 mN x x x x x'x x'x x r N X x X X x x x��r r r x x x x ��o �r r r r X 'e" fl m _ O N O X 0 0 0 r r O o O N>�>�>�> >� m .� N O U Q7 N N ZI C �ff -�'- 2 m m— �'a m v o �� a =_ / ((�� v> nv7Jv>J>n v>� o m o o °Lac ° v� O Ea o� OC N N X X X X X X X X r r r N X X X X O ? r r r r O>� »>`'>r MJ N _a O F� U E��.O C O°C' J M N N O r r N N N X X X O O O O O O r 0 0 0 0 050 O 0 0 0 0 0 0 (/y] W 10 0 � ° �O�Q' °.0 «_„L IL) O C_L O Q N `t N ? 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V c_0 m o_V m m O_N V .M D . _o_. a. o1{ u8S < _.o�V .__m VN mN Nm OM NM V tMD mM oV NV N N o Mm M NM tM0 mM oNNNMM MM NMMMMMNN M M M M $$UJl)00� NMN M V ssnJl foot{ MM0 — sauaSlslof L sauaS{siof „z/6 44 9L V Nym wmsf 0 u y{dad{slot 4L d y' 41dadi{slot 06L©SrV g AJS° Joist Hale Location & Sizing AJS®Joists are manufactured with 1'12"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) (see table below) cut or notch ,. _ flange b DO cut in web area No holes(except knockouts) '—A V/"round hole may be 6� j as specified 0 allowed in bearing zones cut anywhere in the web. Do not cut holes Provide at least 3"of larger than 11/2" 0 clearance from other holes. round in cantilevers. Minimum distance from support, listed in table below, is required for all holes greater than 1112" M Ili 111:3111gql� 111. Select a table row based on joist ' depth and the actual joist span Round Hole Diameter[in] 2 3 4 5 6 6% 7 8 8% 9 10 11 12 ? 13 rounded up to the nearest table span. Scan across the row to the column headed by the Rectangular Hole Side[in] 2 4 6 6 - - - appropriate round hole diameter or rectangular hole side. Use 2'-5" 2'-11" T-5" i T-10" 4'-0" the longest side of a rectangular hole. The table value is the Any closest that the centerline of the 9,/2" SIN 12 3'-0" T-8" 4'-5" 5'-1" 5'-10" 6'-0" hole may be to the centerline of Joist - - the nearest support. 16 4'-0' 4'-11" 5-11 !6'-10" 7'-9" 8'-0" The entire web may be cut out. DO NOT cut the flanges.Holes Round Hole Diameter[in] 2 3 4 5 6 6:z 7 8 87/a 9 10 11 12 13 apply to either single or multiple _ joists in repetitive member Rectangular Hole Side[in] - - - 2 3 4 5 7 8 _ _ _ _ _ conditions. a For multiple holes,the amount 8 1'-0" 1'-5" 1'-10". 2'-3" 2'-8" 2'-11"- 3'-1" 3-6' 3'-11" of uncut web between holes j must equal at least twice the diameter(or longest side)of the 12 1'-5' i 2'-1" T-9" T-5" 4'-0 4'-4" 4'-8" 5'-4" 5'-11" largest hole. Any Span 117/J' Joist i 1'/2"round knockouts in the web 16 1'-11" T-10" 3'-8" 4'-6" 5'-5" 5'-10" 6'-3" 7'-1" T-10" may be removed by using a r- ---` -1-4 short piece of metal pipe and 20 2'-5" 3'-6" 4'-7" 5'-8" 6'-9" T-3" T-10" T-11" T-10" hammer. Holes may be positioned verti- Round Hole Diameter[in] 2 3 4 5 6 6'/ 7 8 8'/e 9 10 11 12 13 tally anywhere in the web. The joist may be set with the 11/2" Rectangular Hole Side[in] - - - - 2 3 3 5 6 6 8 9 _ knockout holes tumed either up or down. 8 1'-0" 1'-1 1-2 . 1'-4 1'-8" 1'-11" 2'-1" Z-6" 2'-10" 2'-11" 3'-4" T-9" This table was designed to covered by tables elsewhere apply to the design conditions 12 1'-0' 1'-1" y 1'-4" ' T-10" 2'-7' 2'-11" 3'-2" 13-10" 4'-4" 4'-5" ! 5'-0" 5'-7" in this publication. Use the Any BC CALC°software to check 14' Span16 1'-0" 1'-1" 1'-10" 2'-8" T-5" 3'-10' 4'-3" 5'-1" 5'-9" 5'-11" 6'-8" T-6" other hole sizes or holes under Joist Ift) other design conditions. It may 20 1'-0" 1'-3" 2'-4" 3'-4" 4'-4" 4'-10" 5'-4" 6-4" T-3" T-4" 8'-5" 9'-5" be possible to exceed the limita- tions of this table by analyzing a specific application with the i 24 1'-0' 1'-7" 2'-9" 4-0" 5'-2 15'-10'I 6-5" T-8" 8'-8" 8'-10'1 10--l" 11'4" BC CALL®software. Round Hole Diameter[in] 2 3 4 5 6 6'/ 7 8 8% 9 10 11 12 13 Rectangular Hole Side[in] - - - - - - 2 3 5 5 6 8 9 10 8 1'-0" 1'-1" 1'-2" 1'-2" 1'-3" 1'-3" 1'-3" 1'-8" 2'-0" 2'-1" 2'-5" 2'-10"', 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" An 16. Span 16 1'-0" 1'-1" 1'-2" 1'-2" 1'-10" T-2" 2'-7" T-4" 4'-0" 4'-2" 4'-11" 5'-8" 6'-5" 7'-2" Joist [ft) 20 1'-0" 1'-1" 1'-2" 1'-4" 2'-3" 2'-9" T-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" S-11" 5'-1" 6'-1" 6'-3" T-4" 8'-6" 9'-8" 10'-10' Boise Cascade EWP•ALLJOISTc Installation Guide•0819:2013 Roof Framing Details Additional roof framing details available with BC FRAMER° software 10d*horiz. for e side for 135 PLF max., Rimboard/VERSA�AM°blocking 2x beveled plate for slope at 6Ventilation"V'cut: greater than'/4/12. one side for 240 PLF max.:: 1/,of length,'h of depth 3 Backer blo Thickness 2x4corresponblocking AJS°serie2x block for soffitAJS°blocking support. 2'-0"mxHoles cut I Flange of AIS°Joists may be birdsmouth cut only atSimpson VPA or USP TMP connectors or equal can for ventilation. the low end of the joist Birdsmouth cut AIS°joist be used in lieu of beveled plate for slopes frommust bear fully on plate web stiffener required each3/12 to 12/12. side.Bottom flange shall be fully supported. i ° 1 Rimboard/VERSA-LAM blocking. Backer block i Ventilation"V"cut (minimum 12"wide). i 1/3 of length,'/,of depth JoistNailwithi0-iOd nails. Hanger 1 s I i DO NOT bevel-cut joist Tight fit Flange of AJS°Joists may be beyond inside face of wall,except for lateral birdsmouth cut only at the Filler block.Nail for specific conditions in details stability. low end of the joist with 10-10d nails. shown on pages 6 and 15 of the Birdsmouth cut AJS•Joist ALU015T°Specifier Guide. must bear fully on plate,web Backer block required where tap flange stiffener required each side. joist hanger load exceeds 250 lbs. 2'-0"max. ( Install tight to top flange. 1 Simpson or USP LSTA24 ° f• Simpson or USP LSTA24 strap where slope strep,nailing per AIS Blocking ® exceeds 7/12(straps may be required for lower ® L Double joist may be required Row on each slopes in high-wind areas). Nailing per governing L when L exceeds rafter governing building code. side of ridge building code. (2-0• spacing. or alternate. Holes cut for max Blocking as required. ventilation. VERSA-LAM' ( C LVL support beam. k Nail outrigger _ through AJS web. L ERSA-LAM° 2"x outrigger /i LVL support notched around AJS° beam. Beveled web stiffener top flange.Outrigger Double beveled plate,connect to ridge on each side. spacing no greater with 2 rows i6d nails at 12"o.c End Wall. than 24"on-center. Simpson LSSUI or USP TMU hanger. LATERAL SUPPORT • AJS®Joist to support: WEB STIFFENER REQUIREMENTS • AJS°Joists must be laterally supported at the ends - 2-8d nails,one on each side of the web,placed See Web Stiffener Requirements on page 4. with hangers,AJS®rim joists,rim boards,AIS® 11h inches minimum from the end ofthe AJS°Joist blocking panels orx-bracing. AJS®blocking panels or to limit splitting. PROTECT AJS®JOISTS FROM THE WEATHER x-bracing are required at cantilever supports. • Sheathingto AJS11joist,rimjoist,blocking: AJS''Joists are intended only for applications that • Blocking may be required at intermediate bearings for - Prescriptive residential roof sheathing nailing provide permanent protection from the weather. floor diaphragm per IRC in high seismic areas,consult requires 8d common nails @ 6"o.c.on edges Bundles of AJS Joists should be covered and stored local building official. and @ 12"o.c.in the field IRC Table R602.3(1). off of the ground on stickers. Closer nail spacing may be required per design MAXIMUM SLOPE MINIMUM BEARING LENGTH FOR AJS`JOISTS professional of record. • 1%inches is required at end supports. 31h inches is - 14 gauge staples may be substituted for 8d nails if • Unless otherwise noted,all roof details are valid for required at cantilever and intermediate supports. the staples penetrate at least 1 inch into thejoist. slopes of 12 in 12 or less. • Longer bearing lengths allow higher reaction values. - Wood screws may be acceptable,contact local VENTILATION Refer to the building code evaluation report or the building official and/or Boise Cascade EWP " The 1%inch,pre-stamped knock-out holes spaced BC CALCI software. Engineering for further information. at 12 inches on center along the AJS®Joist may NAILING REQUIREMENTS BACKER AND FILLER BLOCK DIMENSIONS all be knocked out and used for cross ventilation. Deeperjoists than what is structurally needed may • AJS®rim joist,rim board or closure panel to AJS®Joist: *Series Thickness Filler Block Thickness Backer Block be advantageous in ventilation design. Consult local , - Rims or closure panel 1'/a inches thick and less: AJS - building official and/or ventilation specialist for 2-8d nails,one each in the top and bottom flange. 140 specific ventilation requirements. ® 150 1h1 "or two x_ h" 2 +%"woodpanel - AJS 140/150/20/190 rim joist:2-16d box nails, 20 wood panels BIRDSMOUTH CUTS one each in the top and bottom flange. 190 m - AJS®25 rim joist: Toe-nail top flange to rim joist AJS Joists may be birdsmouth cut only at the low with 2-10d box nails,one each side of flange. 25 2 x_lumber Double 2 x_lumber end support. AJS®Joists with birdsmouth cuts may • Cut backer and filler blocks to a maximum depth equal cantilever up to 2'-6"past the low end support.The • JUS"rim joist,rim board or AJS®blocking panel p q bottom flange must sit fully on the support and may to support: to the web depth minus 1/4"to avoid a forced fit not overhang the inside face of the support. High - 8d nails at 6 inches on center. • For deeper AJS®Joists,stack 2x lumber or use multi pie end supports and intermediate supports may not be - When used for shear transfer,follow the building pieces of 3/4"wood panels. birdsmouth cut. designer's specification. Eloise Cascada EWP•ALLJOIST`-installation Guide-08129/2013 Roof Framing AJS° Rafters Additional roof framing details available with BC FRAMER®software The ridge must be supported FOR INSTALLATION STABILITY, by VERSA-LAM"LVL beam or load-bearing wall. Temporary strut lines-(1x4 min.) 8 ft.on center maximum'Fasten at each joist with two 8d nails Blocking or other lateral minimum. ( _ support required at end �-- supports. °o i When installing Boise Cascade EWP products with treated wood,use only connectors/ fasteners that are approved for use with the Blocking not corresponding wood treatment. shown for clarity. —AJS®Rafter Header Multiple AJS°Rafters may be required. SAFETY WARNING DO NOT ALLOW WORKERS ON AJS%JOISTS UNTIL ALL HANGERS,AJS- SERIOUS ACCIDENTS CAN RESULT FROM INSUFFICIENT ATTENTION TO RIM JOISTS,RIM BOARDS,AJS1 BLOCKING PANELS,X-BRACING AND PROPER BRACING DURING CONSTRUCTION. ACCIDENTS CAN BE AVOIDED TEMPORARY ix4 STRUT LINES ARE INSTALLED AS SPECIFIED BELOW. UNDER NORMAL CONDITIONS BY FOLLOWING THESE GUIDELINES: • Build a braced end wall at the end of the bay,or permanently install The ends of cantilevers must be temporarily secured by strut lines on the first eight feet of AJS®Joists and the first course of sheathing. As both the top and bottom flanges. an alternate,temporary sheathing may be nailed to the first four feet of Straighten the AJS®Joist to within'/2 inch of true alignment before AJS®Joists at the end of the bay. attaching strut lines and sheathing. • All hangers,AJSe 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 property nailed as each permanent sheathing. AJS®Joist is set. • Install temporary 1 x4 strut lines at no more than eight feet on center as Failure to install temporary bracing may result in sideways buckling or p ry g roll-over under light construction loads. additional AJS®Joists are set. Nail the strut lines to the sheathed area, or braced end wall,and to each AJS°Joist with two 8d nails. AJS"'Ceiling Joist with Bevel End Cut(For Limited-Access Attics Only) Joist End Wall AJS Joist shall not be used as collar/tension tie. Roof rafter shall be Minimum Depth 2x4 2x6 supported by ridge beam or other upper bearing support. Heel 9W' 2'1" 1'/=" Plywood/OSB Sheathing or Rafter Strut Roof Rafter Depths 11%11 3'W 2'W ix4 Nailer @ Max.4'-0"o.c. Gelling Loads: 14" 4'h" 31/2' Minimum Heel Depth Live Load=10 psf Notes: ( (See table at right) Dead Load=7 psf 1)Detail is to be used only for ceiling joists with no () 12 2x Blocking access to attic space. Min.6�— 91/2',IVA",14"or 16" Web 2)Ceiling joist must be designed to carry all roof load I o AIS®series Ceiling Joist Filler transferred through rafter struts as shown. - (a 24"o.c.Maximum 3)AJS®ceiling joist end reaction may not exceed r 550 pounds. ------a �"Minimum Bearing — 4)Minimum roof slope is 6/12. (2x4 wall)Each End 5)Nail roof rafter to AJS®top flange with 1-16d sinker Maximum Span Lengths Without Roof Loads or box nail. 91h"AJS1 140, 150,20,190,25 19'-6" 6)1x4 nails shall be continuous and nailed to an end wall braced to the roof diaphragm. 117/x"AJS®140,150,20,190,25 22'-0" 7)Install a 24"long web stiffener on each side of 14"AJS®140,150,20,190,25 24'-6" AJS®Joist at beveled ends.Nail roof rafter to AJS® If roof loads transfer to ceiling joists through struts,analyze with BC CALC� Joist per building code requirements for ceiling joist software,not exceeding end reaction limit stated in Note 3(see right). to roof rafter connection. Additional floor framing details available with BC FRAMER°software END BEARING DETAILS as• as• rim joist. blocking. Dimension lumber - \ ! Nail B015 is not suitable for CASCADE- use as rimboard I Rimboard to with AS'Joists. AIS-Joists with Dimension lumber is not Blocking may be required .;;-.r > ad nail into suitable for use as rim '" perpendicular to wall, each flange. board with AIS•Joists. consult design professional 2x ledger. Use of AIS*rimjoist requires 2x6 of record and/or local building official. - wall for minimum joist bearing. ® J�be e 8d nail ® BOISE CASCADE" Rimboard\ Top Flange or Face Mount h side at Joist Hanger ring Solid block all posts {{{ Note:A1S1 floor from above joist must be to bearing designed to carry 1%"minimum below. bearing length wall above when not stacked over wall To Ibnit splitting flange,start nails at least IY2" below. from end.Nails may need to be driven at an Blocking required underneath braced wall VERSA-LAM• angle to limit splitting of bearing plate. panels and shear walls consult design professional of record. INTERMEDIATE BEARING DETAILS AJSs Joist Slope Cut Reinforcement tDetail below restores original allowable (� For load bearing wall above Blocking may be required consult design professions �DouhleSquashBlockUe ticalLoatlpb/ftj shear/reaction value to cut end ofAJS•joist.AIS• (stacked over wall below). of record and or local building official. - Joist Spacing[inj Joist shall not be used as a collar or rafter tension tie.j ! Size 12 1619.2 24 2 z 6 min.rafter.Rafter shall be supported by ridge be � 2x4 4463 3347 2789 2231 other upper bearing supe Load bearing 2x6 7013 5259 4383 3506 t\ti wall above ® 6 1- F.n• A6 (stacked(stacked over 1. Squash blocks are to be in full contact n'in wall below) with upperfloorand lowerwallplate. AJS•Joist Heel blocking. 2x block. 2. Capacities shown are for a double Depth Squash blocks at eachjoist,SPF see Nail block with one SOd nail into each flange. or better. table 24 belowi I— Backer block [■5(ij DOUbleAJS®101St mm ®j 2z blocking required atbearing(not shown for Garty). p �1/ (minimum 12" Connection Sheathing or /,;min.plywood/OSB rated sheathing as reinforce [ wide).Nailwtth rimboard menL Install reinforcement with face grain horizontal. Joist 10-10d nails • Filler Block closure Install on both sides of thejoist,tight to bottom flange. ? Hanger (see chart below) AJS" 1/i gap between reinforcement and bottom oftop flange.{ i Apply construction adhesive to contact surfaces and • blocking fasten with 3 rows of min.10d box nails at 6"o.c. J( required for Alternate nailingfrom each side and clinch. cantilever. ; Filler block.Nail i Web-Filler. •� MhurnamReal Depth I with to-10dnails Nailing l2' End Wall Rod Pito t on-center i Beario6 6/12 1 7/12 8/12 9112 10/12 12/12 j Backer block required where top flange Connection valid for all For load bearing cantilever,see pages 9 ': ,. 1 joist hanger load exceeds 250 Itis applications.Contact Boise Cascade and 10.Uplift on backspan shall be 2 xb 4 h 4%.e' 454' 414' 4v4' 4%" Install tight to top flange. EWP Engineering for specific conditions. considered in all cantilever designs. 2x6 3°A" 1 31A 2'A4' 2A" VA," 2V4" LATERAL SUPPORT • AIS®Joist to support: WEB STIFFENER REQUIREMENTS • AIS®Joists must be laterally supported at the ends - 2-8d nails,one on each side of the web,placed See Web Stiffener Requirements on page 4. with hangers,AJS•rim joists,rim boards,AJS• 1%inches minimum from the end of the AIS®Joist blocking panels orx-bracing. AIS®blocking panels or to limit splitting. PROTECT AJST JOISTS FROM THE WEATHER x-bracing are required at cantilever supports. • SheathingtoAJS®joist,rimjoist,blocking: AJS1 Joists is intended only for applications that • Blocking maybe required at intermediate bearings for - Prescriptive residential floorsheathing nailing requires provide permanent protection from the weather. floor diaphragm per IRC in high seismic areas,consult 8d common nails @ 6"o.c.on edges and @ 12"o.c.in Bundles of product should be covered and stored off local building official. the field IRC Table R602.3(1).Closer nail spacing may of the ground on stickers. MINIMUM BEARING LENGTH FOR AJScl JOISTS be required perdesign professional of record. AJS"RIM JOISTS AND BLOCKING • 1%inches is required at end supports. 3%inches is - 14 gauge staples may be substituted for 8d nails if required at cantilever and intermediate supports. the staples penetrate at least 1 inch into thejoist Vertical Load • Longer bearing lengths allow higher reaction values. - Wood screws may be acceptable,contact local Transfer Capacity Refer to the building code evaluation report or the building official and/or Boise Cascade EWP Joist Depth (pin BC CALCI software. Engineering forfurther information. NAILING REQUIREMENTS 91h" 1875 • AJS®rimjoist,rim board or closure panel toAJS®Joist: BACKER AND FILLER BLOCK DIMENSIONS 1680 - Rimsorclosurepanel Y/4inchesthickandless: '; Backer Block -- - -- 2-8d nails,one each in the top and bottom flange. ALSO Series Thickness Filler Block Thickness 14" 1500 - AIS®140/150/20/190 rim joist:2-16d box nails, 140 16" 1340 one each in the top and bottom flange. 150 1%"or two's" +s " 2x /e wood panel - AIS®25 rimjoist:Toe nail top flange to rim joist 20 wood panels - p 1)Web stiffeners required at each end of blocking panel. with 2-10d box nails,one each side of flange. 190 Distance between stiffeners must be less than 24". • AJS®rim joist,rim board or AJS•blocking panel to 25 2x-lumber Double 2x-lumber support: - 8d nails at 6 inches on center. Cut backer and filler blocks to a maximum depth equal - When used for shear transfer,follow the building to the web depth minus 1/4"to avoid a forced fit. designer's specification. For deeper AJS•Joists,stack 2x lumber or use multiple pieces of 1/4"wood panels. Boise Cascade EVVP"ALLJOIST`-installation Guide•0812912013 Floor Framing . Additional roof framing details available with BC FRAMERe software NOTE When installing Boise Cascade EWP The illustration below is showing several suggested AJS"blocking or 2x4"squash"block on each products with treated wood. applications for the Boise Cascade EWP products. side required when supporting a load-bearing use only connectors/fasteners It is not intended to show an actual house under wall above. that are approved for use with construction. the corresponding wood treatment. NO MIDSPAN BRIDGING IS REQUIRED FOR ALUOIST11 PRODUCT VERSA-LAM®header or an AJS"header. 11h"knockout holes at FOR INSTALLATION STABILITY, approximately 12"o.c. Temporary strut lines(1x4 min.)8'on are pre-punched. center max.Fasten at each joist with 2-8d nails minimum. Dimension lumber is not suitable for use as a rim board in ALUOIST" floor systems. AJS"rim joist. ° See Floor Details page 5. See page 8 for allowable hole sizes ® ® and location. t t BOISE CASCADE"Rimboard. See pages 6 and 27 of the VERSA-LAM®LVL beam. ALLJOISr Specifier Guide. Endwall blocking as required per governing building code. For load-bearing cantilever details, see page 9. Aly®Blocking is required when joists are cantilevered. Web Stiffener Requirements See Web Small Gap: (-StiffenerWeb Stiffener W min., I Nailing Nailing Schedule Web 2 max.L chart stiffener AJS®Series Joist Depth Nailing 2"min.l t Width 4"maxL 140 150 9'/2'— 11%" 3-10d /reap 20 Clinch 190 2mi14"— 16" 5-10d s n. Nail25 4 maT Tight Fit Web Stiffener required when concentrated loa NOTES exceeds 1000 lbs Web stiffeners are optional except as noted below. Web stiffeners applied to Web stiffeners are always required for 18"and deeper AJS®joists at all bearing both sides of the joist web locations. Structural Panel -• Stiffener Web stiffeners are always required in hangers that do not extend up to support the top flange of the AJS®Joist. Web stiffeners may be required with certain Minimum Thickness sloped or skewed hangers or to achieve uplift values. Refer to the hanger - - manufacturer's installation requirements. In No Minimum Web stiffeners are always required in certain roof applications.See Roof AJ5O Series Hanger Hanger Width Framing Details on page 7. - - • Web stiffeners are always required under concentrated loads that exceed 140/150/20/190 1" i 1'/2" 25/18' 1000 pounds. Install the web stiffeners snug to the top flange in this situation. Follow the nailing schedule for intermediate bearings. 25 2x4 lumber(vertical) Web stiffeners may be used to increase allowable reaction values.See AJS® Design Properties on page 26 of the ASG or the BC CALC®software. Boise Cascade EVv'P•ALLJOIST°Installation 13uide•08%19;2013 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-and-groove subfloor,install the joists vertically ultimate end user to determine their expectation is critical. Vibration plumb with level-bearing supports,and install a direct-attached is usually the cause of most complaints. Installing lateral bridging may ceiling to the bottom flanges of the joists. help; however,squeaks may occur if not installed properly.Spacing the joists closer together does little to affect the perception of the The floor span tables listed below offer three very different floor's performance.The most common methods used to increase performance options,based on performance requirements of the performance and reduce vibration of wood floor systems is to the homeowner. ***THREE STAR*** *.**FOUR STAR**** CAUTION *MINIMUM STIFFNESS ALLOWED BY CODE* Live Load deflection limited to L/480: The Live Load deflection limited to Lt960+: Live Load deflection limited to L/360: Floors common industry and design community A floor that is 100%stiffer than the three star that meet the minimum building code L/360 standard for residential floor joists,33%stiffer criteria are structurally sound to carry the than 1_1360 code minimum. However,floor floor.A premium floor that 100%stiffer than the specified loads;however,there is a much higher performance may still be an issue in certain 3-star floor for the discriminating homeowner. risk of floor performance issues. This table applications,especially with 91/2"and 11/s" should only be used for applications where floor deep joists without a direct-attached ceiling. performance is not a concern. Joist ALLJOIST° 12" 16" 19.2" 1 24" 12" 16" 19.2" 24" 12" 16" 19.2" 24" Depth I Series o.c. O.C. O.C. o.c. o.c, c.c. o.c. o.c, O.C. O.C. O.C. O.C. 140 1T-9" 16-3" 16-4" 13'-11" 1IT-11" 17-8" 11'-11" 1V__1" 191-8" 17'-0" 16-6" 13'-11" 150 18'-1" 16-7" 151-8" 14'-7" 14'-2" 12'-11" 12'-2" 11'-3" 20'-0" 18'-3" 16-8" 14'-11" 9Y:" 20 19'-1" 1T-5" 16'-5" 16-4" 14'-10" ! 13'-0" 12'-9" 11'-10" 21'-1" 19'-3" 18'-2" 16-4" 190 19'-4" 17'-8" 16-8" 15'-0" 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" 1T-2" 140 21'-2" 19'-4" 1T-8" 15'-10" 16'-7" 15'-1" 14'-3" 13'-3" 22'-5" 19'-5" 17'-8" 15'-10" 150 21'-7" 19'-8" 18'-7" 17'-0" 16'-10" 16-4" 14'-6" 13'-S' 23'-10" 20'-10" 19-0" 17'-0" 11%11 20 27-8" 20'-9" 19'-7" 18'-3" 17'-9" 16'-2" 15'2" 14'-1" 25'-1" 22'-10" 20'-10" 18'-8" ---- .. .._ _... _ ._. -.- — 190 23'-0" 21'-0" 19'-10" 18'- 6'- 6" 18'-0" 14" 15-5" 14'-4" 25',5" 23'-3" 21'-11" 19'-0" - ---- ....... _._.. --� _.._._ .. 22 ....... 25 24'-11" '-9" 21'-0" 18'-3" 19'-6" 1T-8" 16'-8" 15'-5" 27'-7" 24'-0" 21'-11" 18'-3" 140 24'-0" 21'-4" 19'-5" 17'-4" 18'-10" 17'-2" 16-2" 15'-0" 24'-7" 21'-4" 19'-5" 17'-4" 150 24'4" 27-4" 20'-11" 18'-9" 19'-2" 1T-6" 16-5" 15'-3" 264" 22'-11" 20'-11" 18'-9" 14" 20 25'-9" 23'-0" 22'-2" 19'-1" 20'-2" 1V-4" 1T-0" 16'-0" 28'-5" 25'-1" 22'-11" 19'-1" 190 26-1" 23'-10"" 22'-6" 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" 2Z-11" 18'-4" 140 26'-6" 22'-11" 20'-11" 18'4" 20'-10" 19'-0" 1T-11" 161-8" 26'-6" 22'-11" 20'-11" 18'-9" 150 27'-1" 24'-7" 22'-5" 19'-3" 21'-3" 19'-4" 18'-3" 16-11" 28'-5" 24'-7" 22'-5" 19'-3" 16" 20 28'-6" 26-0" ': 24'-2" 19'-3" 22-4" 2U-4" 19'-1" 17'-9" 31'-3" 27'-0" 24'-2" 19'-3" 190 28'-11" 26-5" 24'-2" 19'-3" 22'-8" 20'-7" 19'-5" 18'-0" 31'-11" 28'-11" 24'-2" 191-4" 25 1 31'-4" 27'-10" 23'-2" 18'-6" 24'-6" 22'-3" 20'-11" 18'-6" 32'-9" 2T-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 21/32'min.plywood/OSB rated sheathing is glued and nailed to joists. This table was designed to apply to a broad range of applications. It may be possible to Table values represent the most restrictive of simple or multiple span applications. exceed the limitations of this table by analyzing a specific application with the BC CALCO • Table values are the maximum allowable clear distance between supports.Analyze multiple sizing software. span joists with BC CALC®sizing software if the length of any span is less than half the length of an adjacent span. Shaded values do not satisfy the requirements of the North Carolina State • Table values assume minimum bearing lengths without web stiffeners for joist depths of 16' Building Code. Refer to the THREE STAR table when spans exceed 20 feet inches and less. One-Hour Floor/Ceiling Assembly FIRE ASSEMBLY COMPONENTS -- -- 1. Min.23/32-inch T&G Wood Structural Panels. A construction adhesive must be applied to the top of the joists prior to placing sheathing. The sheets shall be installed with their long edge perpendicular to the joists with end joists centered 2 over the top flange of joists and staggered one joist spacing with adjacent sheets. 2. AJSe Joists at 24"o.c.or less. , 3 3. Two layers%"Type C or two layers%"Type X gypsum board SOUND ASSEMBLY COMPONENTS When constructed with resilient channels See the US version of the Boise Cascade Fire Design& Add carpet&pad to fire assembly: STC=54 IIC=68 or Installation Guide for specific assembly information and Add 3%"glass fiber insulation to fire assembly: STC=55 IIC=46 or other fire resistive options or contact your local Boise Add an additional layer of minimum W sheathing and STC=61 IIC=50 Cascade representative. 9%"glass fiber insulation to fire assembly: :vP•Ai t JOIST`Installation Guide•0&2912013 ALLJOIST° Product Profi -- AJS® 140 — AJS° 150 — AJS® 20 .-- . AJS® 190 — AJS® 25 — i 1 1 i 91/z" 91/z" 91/2 91/z" 91/2 117/8" 117/8" 117/8" 3/e11— —117/s" 3/811- -117/811a�� 3/811_y � 14t' 14" 14" 14" 14" 16" 16" 16" 1I6" 16" 1'/z"T i 1'/"L 11/2" 2 i 1'/z"T 11/s"�_ 4-----I f---I I---I h--I I----I 21/2" 21/2" 21/4 21/2' 31/2" 2x3 Flanges 1� 2x4 Flanges 1 AJS® 25 AJS® 30 Deeper Depths . Deeper Depths 72U" 7 n 20" z 16" " �16 22 22" ' 24" 24.. �-•, � ... �. 11/2" 11/2" T Information on deeper depth AJS®joists is available in the ALLJOIST8 Commercial Guide 31/2 31/2' 2x4 Flanges THE FOLLOWING USES ARE NOT ALLOWED SAFETY WARNING DO NOT notchor drill beams without prior DO NOT cut beyond inside edge of bearing approval from Boise Cascade EWP Engineering. DO NOT ALLOW WORKERS i ON AJS JOISTS UNTIL ALL HANGERS,AJSt RIM JOISTS, RIM BOARDS,AJS"'BLOCKING DO NOT <, support joist PANELS,X-BRACING AND TEMPORARY 1x4 STRUT on web. LINES ARE INSTALLED AS SPECIFIED BELOW. SERIOUS DO NOT cut holes too close to DO NOT nail closer than i%"from end of joist. DO NOT cut or notch flange. 0 supports or to each other. XA ACCIDENTS CAN RESULT FROM DO NOT use �> INSUFFICIENT ATTENTION TO y i6d common nails. PROPER BRACING DURING CONSTRUCTION. ACCIDENTS Refer to hole See roof and floor CAN BE AVOIDED UNDER location and sizing Use 8d nails or ails. details,this sheet, chart for size and for allowed cutting NORMAL CONDITIONS BY spacing. lOd/16d box nails. of flange. FOLLOWING THESE GUIDELINES: • Build a braced end wall DO NOT walk on joist until proper bracing is DO NOT Install tongue of floor sheathing flush with either 1" DO NOT hammer on web unless in place. or i'/ss"thick BOISE CASCADE•rimboard(tongue OK with removing knockout holes. at the end of the bay, 1%"and thicker BOISE CASCADE"rimboard). or permanently install DO NOT load joist beyond Trim the first eight feet of design capacity. _" T&G Floor of 1'h'ngue AJS®Joists and the first sheathing DO NOT stack , � sheathing course Of sheathing. As building materials on re rimboard " an alternate,temporary unbraced joists. thickness. _ 4 sheathing may be nailed r or 1'/%' / to the first four feet of thick BOISE; AJS®Joists at the end of CASCADE' Trim tongue DO NOT hammer on flange. rimboard flush with rim. the bay. • All hangers,AJS®rim joists,rim boards, The ends of cantilevers must be temporarily Failure to install temporary bracing may AJS®blocking panels,and x-bracing must secured by strut lines on both the top and result in sideways buckling or roll-over under be completely installed and properly nailed bottom flanges. light construction loads. as each AJS®Joist is set. Straighten the AJS®Joists to within%inch DO NOT stack construction materials • Install temporary 1x4 strut lines at no more of true alignment before attaching strut lines (sheathing,drywall,etc)in the middle of than eight feet on center as additional AJSa and sheathing. AJSa Joist spans,contact Boise Cascade Joists are set. Nail the strut lines to the Remove the temporary strut lines only as EWP Engineering for proper storage and sheathed area,or braced end wall,and to required to install the permanent sheathing. shoring information. each AJS"Joist with two 8d nails. fir; :x LLjoist Boise Cascade S4 INSTALLATION Engineered Wood Products GUIDE The information in this document Includes AJ SO pertains to use in the UNITED STATES ONLY, JOIE Specle ifier DesGuide .Refer to 1401150 /20 / 190 / 25 the ALLJOIST Specifier Guide Canada for use in Canada,Limit States Design, and VERSA-LAM" BEAMS US Version product manufactured in Elm St. Jacques, New Brunswick CANADA may^WIN' .! -- t Lifetime Guaranteed Quality and Performance Boise Cascade warrants its BCI° Joist, VERSA-LAW, 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,C Boise Cascade Hood Products, I,.L.C. 2013 AIG US 08/29/2013 1 AUGUST 1, 2016 LATERAL BRACING RECOMMENDATIONS MII-STRGBCK MiTek USA,Inc. Page 1 of 1 a 00 O 00 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, MiTek USA,Inc. � �FLOOR TRUSSECOMMENDED, LOCATED EVERY 8 TO 10 FEET '*=10A ALONG A A Urrek Afflllale NOTE 1:2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2:STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR,AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT WOOD SCREW THROUGH OUTSIDE I USE METAL FRAMING WEB WITH(3)-1 SCAB WITH(3)-10d FACE OF CHORD INTO EDGE OF STRONGBACK ANCHOR TO ATTACH (0.131"X 3")NAILS (DO NOT USE DRYWALL TYPE SCREWS) TO TOP CHORD (0.131"X 3")NAILS ATTACH TO VERTICAL WEB WITH(3)-10d (0.131"X 3")NAILS BLOCKING BEHIND THE ATTACH 2x4 VERTICAL TO FACE VERTICAL WEB ISOF TRUSS. FASTEN TO TOP AND ATTACH TO CHORD RECOMMENDED WHILE BOTTOM CHORD WITH(2)-10d WITH TWO#12 x 3" NAILING THE STRONGBACK (0.131"X 3")NAILS IN EACH CHORD WOOD SCREWS(.216"DIAM.) USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT SCREW THROUGH OUTSIDE ANCHOR TO ATTACH WEB WITH(3)-tOd SCAB WITH(3)-10d FACE OF CHORD INTO EDGE OF TO BOTTOM CHORD (0.131"X 3")NAILS (0.131"X 3")NAILS STRONGBACK(DO NOT USE DRYWALL TYPE SCREWS) TRUSS 2x6 4-0-0 so WALL BLOCKING STRONGBACK (TYPICAL SPLICE) (BY OTHERS) (BY OTHERS p,S A g4e,,��i �GEN S' • i. No 393802K 2K �iK ' • * `` THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, DESIGNED BY OTHERS.IF SPLICING IS NECESSARY, USE A 4'-0"LONG eST_ EV' SCAB CENTERED ON THE SPLICE AND JOINED WITH(12)-10d :' (0.131"X 3")NAILS EQUALLY SPACED. ��0 RALTERNATE METHOD SPLICING 1�.••• �` OVERLAP STRONGBACOK MEMBERS: *A MINIMUM OF 4'-0"AND FASTEN WITH(12)-10d � 'S�oNA;�ON, (0.131"X 3")NAILS STAGGERED AND EQUALLY SPACED. (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL) Thomas A.Albani PENo.39380 MTek USA,Inc.FL Cert 6634 6904 Parke East MO.Tampa FL 33610 Date: February 12,2018 OCTOBER 5, 2016 REPLACE BROKEN OVERHANG MII-REP13B nMiTek USA,Inc. Page 1 of 1 TRUSS CRITERIA: 0 0o LOADING: 40-10-0-10 0 0o DURATION FACTOR: 1.15 U SPACING:24"O.C. TOP CHORD:2x4 OR 2x6 MiTek USA,Inc. PITCH:4/12-12/12 =10 HEEL HEIGHT:STANDARD HEEL UP TO 12"ENERGY HEEL END BEARING CONDITION A Urr k Affiliate NOTES: 1.ATTACH 2x_SCAB(MINIMUM NO.2 GRADE SPF, HF,SP, DF)TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d(0.131"X 3")SPACED 6"O.C. 2.THE END DISTANCE, EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3.WHEN NAILING THE SCABS,THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2x_ SCAB CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED (L) (2.0 x L) 24" MAX 24" MIN 1�IIIfill, ��o�p,S A. �.`,`� •' GENS •�,�. �. • �, F i No 39380 �.,5 T. E �L IMPORTANT This detail to be used only with trusses(spans less than 40')spaced �� ' .• ( p� :�� 24"o.c. maximum and having pitches between 4/12 and 12/12 and �i�s • 0 R 'i �?�•� total top chord Trusses not fitting t ngthe ecriteria a shou d be examined individually. '50 psf. �� '111111110"t 1�NA;"t Thomas A.Albani PE No.39380 REFER TO INDIVIDUAL TRUSS DESIGN MiTek USA,Inc.FL Cert 6634 FOR PLATE SIZES AND LUMBER GRADES 6904 Parke East Blvd.Tampa FL 33610 Date: February 12,2018 • AUGUST 1,'2016 Standard Gable End Detail Mil-GE146-001 LJI_J ® _ MiTek USA,Inc. Page 1 of 2 x4 L-Brace Nailed To Typical a 00 2x_Verticals W/10d Nails spaced 6"o.c. Vertical Stud 0 00 Vertical Stud (4)-16d Nails DIAGONAL ACE MiTek USA,Inc. D 16d Nails OSECTION B-B Spaced 6"o.c. A Wrok Atfiilat I (2)-10d Nails into 2x6 2x6 Stud or DIAGONAL BRACE 2x4 No.2 of better 4'-0"O.C.MAX TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace Nailed To 2x_Verticals 2x4 Stud SECTION A-A w/(4)-1od Nails 12 Q Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST * * TWO TRUSSES AS NOTED. TOENAIL BLOCKING Z41 44 2SEE INDIVIDUAL MITEK ENGINEERING TO TRUSSES WITH(2)-10d NAILS AT EACH END. DRAWINGS FOR DESIGN CRITERIA ATTACH DIAGONAL BRACE TO BLOCKING WITH A (5)-10d NAILS. * 3x4= (4)-8d(0.131"X 2.5")NAILS MINIMUM,PLYWOOD B B SHEATHING TO 2x4 STD SP BLOCK * -Diagonal Bracing ** -L-Bracing Refer Roof Sheathing Refer to Section A-A to Section B-e I I 24"Max NOTE: 1.MINIMUM GRADE OF fit MATERIAL IN THE TOP AND BOTTOM CHORDS. V-31" (2)-10ff' 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND Max. NAIL (2)-10d NAILS 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: - �rUS S 24" O.C. 2x4 No 3/STUD SP OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF / DIAPHRAM AT 4'-0"O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL 7x6 DIAGONAL BRACE SPACED 48"O.C. BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. Dlag. Brace ATTACHED TO VERTICAL WITH(4)-16d ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. at 1/3 point NAILS AND ATTACHED (REFER TO SECTION A-A) TO BLOCKING WITH(5)-10d NAILS. 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. If needed _ 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. End Wall HORIZONTAL BRACE 10.NAILS DESIGNATED 10d ARE(0.131"X 3")AND (SEE SECTION A-A) NAILS DESIGNATED 16d ARE(0.131"X 3.5") 2 DIAGONAL DIAGONAL Minimum Stud Without 2x4 BRACES AT Stud Size Spacing Brace L-Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length `,��aaaataia�r��f 2x4 SP No3/Stud 12"O.C. 3-11-3 6-8-0 7-2-14 11-9-10 �.`�6tJ`E'. . A. 44 f,, 2x4 SP No 3/Stud 16"O.C. 3-6-14 5-9-5 7-1-13 10-8-11 `��`,t� ,•��C E Ng�.;9iL�i= 2x4 SP No 3/Stud 24"O.C. 3-1-8 4-8-9 6-2-15 9-4-7 No 39.380 Diagonal braces over 6'-3"require a 2x4 T-Brace attached to 'Z one edge. Diagonal braces over 12'-6"require 2x4 1-braces attached to both edges. Fasten T and I braces to narrow edge L` of web with 10d nails 8"o.c.,with 3"minimum end distance. Brace must cover 90%of diagonal length. O R t MAXIMUM WIND SPEED=146 MPH S�ON A ; MAX MEAN ROOF HEIGHT=30 FEET Thomas A Albani PE No.39380 CATEGORY II BUILDING MiTek Usk Inc.FL Cert 6634 EXPOSURE B or C 6904 Parke East Blvd,Tampa R.33610 ASCE 7-98,ASCE 7-02,ASCE 7-05 STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. Date. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. January 19,2018 TRUSSED VALLEY SET DETAIL M11-VALLEY AUGUST 1, 2016 (HIGH WIND VELOCITY) OCA ® NOTE:VALLEY STUD SPACING NOT MiTek USA,Inc. Page 1 of 1 TO EXCEED 48"O.C. SPACING 0 00 0 00 a MITek USA,Inc. NDGINEER BV�a A NITsIt AMRW FOR BEVELED BOTTOM CHORD,CLIP MAY BE APPLIED TO EITHER FACE CLIP MAY BE APPLIED TO THIS FACE UP TO A MAX MUM 6/12 PITCH 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 NON-BEVELED EXPOSURE B or C BOTTOM CHORD 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 �.`��PS AA�e��,�� VALLEY TRUSSES MUST BE DESIGNED `�`��,.��GENS�. ;9.j,�'•� WITH A MAXIMUM UNBRACED LENGTH OF NON-BEVELED No 39380 2'-10"ON AFFECTED TOP CHORDS. BOTTOM CHORD ' F NOTES: -STa ,E SHEATHING APPLIED AFTER � INSTALLATION OF VALLEY TRUSSES %, ��:•:,< 0 R kp,,•��`� THIS DETAIL IS NOT APPLICABLE FOR 'S 'N SPF-S SPECIES LUMBER. i'"111111 t��•`` CLIP MUST BE APPLIED Thomas A Albwi PE No.39380 TO THIS FACE W WHEN MiTek USA,Inc.FL Cert 6634 PITCH EXCEEDS 6/12. 6904 Parke East Blvd.Tampa FL 33610 (MAXIMUM 12/12 PITCH) Date: January 19,2018 i AUGUST 1•, 2016 TRUSSED VALLEY SET DETAIL M11-VALLEY SP 0� ® MiTek USA,Inc. Page 1 of 1 GENERAL SPECIFICATIONS 0 00 0 00 1.NAIL SIZE 16d(0.131"X 3.5") 2.INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND u SECURE PER DETAIL A MiTek USA, Inc. 3.BRACE VALLEY WEBS IN ACCORDANCE WITH THE EN I! a INDIVIDUAL DESIGN DRAWINGS. �OO GABLE END,COMMON TRUSS 4.BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING OR GIRDER TRUSS EQUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. AYTak AMiliau 5.NAILING DONE PER NDS-01 6.VALLEY STUD SPACING NOT TO EXCEED 48"O.C. 7.ALL LUMBER SPECIES TO BE SP. I II 11 II II II II �� I I II II II II I II �I �I I 11 II II II II II II II 11 I II II �I I II II II II II II I II II II II i II I II II II I� 11 II II II II II I II II II II II II II II II II I I I II II II I II it �I II I II BASE TRUSSES VALLEY TRUSS TYPICAL I VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P 12 OR GIRDER TRUSS SEE DETAIL A BELOW(TYP.) SECURE VALLEY TRUSS W/ONE ROW OF 16d NAILS 6"O.C. WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05 120 MPH WIND DESIGN PER ASCE 7-10 150 MPH ATTACH 2x4 CONTINUOUS N0.2 SP MAX MEAN ROOF HEIGHT=30 FEET A ATTHE ROOF W1 TWO 16d NAILS ROOF PITCH=MINIMUM 3/12 MAXIMUM 10/12 TO INTO EACH BASE TRUSS.INTO 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 Ix ON THE TRUSSES ,tJjPs,A'►q�`��i No 39380 DETAIL A ' (MAXIMUM 1" SHEATHING) �i'3�°�`STA E � L N.T.S. ' .< 0.R tQ•..��,� Thomas A.AIbaN PE No.39380 MiTek USA,Inc.R.Cert 6634 6904 Parke East Blvd.Tampa R.33610 Date: February 12,2018 AUGUST 1, 2016 TRUSSED VALLEY SET DETAIL MII-VALLEY HIGH WIND2' ®R=Ell=EllMiTek USA,Inc. Page 1 of 1 0 0o GENERAL SPECIFICATIONS O 00 1.NAIL SIZE 10d(0.131"X3-) 2.WOOD SCREW=4.5"WS45 USP OR EQUILIVANT 3.INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. MiTek USA,Inc. GABLE END,COMMON TRUSS 4.INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND yOREN RE er 0 GIRDER TRUSS SECURE TO BASE TRUSSES AS PER DETAIL A ° Q 5.BRACE VALLEY WEBS IN ACCORDANCE WITH THE A Mrr kAMUM. INDIVIDUAL DESIGN DRAWINGS. 6.NAILING DONE PER NDS-01 7.VALLEY STUD SPACING NOT TO EXCEED 48"O.C. II II II a II a II ii II n n u ii ii u u u II II II II i n I II II a li ii n III Iu u u , it II it a II u p II II II �I II II II 11 II I� II II II I I II BASE TRUSSES VALLEY TRUSS TYPICAL -LL VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P F12 OR GIRDER TRUSS SEE DETAIL A BELOW(TYP.) SECURE VALLEY TRUSS W/ONE ROW OF 1 Od NAILS 6"O.C. WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05 146 MPH WIND DESIGN PER ASCE 7-10 160 MPH MAX MEAN ROOF HEIGHT=30 FEET ROOF PITCH=MINIMUM 3/12 MAXIMUM 6/12 CATEGORY II BUILDING EXPOSURE ATTACH 2x4 CONTINUOUS NO.2 SP WIND DURATION OF LOAD INCREASE :1.60 TO THE ROOF W/TWO USP WS45(11/4"X 4.5") MAX TOP CHORD TOTAL LOAD=50 PSF WOOD SCREWS INTO EACH BASE TRUSS. MAX SPACING=24"O.C.(BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES %%J11111111111, O' C'E•N S •�Z��i � r y • No 39380 �. 't--STATE _ T � pi s•< OR10 N "11110NA It , Thomas A.Albans PE No.39380 MTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa R 3361 D Date: February 12,2018 AUGUST t, 2016 TRUSSED VALLEY SET DETAIL M11-VALLEY HIGH WIND1 O MiTek USA,Inc. Page 1 Of 1 �EE 0 0o GENERAL SPECIFICATIONS a 00 1.NAIL SIZE 10d(0.131"X 3") 2.WOOD SCREW=3"WS3 USP OR EQUIVALENT DO NOT USE DRYWALL OR DECKING TYPE SCREW MiTek USA,Inc. 3.INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND Ej-1x ea�Epa] 0Q SECURE PER DETAIL A GABLE END,COMMON TRUSS 4.BRACE VALLEY WEBS IN ACCORDANCE WITH THE A MRak Atmlat. OR GIRDER TRUSS INDIVIDUAL DESIGN DRAWINGS. 5.BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6.NAILING DONE PER NDS-01 7.VALLEY STUD SPACING NOT TO EXCEED 48"O.C. I; BASE TRUSSES VALLEY TRUSS TYPICAL VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P F12 OR GIRDER TRUSS SEE DETAIL A BELOW(TYP.) SECURE VALLEY TRUSS W/ONE ROW OF 10d WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05 146 MPH NAILS 6"O.C. WIND DESIGN PER ASCE 7-10 160 MPH MAX MEAN ROOF HEIGHT=30 FEET ROOF PITCH=MINIMUM 3/12 MAXIMUM 6/12 ATTACH 2x4 CONTINUOUS NO.2 SP CATEGORY II BUILDING TO THE ROOF W1 TWO USP WS3(1/4"X3") EXPOSURE C WOOD SCREWS INTO EACH BASE TRUSS. WIND DURATION OF LOAD INCREASE:1.60 MAX TOP CHORD TOTAL LOAD=50 PSF MAX SPACING=24"O.C.(BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES �i�uunrNrh :•• No 39380 DETAIL A T E L, (NO SHEATHING) ,',cis•4,o R 10.••* ' N.T.S. E . ""JO N Ai`t``t Thomas K Alban!PE No.3= Mrrek USA.Inc.FL Cert 6634 6904 Parke East Blvd.Tampa K 33610 Date: January 19,2018 AUGUST 1, 2016 LATERAL TOE-NAIL DETAIL Mil-TOENAIL-SP NOTES: MiTek USA,Inc. Page 1 Of 1 L-ILJ 1.TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER 0 0o AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND 0 0o 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. MiTek USA,Inc. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. YMMM A�.kue ° THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW OE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (Ib/nail) DIAM. SP DF HF SPF SPF-S VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY C7 .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 SIDE VIEW of (2x3) 2 NAILS Z .128 74.2 67.9 58.9 57.6 50.3 13 75.9 69.5 60.3 59.0 51.1 NEAR SIDE N LJ 81.4 74.5 64.6 63.2 52.5 NEAR SIDE ri VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: SIDE VIEW SIDE VIEW (2x4) (2x6) (3)-16d(0.162"X 3.5")NAILS WITH SPF SPECIES BOTTOM CHORD 3 NAILS 4 NAILS For load duration increase of 1.15: NEAR SIDE NEARSIDE 3(nails)X 84.5(Ib/nail)X 1.15(DOL)=291.5 Ib Maximum Capacity `,','j11111+its', NEAR SIDE NEAR SIDE PG A. .44�� NEAR SIDE NEAR SIDE E NSF '92i�: NEARSIDE rJNo 39380 i Thomas A.Alban!PE No.39380 MITek USA,Inc.FL Cert 6634 6984 Parke East Blvd.Tampa FL 33610 Date: January 19,2018 ANGLE MAY ANGLE MAY VARY FROM ANGLE MAY VARY FROM 30*TO 60* VARY FROM 30'TO 601 301 TO 60° 45.00° 45.00° 45.000 AUGUST �, 2016 STANDARD REPAIR DETAIL FOR BROKEN CHORDS,WEBS MII-REPOT Al AND DAMAGED OR MISSING CHORD SPLICE PLATES MiTek USA,Inc. Page 1 of 1 LJLJ TOTAL NUMBER 0 MAXIMUM FORCE(lbs)15%LOAD DURATION NAILS EACH SIDE 0 0o OF BREAK' X SP DF SPF HF INCHES a2x4 2x6 2x4 2x6 2x4 2x6 2x4 2x6 2x4 2x6 MiTek USA,Inc. 20 30 24" 1706 2559 1561 2342 1320 1980 1352 2028 ENGINEERED BV O26 39 30" 2194 3291 2007 3011 1697 2546 1738 2608 A UlTek Afallste 32 48 36" 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42" 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48" 3657 5485 3346 5019 2829 4243 2898 4347 DIVIDE EQUALLY FRONT AND BACK ATTACH 2x_SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS(CENTER ON BREAK OR SPLICE)WITH 10d(0.131"X 3")NAILS (TWO ROWS FOR 2x4;THREE ROWS FOR 2x6)SPACED 4"O.C.AS SHOWN. STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 0-2-0 O.C. SPACING IN THE MAIN MEMBER. USE A MIN.0-3-0 MEMBER END DISTANCE. THE LENGTH OF THE BREAK(C)SHALL NOT EXCEED 12".(C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED(L)IS CALCULATED AS FOLLOWS: L=(2)X+C v G � BREAK 3 mo •10d NAILS NEAR SIDE +10d NAILS FAR SIDE TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY X"MIN 6"MIN THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6"FROM ANY INTERIOR JOINT(SEE SKETCH ABOVE) DO NOT USE REPAIR FOR JOINT SPLICES %0jlll NOTES: �% SAS A. AL 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN.THIS REPAIR DOES �� O ,& NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED.THE ENTIRE TRUSS ��`�.•-\CEN** 1, SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED.WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED,THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. No 39380 r 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. -.' AT E € -' 4. WHEN NAILING THE SCABS,THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID �- ti ,•4/�: LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. ✓c •,"� "�":` 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2x ORIENTATION ONLY. ��F '• 0 RA.-I, 1% 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. N A� ��fllillllll Thomas A Albani PE No.39380 MiTek USA,Inc.R.Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: January 19,2018 STANDARD PIGGYBACK M11-PIGGY-/ALT AUGUST 1. 2016 TRUSS CONNECTION DETAIL 7-10 MiTek USA,Inc. Page 1 of 1 MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT=30 FEET 0 0o MAX TRUSS SPACING=24"O.C. 0 0o CATEGORY II BUILDING EXPOSURE B or C ASCE 7-10 DURATION OF LOAD INCREASE:1.60 MiTek USA,Inc. DETAIL IS NOT APPLICABLE FOR TRUSSES Y=[fl TRANSFERING DRAG LOADS(SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. A MTdc AMIkM A-PIGGBACK TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. E 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. A C-PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24"O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH(2)(0.131'X 3.51)NAILS EACH. D-2 X_X 4'-0"SCAB,SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS,MIN GRADE i2,ATTACHED TO ONE FACE,CENTERED ON INTERSECTION,WITH(2)ROWS OF(0.131"X 3-)NAILS @ 4"O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT.IN BOTH Li 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. C E-FOR WIND SPEED IN THE RANGE 126 MPH-160 MPH ADD 9'x 9"x 1/2"PLYWOOD(or 7/16"OSB)GUSSET EACH SIDE AT 46"O.C.OR LESS.ATTACH WITH 3-6d(0.113-X 2-)NAILS INTO EACH CHORD FROM EACH SIDE(TOTAL-12 NAILS) VB 7 D WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: 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 CONNECTION PER NOTE D ABOVE This sheet is provided as a Piggyback connection 7"x 7"x 1/2"PLYWOOD(or 7/16"OSB)GUSSET EACH SIDE AT 24"O.C. detail only.Building Designer is responsible for all ATTACH WITH 3-6d(0.113-X 2")NAILS INTO EACH CHORD permanent bracing per standard engineering practices or FROM EACH SIDE(TOTAL-12 NAILS) refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. VERTICAL WEB FOR LARGE CONCENTRATED LOADS APPLIED EXTEND THROUGH %%J111111111", BOTTOM CHORD TO CAP TRUSS REQUIRING A VERTICAL WEB: ��.� 's A, -44 1", OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS �% O • MUST MATCH IN SIZE,GRADE,AND MUST LINE UP ��• ��G E N SF AS SHOWN IN DETAIL. 2) ATTACH 2 x_x 4'-0"SCAB TO EACH FACE OF No 39380 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.) p; (MINIMUM 2X4) STATE 0- 114� 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LBS(@11.15). REVIEW BY A QUALIFIED GREATER THAN ENGINEER IS REQUIRED FOR LOADS '��S*, ,< O R. L . 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, flsNAI. NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. �lls r 11 �I��,, 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH Thomas A Alban!PE No.3J380 THE PIGGYBACK AND THE BASE TRUSS DESIGN. MiTek USA,Inc.R.Cert 6634 6904 Parke East 8W.Tampa FL 33610 Date: January 19, 2018 AUGUST 1, 2016STANDARD PIGGYBACK MII-PIGGY-7-10 TRUSS CONNECTION DETAIL MiTek USA,Inc. Page 1 of 1 =EllMAXIMUM WIND SPEED=REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT=30 FEET 0 0o MAX TRUSS SPACING=24"O.C. 0 0o CATEGORY II BUILDING EXPOSURE B or C ASCE 7-10 DURATION OF LOAD INCREASE:1.60 MiTek USA,Inc. DETAIL IS NOT APPLICABLE FOR TRUSSES Y=Iul TRA NG DRAG LOADS(SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. A Walk Al E A-PIGGBACK TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN WITH(2)(0.131"X 3.5")TOE-NAILED. A B-BASE TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. C-PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24"O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH(2) (0.131-X3.5')NAILS EACH. D-2 X X 4'-0"SCAB,SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS,MIN GRADE#2,ATTACHED TO ONE FACE,CENTERED ON INTERSECTION,WITH(2)ROWS OF(0.131"X 3")NAILS @ 4"O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING 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 C 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 AT 72"O.C.W/(4)(0.131"X 1.5")NAILS PER MEMBER.STAGGER NAILS FROM OPPOSING FACES.ENSURE 0.5"EDGE DISTANCE. (MIN.2 PAIRS OF PLATES REQ.REGARDLESS OF SPAN) B D WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: 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 CONNECTION PER NOTE D ABOVE i 17 This sheet is provided as a Piggyback connection FOR ALL WIND SPEEDS,ATTACH MITEK 3X6 20 GA Nail-On PLATES TO detail only.Building Designer is responsible for all EACH FACE OF TRUSSES AT 48'O.C.W/(4)(0.131"X 1.5")PER MEMBER. permanent bracing per standard engineering practices or STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5"EDGE DISTANCE. refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. VERTICAL WEB TO EXTEND GH FOR LARGE CONCENTRATED LOADS APPLIED X111 i f t/ BOTTOM CHORD TO CAP TRUSS REQUIRING A VERTICAL WEB: %��,�PS OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE,GRADE,AND MUST LINE UP ,� �`�••�G E N S•• ��i AS SHOWN IN DETAIL. L F•••• f 2) ATTACH 2 x x 4'-0"SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF 10d(0.131"X 3")NAILS NO 39380 SPACED 4"O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) • (MINIMUM 2X4) f 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM .- •. CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW i 2r "--vT. E �V BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS R GREATER THAN 4000 LBS. •'` ` Cr 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, �� ••• O R %NUMBER OF PLYS OF PIGGYBACK TRUSS TO �f.••\� �� MATC 5) TCNCENTRATEDHOS PIGGYBACK LODDTIME BASE APPLIRUSS D O(BOT , HH BASE TRUSS. 1,S10Nfill A;`;``1� 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 Standard Gable End Detail MII-GE180-D-SP MiTek USA,Inc. Page 1 of 2 I J�� Typical 2x4 L-Brace Nailed To 0 00 2x4 Verticals W/10d Nails spaced 6"o.c. Vertical Stud Vertical Stud 4 -16d Nails 2X6 SP OR SPF No.2 / ( ) DIAGONAL BRACE MiTek USA,Inc. �`1- 16d Nails '9=M] Spaced 6"o.c. SECTION B-B A Mret ArMtl I l--i + DIAGONAL BRACE 2 -10d Nails into 2x6 4'-0"O.C.MAX ( ) 2X6 SP OR SPF No.2 TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace Nailed To 2x4 Verticals w/(4)-10d Nails 12 SECTION A-A 2X4 SP OR SPF No.2 Q Varies to Common Truss * 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. A ATTACH DIAGONAL BRACE TO BLOCKING WITH ** (5)-10d NAILS. B B 3x4= (4)-8d(0.131"X 2.5")NAILS MINIMUM,PLYWOOD SHEATHING TO 2x4 STD SPF BLOCK 111122111111711111 / Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-8 Roof Sheathing NOTE: 24"Max 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. 2 1 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT Max. NAIL / � (2)-10d NAILS 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 ABRACE TO O.C.E APPROXIMATELY 45 DEGREES TO ROOF DIA = �rusE bs @ 24" 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. Dlag. Brace (REFER TO SECTION A-A) at 1/3 points IGONAL BRACE SPACED 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. If needed ATTACHED TO VERTICAL WITH 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. NAILS, AND ATTACHED TO 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR NG WITH(5)-10d NAILS. TYPE TRUSSES. 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-13 BY SPIB/ALSC. HORIZONTAL BRACE 2 DIAGONAL 11.NAILS DESIGNATED 10d ARE(0.131"X 3")AND End Wall NAILS DESIGNATED 16d ARE(0.131"X 3.5") (SEE SECTION RA ) DIAGONAL Minimum Stud With 2x4 BRACES AT Stud Size Spacing Brace L-Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length `�'.%�,,PS,A. ,q ,�� 2x4 SP No.3/Stud 12"O.C. 3-7-12 5-4-11 6-2-1 10-11-3 �%�.�. �'\GEN 2x4 SPNo.3/Stud 16*O.C. 3-2-8 4-8-1 6-2-1 9-7-7 '•• S�••'• i 2x4 SP No.3/Stud 24"O.C. 2-7-7 3-9-12 5-2-13 7-10-4 :• NO 39380 2x4 SP No.2 12"O.C. 3-10-0 5-4-11 6-2-1 11-6-1 * - 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 E • !U Diagonal braces over 6-3"require a 2x4 T-Brace attached to �— } - �(✓ one edge. Diagonal braces over 12'-6"require 2x4 1-braces attached to both edges. Fasten T and I braces to narrow edge 0 R I�• •�?�� of diagonal brace with 10d nails bin D.C.,with 3in minimum ��i,SS��•••"••�� `� ndiagonal or I braces mu t be 2 4 SPF No.2 or SP No Tlength. MAX MEAN ROOF HEIGHT=30 FEET Thomas A.Albans PE No.39380 EXPOSURE D MiTek USA,Inc.FL Cert 6634 ASCE 7-10 180 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. 6904 Parke East Blvd.Tampa FL 3361 Q DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. Date: February 12,2018 AUGUST 1, 2016 Standard Gable End Detail MII-GE170-D-SP MiTek USA,Inc. Page 1 of 2 u Typical 2x4 L-Brace Nailed To 0 00 2x4 Verticals W/10d Nails spaced 6"o.c. Vertical Stud 0 00 LMUDDVertical Stud (4)-16d Nails DIAGONAL SP 2X6 SP BRACE SPF No.2 MiTek USA,Inc. �� ENGN a 16d Nails D O SECTION B-B Spaced 6"o.c. A YTok AHIIIM! /---� + DIAGONAL BRACE (2)-10d Nails into 2x6 2X6 SP OR SPF No.2 4'-0"O.C.MAX ETRGEOM ETRY AND CONDITIONS Typical Horizontal Brace ARE FOR ILLUSTRATION ONLY. Nailed To 2x4 Verticals w/(4)-10d Nails 12 SECTION A-A 2X4 SP OR SPF No.2 A Q Varies to Common Truss * * 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. A ATTACH DIAGONAL BRACE TO BLOCKING WITH ** (5)-1 Od NAILS. B B 3x4= (4)-8d(0.131"X 2.5")NAILS MINIMUM,PLYWOOD U P4 SHEATHING TO 2x4 STD SPF BLOCK 1117�'11 111111111111111,4 * -Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B Roof Sheathin NOTE: 24"Max 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 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. Max. (2)-10¢ ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT NAI/ (2)-10d NAILS 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. /Trus S 24" O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 AND A / j 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. Dlag. Brace / (REFER TO SECTION A-A) at 1/3 points / 2x6 DIAGONAL BRACE SPACED 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. / 48"O.C.ATTACHED TO VERTICAL WITH 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. if needed \_ (4)-16d NAILS, AND ATTACHED TO 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR BLOCKING WITH(5)-10d NAILS. TYPE TRUSSES. 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-13 BY SPIB/ALSC. HORIZONTAL BRACE 11.NAILS DESIGNATED 10d ARE(0.131"X 3")AND End Wall NAILS DESIGNATED 16d ARE(0.131"X 3.5") (SEE SECTION A-A) 2 DIAGONAL Minimum Stud Without 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L-Brace BRACE 1/3 POINTS Species L -- ,tett 111111,(111 and Grade Maximum Stud Length ♦♦♦`op`S A. q`1.#-*,, 2x4 SP No.3/Stud 12"O.C. 3-9-7 5-8-8 6-11-1 11-4-4 ,��.2•�•'�G E N S+' 2�i� 2x4 SP No.3/Stud 16"O.C. 3 4-12 4-11-15 6-9-8 10-2-3 : �' �•••• � 4SPNo.3/Stud 24"O.C. 2-9-4 4-0-7 5-6-8 8-3-13 No 39380 _....__� 2x4 SP No.2 12"O.C. 3-11-13 5-8-8 6-11-1 11-11-7 2x4 SP No.2 16"O.C. 3-7-7 4-11-5 6-11-1 10-10-5 */ 2x4 SP No.2 24"O.C. 3-1-15 1 4-0-7 16-3-14 9-5-14 '. --STA E �<7 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 �i�F O R ♦♦ of diagonal brace with 10d nails 6"o.c.,with 3"minimum �i ssf• ••••"• � ♦♦♦ end distance. Brace must cover 90%of diagonal length. ,,,,,0 N A,1_—" T or I braces must be 2x4 SPF No.2 or SP No.2. MAX MEAN ROOF HEIGHT=30 FEET Thomas A.Aibani PE No.39380 MTek USA,Inc.R-Cert 6634 EXPOSURE D 6904 Parke East Blvd.Tampa R 33610 ASCE 7-10 170 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING Date: DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. February 12,2018 JANUARY 6, 2017 Standard Gable End Detail Mll-GE140-001 ` __ i R MTek USA,Inc. Page 1 of 2 Typical_x4 L-Brace Nailed To 0 00 2x_Verticals W/1 Od Nails spaced 6"D.C. Vertical Stud a 00 Vertical Stud (4)-16d Nails DIAGONAL BRACE MiTek USA,Inc. EN6NEERED BV 16d Nails SECTION B-B Spaced 6"o.c. A MIT*AMIIWs �� + (2)-10d Nails into 2x6 2x6 Stud or DIAGONAL BRACE 2x4 No.2 of better 4'-O"O.C.MAX TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace Nailed To 2x_Verticals SECTION A-A 2x4 tud w/(4)-10d Nails S 12 A Q Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST * * TWO TRUSSES AS NOTED. TOENAIL BLOCKING SEE INDIVIDUAL MITEK ENGINEERING TO TRUSSES WITH(2)-1O NAILS AT EACH END. DRAWINGS FOR DESIGN CRITERIA ATTACH DIAGONAL BRACE TO BLOCKING WITH JA (5)-10d NAILS. 3x4= (4)-8d(0.131"X 2.5")NAILS MINIMUM,PLYWOOD B B SHEATHING TO 2x4 STD DF/SPF BLOCK * -Diagonal Bracing ** -L-Bracing Refer Roof Sheathin Refer to Section A-A to Section B-B 24"Max NOTE: 1 -3' 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. MBX. (2)-10A2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND NAILS/ (2)-10d NAILS 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 - /Trus S @ 24" O.C. OR 2x4 STUD OR BETTER WITH ONE ROW OF 1 Od NAILS SPACED 6"O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF / DIAPHRAM AT 4'-O"O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL 6 DIAGONAL BRACE SPACED 48"O.C. BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. Dlag. Brace /ATTACHED TO VERTICAL WITH(4)-16d ATTACH TO VERTICAL STUDS WITH(4)1 Od NAILS THROUGH 2x4. at 1/3 point NAILS AND ATTACHED (REFER TO SECTION A-A) If needed TO BLOCKING WITH(5)-10d NAILS. 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. End Wall HORIZONTAL BRACE 10.NAILS DESIGNATED 10d ARE(0.131"X3")AND (SEE SECTION A-A) NAILS DESIGNATED 16d ARE(0.131"X 3.5") 2 DIAGONAL DIAGONAL Minimum Stud Wdhout 1x4 2x4 BRACES AT Stud Size king Brace L-Brace L-Brace BRACE 1/3 POINTS Species % and Grade Maximum Stud Length :��,<.j�0 y�G E N S�• 2x4 DF/SPF Std/Stud 12"O.C. 3-10-1 3-11-7 5-7-2 7-8-2 11-6-4 No 39380 2x4 DF/SPF Std/Stud 16"O.C. 3-3-14 3-5-1 4-10-2 6-7-13 9-11-11 2x4 DF/SPF Std/Stud 24"O.C. 2-8-9 2-9-8 3-11-7 5-5-2 8-1-12 = d: -- • E Diagonal braces over 6'-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces i e`�'.< O R t attached eb with Od nails 8"o.csmum Fasten 3"minimum obraces to narrow edge ',��ss`ONAi end distance. Brace must cover 90%of diagonal length. Thomas A.Albani PE No.39380 Mi Tek USA Inc.FL Cert 6634 MAXIMUM WIND SPEED=140 MPH 6904 Parke East Blvd.Tampa FL 33610 MAX MEAN ROOF HEIGHT=30 FEET Date: CATEGORY II BUILDING EXPOSURE BorC January 19, 2018 ASCE 7-98,ASCE 7-02,ASCE 7-05 STUD DESIGN IS BASED ON COMPONENTS AND CLADDING DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. AUGUST 1; 2016 Standard Gable End Detail Mll-GE130-SP _ MiTek USA,Inc. Page 1 of 2 x4 L-Brace Nailed To Typical 0 00 2x Verticals W/10d Nails spaced 6"o.c. Vertical Stud 0 00 Vertical Stud (4)-16d Nails DIAGONAL ACE MiTek USA,Inc. Y=M] 16d NailsSpaced 6"o.c. SECTION B-B A Mrr kAffiliate ` (2)-10d Nails into 2x6 2x6 Stud or DIAGONAL BRACE TRUSS GEOMETRY AND CONDITIONS 2x4 No.2 of better 4'-0"O.C.MAX SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace Nailed To 2x_Verticals SECTION A-A 2x4 Stud w/(4)-10d Nails 12 Q Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST A TWO TRUSSES AS NOTED. TOENAIL BLOCKING * * TO TRUSSES WITH(2)-10d NAILS AT EACH END. SEE INDIVIDUAL MITEK ENGINEERINGATTACH DIAGONAL BRACE TO BLOCKING WITH A DRAWINGS FOR DESIGN CRITERIA (5)-10d NAILS. (4)-8d(0.131"X2.5")NAILS MINIMUM,PLYWOOD ;7 B 3x4= SHEATHING TO 2x4 STD SPF BLOCK u U / * -Diagonal Bracing ** -L-Bracing Refer Roof Sheathing Refer to Section A-A to Section B-B NOTE: 24"Max 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 1'-3" 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND (2)-10AWALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. Max. NAILS/ (2)-10d NAILS 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT / BRACING OF ROOF SYSTEM. 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1 x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. - /Trus S @ 24" o.c. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0"O.C. / 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. x6 DIAGONAL BRACE SPACED 48"O.C. ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. Dlag. Brace /ATTACHED TO VERTICAL WITH(4)-16d (REFER TO SECTION A-A) at 1/3 point NAILS AND ATTACHED 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. It needed TO BLOCKING WITH(5)-10d NAILS. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE End Wall HORIZONTAL BRACE 06-01-13 BY SPIB/ALSC. (SEE SECTION A-A) 11.NAILS DESIGNATED 10d ARE(0.131"X 3")AND NAILS DESIGNATED 16d ARE(0.131"X 3.5") Minimum DIAGONAL 2 DIAGONAL Stud Without 1x4 2x4 BRACES AT `��t�ttit►�ttl� Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS Species L i and Grade Maximum Stud Length ��,Z.�. 'G E�j 2x4 SP No.3/Stud 12"O.C. 4-0-7 4-5 6 6-3-8 8-0-15 12-1-6 "• 2xa SP No.3/Stu 16"O.C. 3-8-0 3 10 4 5-5 6 7-4-1 11-0-1 =� NO 3938.0 .,m.,. 2x4 SP No.3/Stud9-1-15 24"O.C. 3-0-10 3-1-12 4-5-6 6-1-5 Diagonal braces over 6'-3"require a 2x4 T-Brace attached to " TA E •111: one edge. Diagonal braces over 12'-6"require 2x4 kbraces !' 441 • attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d nails 8"o.c.,with 3"minimum �i� 0 R \ �� end distance. Brace must cover 90%of diagonal length. psi SS'• ••• •' "\ate% �-"/,IO N A` MAX MEAN ROOF HEIGHT=30 FEET ilrmll CATEGORY II BUILDING Thomas A.Albani PE No.39380 EXPOSURE B or C MiTek USI,Inc.FL Cert 6634 ASCE 7-98,ASCE 7-02,ASCE 7-05 130 MPH 6904 Parke East Blvd.Tampa FL 33610 ASCE 7-10 160 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. Date: DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. February 12,2018 AUGUST 1 , 2016 Standard Gable End Detail MII-GE120=D-SP " MiTek USA,Inc. Page 1 of 2 Typical_x4 L-Brace Nailed To 0 00 2x_Verticals W/10d Nails spaced 6"o.c. Vertical Stud 0 00 Vertical Stud DIAGONAL (4)-16d Nails BRACE AGE MiTek USA,Inc. Y�=Ifl l6d NeISSpaced 6"o.c. SECTION B-B A Wait Affiliate + (2)-10d Nails into 2x6 2x6 Stud or DIAGONAL BRACE TRUSS GEOMETRY AND CONDITIONS 2x4 No.2 of better 4'-0"O.C.MAX SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace Nailed To 2x Verticals SECTION A-A zxa Stud w/(4)-10d Nails 12 PROVIDE 2x4 BLOCKING BETWEEN THE FIRST A Q Varies to Common Truss 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. JA ** (4)-Bid(0.131"X 2.5")NAILS MINIMUM,PLYWOO B B 3x4= SHEATHING TO 2x4 STD SPF BLOCK 1k Diagonal Bracing ** -L-Bracing Refer Roof Sheathing Refer to Section A-A to Section B-B NOTE: 24"Max 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. V_$^ 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND Max. (2)-10� WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. NAIL5/ (2) 10d NAILS 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 1 Od NAILS SPACED 6"O.C. = jrusses @a 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 BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. x6 DIAGONAL BRACE SPACED 48"O.C. ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. Dlag. Brace /ATTACHED TO VERTICAL WITH(4)-16d (REFER TO SECTION A-A) at 1/3 point NAILS AND ATTACHED 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. It needed TO BLOCKING WITH(5)-10d NAILS. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. HORIZONTAL BRACE 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE End Wall 06-01-13 BY SPIE/ALSC. (SEE SECTION A-A) 11.NAILS DESIGNATED 10d ARE(0.131"X 3")AND NAILS DESIGNATED 16d ARE(0.131"X 3.5") 2 DIAGONAL Minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS `,,,>>�i�i�i/tt��4 ., Species �� SPS 44 and Grade Maximum Stud Length `��O GN 2x4 SPNo.3/Stud 12"O.C. 3-9-13 4-1-1 5-9-6 7-1-3 11-5-7op �� ' '•�'` `SF ''y� +�i 2x4 SPK..3/Stu 16"O.C. 3-5-4 3-6-8 5-0-2 6-10-8 10-3-13 No 39380 . 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 .*P E. � 1'U: 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. �i Fs R MAX MEAN ROOF HEIGHT=30 FEET i� S I N A`�1•,, CATEGORY II BUILDING Thomas A.Albani PE No.39380 EXPOSURE D MiTek USA,Inc.FL Cert 6634 ASCE 7-98,ASCE 7-02,ASCE 7-05 130 MPH 6904 Parke East Blvd.Tampa FL 33610 ASCE 7-10 160 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. Date: February 12,2018 AUGUST 1, 2016 STANDARD REPAIR TO REMOVE END MII-REP05 VERTICAL (RIBBON NOTCH VERTICAL) j MiTek USA,Inc. Page 1 of 'i L J�� 1.THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL 0 0o INTENTION.THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION 0 0o OF THE TRUSS IS UNDAMAGED.THE ENTIRE TRUSS SHALL BE INSPECTED TO n VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED.WHEN THE REQUIRED u REPAIRS ARE PROPERLY APPLIED,THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. MiTek USA,Inc. 2.ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE ENGINEERED BV APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. (�`O 3.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. A MITek Affiliate 4.LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5.THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 4X_ORIENTATION ONLY. 6.CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. 5004 MAXIMUM WALL 500#MAXIMUM WALL LOAD FROM ABOVE LOAD FROM ABOVE TRUSSES BUILT REFER TO INDIVIDUAL WITH 4x2 MEMBERS TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES - DO NOT OVERCUT DO NOT OVERCUT t_ 1 1/2" 1 1/2" 40004 MAXIMUM WALL 4000#MAXIMUM WALL LOAD FROM ABOVE LOAD FROM ABOVE REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND TRUSSES BUILT LUMBER GRADES WITH 4x2 MEMBERS i`tlllllll!/l►►►►Jl 1S A. J -- - DO NOT OVERCUT lo �.• No 39380 DO NOT OVERCUT ZZ 6� TA E O R IV •C?x��♦♦ 11/2" 11/2" JJ!lS,ONA`�C�� ATTACH 2x4 SQUASH BLOCK(CUT TO FIT TIGHTLY) TO BOTH SIDES OF THE TRUSS AS SHOWN WITH Thomas A.Albanl PE No.39380 10d(0.131"X 3") NAILS SPACED 3"O.C. MIT*USA,Inc.R.Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: February 12,2018 AUGUST 1, 2016 SCAB-BRACE DETAIL MII-SCAB-BRACE (�0 ® MiTek USA,Inc. Page 1 of 1 000 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". ENGINEERED BV�, ';,,.r;�O "'THIS DETAIL IS NOT APLICABLE WHEN BRACING IS REQUIRED AT 1/3 POINTS OR I-BRACE IS SPECIFIED. APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d(0.131"X 3") NAILS SPACED 6"O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER)AS THE WEB. MAXIMUM WEB AXIAL FORCE = 2500 lbs MAXIMUM WEB LENGTH = 12'-0" SCAB BRACE 2x4 MINIMUM WEB SIZE MINIMUM WEB GRADE OF#3 No 39380 Nails Section Detail t7 f E • !v ®E Scab-BraceQ• - �� ;$, •4 OR X Web SS10NALE .`�. 11111111 Thomas A.Albani PE No.39380 MiTek USA,Inc.FL Cert 6634 Scab-Brace must be same species grade (or better) as web member. 6904 Parke East Blvd.Tampa FL 33610 Date: February 12,2018 AUGUST 1, 2016 _WEB BRACING RECOMMENDATIONS M11-WEBBRACE 0� ® MiTek USA,Inc. Page 1 of 1 MAXIMUM TRUSS WEB FORCE(Ibs.)(See note 7) a oo BRACE a 00 24"O.C. 48"O.C. 72"O.C. BAY SIZE BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE MiTek USA,Inc. A B C D A B C D C D �� 10'-0" 1610 1886 1886 2829 A MiTek Affiliate 12'-0" 1342 1572 1572 2358 3143 3143 4715 4715 1 7074 14'-0" 1150 1347 1347 2021 16'-0" 1006 1179 1179 1768 2358 2358 3536 18'-0" 894 1048 1048 1572 3143 4715 20'-0" 805 943 943 1414 1886 1886 2829 •Bay size shall be measured in between the centers of pairs of diagonals. GENERAL NOTES TYPE BRACING MATERIALS 1.DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM.THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. 1 X 4 IND.45 SP 2.THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2%OF THE WEB FORCE. A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER,AS THE LATERAL BRACE MATERIAL,AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 X 4#2 SRB(DF,HF,SPF) AT APPROX.45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d (0.131")2.5")FOR 1x4 BRACES,2-10d(0.131"x 3')FOR 2x3 and 2x4 BRACES,AND 3-104(0.131"41 FOR 2x6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2.8d(0.131"X2.5')NAILS FOR 1x4 LATERAL BRACES, 2-10d(0.131"x3")NAILS FOR 2x3 and 2x4 LATERAL BRACES,AND 3-10d(0.131'x3")FOR 2x6 LATERAL BRACES. B 2 X 3#3,STD,CONST(SPF,DF,HF,OR SP) 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING,CONSULT C 2 X 4#3,STD,CONST(SPF,DF,HF,OR SP) DSB-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING,INSTALLING 8 BRACING OF METAL PLATE CONNECTED WOOD TRUSSES,JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. w .sbcindustry.com and w .tpinsrorg D 2 X 6#3 OR BETTER(SPF,DF,HF,OR SP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. 8, TABULATED VALUES ARE BASED ON A DOL.=1.15 FOR STABILIZERS: FOR A SPACING OF 24"O.C.ONLY,MITEK"STABILIZER'TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A.B,C AND D BRACING MATERIAL.DIAGONAL BRACING FOR 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" TRUSS BRACING INSTALLATION GUIDE AND PRODUCT SPECIFICATION. DIAGONAL BRACE CONTINUOUS LATERAL RESTRAINT 2-10d NAILS `„� �, (SEE NOTE 4) t1 IIf' A. A� No 39380 �,�• ,�. T � a E -� .: •tri. ♦V e� TRUSS WEB MEMBERS Thomas A.Albani PE No.39380 This information is provided as a recommendation to assist in the MiTek USA,Inc.FL Cert 6634 requirement for permanent bracing of the individual truss web 6904 Parke East Blvd.Tampa FL 33610 members.Additional bracing may still be required for the stability Dom: of the overall roof system.The method shown here is just one February 12,2018 method that can be used to provide stability against web buckling. AUGUST 1, 2016 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY MII-T-BRACE 2 MiTek USA,Inc. Page 1 of 1 =00 Note:T-Bracing/I-Bracing to be used when continuous lateral bracing .== is impractical. T-Brace/I-Brace must cover 90%of web length. DNote:This detail NOT to be used to convert T-Brace/ I-Brace MiTek USA,Inc. webs to continuous lateral braced webs. E=[MBrace Size for One-Ply Truss Nailing Pattern T-Brace size Nail Size Nail Spacing Specified Continuous Rows of Lateral Bracing 2x4 or 2x6 or 2x8 10d (0.131"X 3") 6"o.c. Web Size 1 2 Note: Nail along entire length of T-Brace/I-Brace 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace (On Two-Ply's Nail to Both Plies) 2x6 2x6 T-Brace 2x6 I-Brace 2x8 2x8 T-Brace 2x8 I-Brace Nails Brace Size t for Two-Ply Truss Specified Continuous Rows of Lateral Bracing SPACING Web Size 1 2 k 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace WEB 2x6 2x6 T-Brace 2x6 I-Brace –A 2x8 2x8 T-Brace 2x8 I-Brace k - T-Brace/I-Brace must be same species } T-BRACE and grade(or better) as web member. 111 %%%%`��P,S,A. � A ��i Nails Section Det ail �`,��••�,\C'•E NSF•;9i1,��: \ No 39380 T-Brace Web : : '-• w� '�ss •p R Nails �`�`. 111111111110 Web I-B race Thomas A.Mani PE No.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: Nails February 12,2018 • MiTek MiTek USA, Inc. 6904 Parke East Blvd. Tampa,FL 33610-4115 May 25, 2018 TO WHOM IT MAY CONCERN: RE: MiTek 20/20 drawings showing continuous lateral bracing or "T" bracing on interior webs and chords. Truss design drawings designed using MiTek 20/20 software show the bracing to be located on a side of the member needing to be braced. The actual side of the member where the brace is to be located does not change the design. If the brace cannot physically be placed on the side of the member as the drawings show, then place the brace on the member at the same location except attach it to the opposite edge. If we can be of any further assistance in this matter, please feel free to contact our office. Sincerely, ;llz� Michael Magid, PE Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4' Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or x-bracing,is always required. See BCSI. 0-1 �� c1-2 C2-32. Truss bracing must be designed by an engineer.For 1611 4 wide truss spacing,individual lateral braces themselves WEBS �aq may require bracing,or aftemative Tor I (If '? �� p bracing should be considered. Z: 0 U ee = 3. Never exceed the design loading shown and never Q_ U stack materials on inadequately braced trusses. O o H O 4. Provide copies of this truss design to the building C7-8 C6-7 CS-6 For 4 x 2 Orientation,locate designer,erection supervisor,property owner and plates 0- 'h9'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 protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. `Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. 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 10.Camber is a non-structural consideration and is the width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to 4 x 4 to slots.Second dimension is ER-3907, ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14 section 6.3 These truss designs rely on lumber values .Bottom chords require lateral bracing at 10 rt.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or after 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. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TP11: 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. is not sufficient. BCSI: Building Component Safety Information, ' 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:Mll-7473 rev. 10/03/2015 Job VTF0s1S Truss Type qty Ply 715342485 r 1561903. FLOOR 2 q J �Job Reference(optional Builders FirstSource, Jacksonville,FL-32244, 8.220 s Sep 24 2018 MiTek Industries,Inc. Tue Oct 16 11:12:56 2018 Page 1 z 2-2-13 2-2-13 ID:078slfd WT6AncvPO9cX7vdykzya-mX8blvOXOG6XW 11PwPiPdMSOFigfA28 JB57CCcySs9r 2a9 2a 13s 12 aso 2- o13 2-2-13 2-492-2-13 Scale=1:34.6 3x4 = 2x4 4x12 = 2x4 I 3x4= 3x6 = 2x4 I 4x12 = 2x4 3x10 = 13x10 = 2 3 4 5 6 7 8 9 10 11 20 19 18 17 16 15 14 13 2.4 5x12 = 2x4 I 6x12 MT20HS = 2x4 2x4 II 4x8 = 2x4 5x12 = 2x4 47-7 610.4 9-1-2 11-3-15 13Fi-12 15-9-10 18-0.7 20.5-0 2-4-9 2-2-13 2 2-2-13 T 2-2-13 2 2-2-13 2r 2 13 2� Plate Offsets(X Yl— 08:0-540-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d 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 Incr NO WB 0.67 Horz(CT) 0.09 12 n/a n/a BCDL 5.0 Code FBC2017rTP12014 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=677610,2-3=6776/0,3-4=15244/0,45=15244/0,5-6=16938/0, 6-8=15241/0,8-9=15241/0,9-1 O=677010,10-11=6770/0,11-12=3479/0 BOT CHORD 20-21=0/293,19-20=011 1900,18-19=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=017151,2-20=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=017147 NOTES- (7) 1)3-ply truss to be connected together with 10d(0.131'x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. ` .WtA I I I I f lllll Webs connected as follows:2x4-1 row at 0-9-0 oc. %% A fj Q- 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 ��` N ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. + �`•.��in E N 3)Unbalanced floor live loads have been considered for this design. 1 4)All plates are MT20 plates unless otherwise indicated. No 39380 5)The Fabrication Tolerance at joint 7=20% 6)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. *, 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. LOAD CASE(S) StandardLoads f) �'�T•• p;• �� 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Vert 1(11 350,12-21=10 Thomas A.Alban!PE No.39380 MITek 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 M 1.7473 rev.1010312015 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 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 TypeQty Ply 715342484 1561903 T16 Hip Girder 2 1 ob Re eren o tional Builders FirstSource, Jacimrivige,FL-32244, 8.220 s Sep 24 2018 MiTek Industries,Inc. Tue Oct 16 11:12:55 2018 Page 2 ID:078slfdV4T6AncvPO9cX7vdy1¢ya-ILaG4ZNvfy_gvtkDNiBA58vinhl WQ Rfx9yROfg9ySs9s 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=-60,5-7=-60.12-15=-10 Concentrated Loads(lb) Vert:5=128(13)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 Mi-7473 rev.1(1103/2015 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 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 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,Alexandna,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 715342484 1561903 . T16 Hip Girder 2 1 ob Reference o tional Builders FirstSource, Jacksonville,FL-32244, 8.220 s Sep 24 2018 MiTek Industries,Inc. Tue Oct 16 11:12:55 2018 Page 1 ID:078stfd Wr6AncvPO9cX7vdykzya-ILaC4ZNvfy_gvtkDNiBA58wnhl WQRfx9yROfg9ySs9s 5-0-0 I 10-3-0 15-M 20-M 21-10-0 5-0-0 5-3-0 5-3-0 5-0-0 11-4-0 Scale=1:38.2 4x8 = _ 2x4 II NAILED 4x8 3 4 18 5 ri 7.00 12 6 41 2 7 Id 11 10 19 9 20 8 5x8 II 2x4 II 3x10 = 54 = NAILED 2x4 II 5x8 I HTU26 5-0-0 10-3-0 15-6-0 20-M 54)-0 5-3-0 5-M 5-0-0 Plate Offsets(X Y)- 12 Edge 0-0-151 12'0-0-9 0-4-151 f2:0-0-4 0-0-81 f3:0-5-8.0-2-01 f5:0-SS 0-2-01 16:0-0-4 0-0-81 f6:0-0-9 0-4-151 f6:Edae 0-0-151 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.11 8-10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.16 8-10 >999 180 BCLL 5.0 Rep Stress Incr NO WB 0.41 Horz(CT) 0.03 6 n/a n/a BCDL 5.0 Code FBC2017/7PI2014 Matrix-MS Weight:117 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-5 oc purlins. BOT CHORD 2x6 SP ND.2 BOT CHORD Rigid ceiling directly applied or 7-6-14 oc bracing. WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (Ib/size) 2=1087/0-5-8,6=1261/0-5-8 Max Horz 2=100(1_C 33) Max Uplift 2=375(1_C 12),6=584(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1502/844,3-4=2096/1274,4-5=-2096/1274,5-6=1852/1173 BOT CHORD 2-11=590/1227,10-11=587/1224,8-10=887/1533,6-8=880/1527 WEBS 3-10=-608/1086,4-10=394/285,5-10=254/702,5-8=161/266 NOTES- (12) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101mph,TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.ll;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. ♦♦ B 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. `��♦ O�\C E N S�•.9�j/�i� 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 frt 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=1b) 2=375,6=584. 7)Use Simpson Strong-Tie HTU26(20-10d Girder,11-10dxl 1/2 Truss,Single Py Girder)or equivalent at 11-6-4 from the left end to connect truss(es)to back face of bottom chord. 8)Fill all nail holes where hanger is in contact with lumber. �C! 9)"NAILED"indicates 3-10d(0.148'x3")or 3-12d(0.148'x3.25")toe-nails per NDS guidlines. i •'. �.'�� 10) 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 R} �;• ♦♦4 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) • w\� is the responsibility of others. `SS j ••• •�\ �♦♦ 11) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ce /!///©N A11111111101,{{ 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.Abanl PE No.39380 MITek USA,Inc.FL Cert 6834 6904 Parke East Blvd.Tampa FL 33610 Date: October 16,2018 ,&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE M 1.7473 rev.10103/2015 BEFORE USE. Design valid for use only with MRek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Qk' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTe fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTP11 Quality Criteria,DSB49 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 JobTruss Truss Type Qty Py T15342483 1561903 T15 Common 4 1 Flerece o tional Builders FirstSource, Jacksonville,FL-32244, 8.220 s Sep 24 2018 MiTek Industries,Inc. Tue Oct 16 11:12:54 2018 Page 1 ID:078stfd W r6AncvP09cX7vdykzya-q 90gtD MHufspHj9Op_gxYxNh?uHAiH30kne57jySs9t 1 4 0 5411-12 11-5-8 1 4 0 5-8-12 5-6-12 4x6 = Scale=1:27.3 4 7.00 12 4x4 53x4 3 2 6 Id 7 2x4 I I axe II 3>6 II =12 12 11-5A 5 8-12 5 8 12 Plate Offsets(X.YI— 12:0-4-15.Edael.16:0-24.0-1-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.03 7-10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.05 7-10 >999 180 BCLL 5.0 Rep Stress Incr YES M 0.07 Horz(CT) 0.01 6 n/a n/a BCDL 5.0 Code FBC2017rrP12014 Matrix-MS Weight:50 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 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(1-C 13),2=128(LC 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 NOTES- (7) 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;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 `III I l 11/ltl� 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. ►�1,`I�cj /�, ,Q ft�J�' 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 %% �j,' will fit between the bottom chord and any other members,with BCDL=5.Opsf. �„��+ .•• G E N S+'•., 2 R 5)Refer to girder(s)for truss to truss connections. •• •.��' �, 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6 except(jt=1b) No 39380 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. Thomas A.Alban!PE No.39380 MiTek 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 W7479 rw.10A1312015 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 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 T15342482 1561903 T14 Half Hip Girder 2 1 Job Reference o tional Builders FirstSource, Jacksonville,FL-32244, 8.220 s Sep 24 2018 MiTek Industries,Inc. Tue Oct 16 11:12:53 2018 Page 1 ID:078slfdWT6AncvPO9cX7vdykzya-LySSfuMe7LkyfZagFH9i?jrVt VwgzofsV7vYbHySs9u -1-4-0 5-0-0 9-3-8 1-4-0 5-0-0 4-3-8 Scale=1:26.2 4x8= NAILED NAILED NAILED 2x4 II 4 12 13 5 Li ZX4 1 2 7 14 15 3x8 I 2x4 II NAILED 6x8 =6 NAILED NAILED 5-0-0 9-3-8 5-0-0 4-3-8 Plate Offsets(X Yl- 12 0-4-15 Edael [4:0-5-8,0-2-01 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 0.41 Vert(LL) 0.05 7-10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.35 Vert(CT) 0.05 7-10 >999 180 BCLL 5.0 Rep Stress Incr NO WB 0.21 Horz(CT) 0.02 2 n/a n/a BCDL 5.0 Code FBC20171TP12014 Matrix-MS Weight:50 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 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 REACTIONS. (Ib/size) 2=474/0-3-8,6=507/0-3-8 Max Horz 2=130(LC 12) Max Uplift 2=191(LC 12),6=379(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-4=415/478 BOT CHORD 2-7=-479/329,6-7=493/333 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;End., 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 3)This trussadequate drainage has beendesigned ofr 10.0 psfevent f bottom chord live load nonconcurrent with any other live loads. O±A PS'A- 44 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 �% �', 8 will fit between the bottom chord and any other members,with BCDL=5.Opsf. ��,L� ••• G E N S i`•'�2 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b) ' •• 2=191,6=379. No 39380 6)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148'x3.25')toe-nails per NDS guidlines. ., # 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any "' ;1 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. i •. - LOADCASE(S) Standard ••l " ,�� 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 ✓4o 4.` Uniform Loads(plf) ��s'.••O R I V.• N Vert:1-4=60,4-5=-60,6-8-10 t�i�SJp AL ��` Concentrated Loads(lb) �t!it 1111011 Vert:4=61(F)7=21(F)12=61(F)13=-69(F)14=21(F)15=22(F) Thomas A Abani PE fdo-39380 MiTek USA,Inc.FL Cert 6&34 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 1161111-7473 rev.1010312015 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 1'��k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �i fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrPl1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty PN T15342481 1561903 T13 Common 6 1 Job Reference o tional Builders FirstSource, Jacksonville,FL-32244, 8.220 s Sep 24 2018 MiTek Industries,Inc. Tue Oct 16 11:12:512018 Page 1 ID:078slfdW'r6AncvPO9cX7vdykzya-PaLIFCKObkUEQGQR8s7EvAICBhGIVxGa1 pQRXOySs9w -1-4-0 4-7-12 9-3-8 1-4 0 4-7-12 4-7-12 Scale:12"=1' 4x6 = 4 7.00 12 3x4 i 5 3x4 3 6 2 Id 7 2.4 13x6 11 3x8 I 4-7-12 9-3-8 4-7-12 4-7-12 Plate Offsets Y) _12:0-2-150-0-81 [6:0-1-8,0-1-01 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 0.24 Vert(LL) 0.03 7-10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.22 Vert(CT) -0.02 7-10 >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/TP12014 Matrix-MS Weight:41 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 9-4-6 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) 6=319/0-3-8,2=416/0-3-8 Max Horz 2=87(LC 9) Max Uplift 6=121(LC 8),2-136(LC 9) FORCES. (Ib)-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 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.ll;Exp C;Encl., 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. �p fj A- 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 % 0 +'P q�e i will fit between the bottom chord and any other members,with BCDL=5.Opsf. ,ice �` .•* G E N S ••'QA. �� 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b) �• Y� 6=121,2=136. No 39380 ' 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. / E �41J� Thomas A.Allbanj 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 11411.7473 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 ANSVTPII Quality Criteria,DSB42 and SCSI Building Component 6904 Parke East BIW. 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 715342480 1561903 . T12 Common 2 1 Lerence o tional Builders FirstSource, Jacksonville,FL-32244, 8.220 s Sep 24 2018 MiTek Industries,Inc. Tue Oct 16 11:12:50 2018 Page 1 ID:078slfd WT6AncvPO9cX7vdykzya-xOnJ 1 sJmgQ MOo6rFa8b?05D 1 eHwFmU2Qp9gu_WSs9x -1-4-0 4-7-12 9-3-8 10.7-8 1-4-0 4-7-12 4-7-12 Scale:1/2"=1' 4x6= 4 Too 12 i 3x4 6 3x4�� 3 6 1 b 1 2 7 I° 8 3x6 2x4 3x6 4-7-12 4-7-12 Plate Offsets(X Y1— [2:0-1-810-0-81,[6:0-2-15.0-0-81 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 0.22 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/TP12014 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=41010-3-8 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=3171246 WEBS 4-8=322/141 NOTES- (6) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101mph,TCDL=4.2psf;BCDL=3.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)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��O-^PsA- 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 %'` lam'• e�1 will fit between the bottom chord and any other members,with BCDL=5.Opsf. ��,`�` .•��(,E AI S+'•,'TjJ i� 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. No 39380 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. iF Ri SIONA��t��, Thomas A.Allan PE No.39380 MiTek 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 ANI-7473 rev.10103/2015 BEFORE USE. sanas Design valid for use only with MTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and 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,DSS419 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 JobTruss Truss Type Qty Ply 715342479 1561903 711 GABLE 2 1 o 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 WT6AncvPO9cX7vdykzya-xOnJ 1 sJmgQMOo6rFa8b?05D 1 eHwFmU2Qp9gu_WSs9x -1-4-0 4-7-12 9-3-8 10-7-8 4-7-12 4-7-12 1 Scale=1:24.4 4x6 = 4 2x4 II 2x4 I 7.00 12 2.4 II 2x4 11 3x4 i 3x4 5 3 2 6 0 0 1Ej7 Id 2x4 II 2x4 II 8 2x4 II 2x4 II 2x4 3x6 3x6 11 i 4-7-12 9-3-8 4-7-12 4-7-12 Plate Offsets(X Yl- [2:G-1-8,0-0-81,F6:0-2-150-0-81 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 0.22 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 FBC2017/TP12014 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 2-4=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;Vuft=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;porch left and right exposed,C-C for members and forces&MWFRS for ,,fit t r r r r r lull 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. ,��` .•��CSE N S.• �2�� 4)Gable studs spaced at 1-4-0 oc. V �•�•. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. No 39380 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(jt=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 14/ particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 0 4/ .,` /llrrrru� Thomas A.Alban!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 WrEK REFERENCE PAGE WI-7473 rev.10/10-WO15 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,DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Aiexandna,VA 22314. Tampa,FL 36610 Job Truss Truss Type 0ty Ply T15342478 1561903 T10 GABLE 2 1 Job Reference(o ti nal Builders FirstSource, Jacksonville,FL-32244, 8.220 s Sep 24 2018 MiTek Industries,Inc. Tue Oct 16 11:12:49 2018 Page 2 I D:078slfd Wr6AncvPO9r-X7vdykzya-TBDxgWJ836EXByG30R4mrtglZtZ_11 dHaVxKSWySs9y LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:14=60,4-7=-60,23-27=-10 Concentrated Loads(lb) Vert:10=26(B)31=26(B)32=26(B) AWARNING-Vertly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE►111.7473 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 M17ek' is always required for stability and to prevent collapse 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 Crtteria,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 PN 715342478 1561903 T10 GABLE 2 1 Job Reference(optional Builders FirstSource, Jacksonville,FL-32244, 8.220 s Sep 24 2018 MiTek Industries,Inc. Tue Oct 16 11:12:48 2018 Page 1 ID:078slfdWr6AncvPO9cX7vdykzya-??fZcAVvlp6gZohsSkZXlg7agUEllaN7LrBnw3ySs9z 6-9-0 13-0-014-10-0 1-4-0 6-9-0 6-9-0 1-4-0 Scale:3/8'=1' 4x6 = 4 2x4 II 2x4 I 2x4 11 2x4 7x10 2x4 II 2x4 I i 7.00 12 5 7x10 3 6 2 71a 2x4 II 31 10 32 5x12 2x4 11 2x4 11 2x4 II 2x4 2x4 I 2x4 11 5x12 11 12 11 9 8 3-5-0 6-9-0 10.1-0 13-6-0 3-5-0 Plate Offsets(X Y)— 12:0-5-8 Edgel 13:0-2-0 Edgel 16:0-5-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loci) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.01 10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.02 10 >999 180 BCLL 5.0 Rep Stress Incr NO WS 0.08 Horz(CT) 0.00 27 n/a n/a BCDL 5.0 Code FBC2017rrP12014 Matrix-MS Weight:90 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 2x6 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 WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. All bearings 3-8-8 except(Jt=length)11=0-3-8,9=0-3-8. (lb)- Max Horz 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 Ib 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 2-112=120/280,11-12=120/280,10-11=120/280,9-110=120/280'8-9=-120/280, 6-8=120/280 WEBS 4-10=258/170 1/1111111,�� NOTES- (10) ♦O 1)Unbalanced roof live loads have been considered for this design. ♦♦� P q 2)Wind:ASCE 7-10;Vutt=130mph(3 second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Enc., `-,` ..*G E N 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 No 39380 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 1-4-0 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 F 141 will fit between the bottom chord and any other members,with BCDL=5.Opsf. i 0 '. r •'��w 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 i�'�n• O •5 0 p;• ♦♦� (jt=1b)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 �i ss j•••�• �\ ♦♦♦ 5-3-12,and 21 Ib down and 75 Ib up at 6-9-0,and 21 Ib down and 75 Ib up at 8-2-4 on bottom chord. The design/selection of such �N A� 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). Thomas A.Abani PE No.39380 10)This manufactured product is designed as an individual building component. The suitability and use of this component for any MlTek USA,Inc.FL Cert 6634 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 6904 Parke East Blvd.Tampa R.33610 Date: October 16,2018 .nntimipei nn nano 9 AWARNING-Verity design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-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.Braang 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 fabncation,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTP11 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 TypeQty Ply 715342477 1561903 . T09 Common 8 1 Job Reference o tion I 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 -1"-0 6-9-0 136-0 14-10-0 1-4-0 6-9-0 6-9-0 44 = Scale:3/8"=V 4 7.00 12 4x6 i 4x6 3 5 6 2711 1 Id 8 3x8 I 2x4 I I 3x8 6-9-0 136-0 6-9-0 Plate Offsets(X Y)— 12:0-3-8 Edgel 16:0-4-15 Edoel 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 0.44 Vert(LL) -0.06 8-15 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.08 8-15 >999 180 BCLL 5.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.02 2 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:61 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 2x6 SP No.2 1-6-0,Right 2x6 SP No.2 1-6-0 REACTIONS. (Ib/size) 2=557/0-5-8,6=557/0-5-8 Max Horz 2=127(LC 11) Max Uplift 2=146(LC 12),6=146(LC 13) Max Grav 2=571(LC 19),6=571(LC 20) FORCES. (lb)-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 NOTES- (6) 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.ll;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �� Or •,.-•• �e �j� will Tit between the bottom chord and any other members,with BCDL=5.Opsf. ��`�` .'• (,E N S •.'9A. �� 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 joints. No 39380 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. lilliff Thomas A.Abani PE No.39380 MiTek 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 NITEK REFERENCE PAGE MI-7473 rev.10193/2015 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 ANSV1P11 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,Alexandra,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T15342476 1561903 T08 Common 4 1 Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.220 s Sep 24 2018 MiTek Industries,Inc. Tue Oct 16 11:12:46 2018 Page 1 I D:078slfd W r6AncvPO9cX7vdykzya-2cXpBUGFn BsyKUYULJX3DF21TgXdggnuXigsBySsA? -1-4-0 6-9-0 1 13-6-0 1 4 0 6-9-0 6.9-0 4x6 _ Scale=1:31.2 4 Too 12 44 i 3x4 3 6 6 2 Ib 7 34 I I 2x4 11 3x8 i 6-9-0 1380 6-9-0 Plate Offsets(X.Y)— 12:04-15 Edoel 16:0-3-8,Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.06 7-10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.09 7-10 >999 180 BCLL 5.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.02 2 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:58 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 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(1_C 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=566/304,4-6=534/301 BOT CHORD 2-7=1401445,6-7=140/445 NOTES- (7) 1)Unbalanced roof live bads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 %%%J11111111lit1l 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live ads. ,%�� b 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. ,� �`�'•�GEN$•" ��jrrr 5)Refer to girder(s)for truss to truss connections. �� ' F•�'y �i 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 115 lb uplift at joint 6 and 146 lb uplift at No 39380 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. dna •�J�� y�S /ON A"1111E��•�• >I 11110 Thomas A.Abani PE No.39380 MiTek 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 M 1.7473 rev.10113/2015 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 is always required for stability and to prevent collapse 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 Qty Ply 715342475 1561903 . T07 Hip Girder 2 1 _ Lb 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:078stfd WT6AncvPO9cX7vdykzya-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 M11-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly 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,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 QbPN 715342475 1561903 T07 Hip Girder 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.220 s Sep 24 2018 MiTek Industries,Inc. Tue Oct 16 11:12:45 2018 Page 1 I D:078stfd WT6AncvPO9r-X7vdykzya-aQzQ_8FdOuk5i Lzlnbogh2V61G3w58Wnfuz7KlySsAO -14-0 44-8 10-3-0 161-8 20-6-0 21-10-0 1-4-0 4-4-8 5-10.8 5-10-8 44-8 14-0 Scale=1:38.2 NAILED 4x8 = _ 2x4 11 NAILED 4x8 3 4 18 5 7.00 12 0 oS r� 2 6 7 Id 11 10 9 19 20 6 5x8 II 2x4 II 3x10 = 4x6 = HTU26 2x4 II 5.8 II NAILED NAILED 4-4-8 10-3-0 161-8 20-6-0 4-4-8 5-10-8 5-10-8 4-4-8 Plate Offsets(X,Y)— 12:Edoe,0-0-151,f2:0-0-9.0.4151,f2:0-04.0-0-81,f3:0-5-8.0-2-01.f5:0-5-8.0-2-01,(6:040-4,0-0-81.f6:0-0-9.0-4151,(6:Edoe.0-0-151 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.11 8-10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.19 8-10 >999 180 BCLL 5.0 Rep Stress Incr NO WB 0.41 Horz(CT) 0.03 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS 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 8-24 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(1_C 9),6=440(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1331/708,34=2009/1123,45=-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;VuIt=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 ,1111111111111 DOL=1.60 plate grip DOL=1.60 `t% rj A 3)Provide adequate drainage to prevent water ponding. 0o q�e 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��`�` .••�C E S••.�2 �� 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 PN 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 3-1Od(0.148"x3")or 3-12d(0.148"x3.25')toe-nails per NDS guidlines. i y 44/ 10) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). i '�� p;•` �� 11)This manufactured product is designed as an individual building component. The suitability and use of this component for any ��j;'s <.O R 1 0' particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. jO N AL LOAD CASE(S) Standard "1111111101,` 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Thomas A.Alban!PE No.39380 Uniform Loads(plf) MiTek USA,Inc.Ft.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 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1181.7473 rev.1093/2015 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 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 ANSVTPft 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 JobrTO s Truss Type Qty �P ' y Reference o tional 715342474 1561903 . Hip2 1 ob Builders FirstSourre, Jacksonville,FL-32244, 8.220 s Sep 24 2018 MiTek Industries,Inc. Tue Oct 16 11:12:44 2018 Page 1 ID:078slfd Wf6AncvP09cX7vdykzya-6EQ2npF?FacE4BO5DuVb8gzdsrl MmRYQEDZolySsA1 -1-4-0 6-4-8 14-1-8 20--0 21-10-0 1-4-0 6-4-8 7-9-0 6-4-8 1-4-0 Scale=1:38.2 4x8 = 4x6 = 4 5 7.00 12 0 4x4 i v5 4x4 3 6 2 7 a 1 8 Id 11 10 9 3x8 II 2x4 II 3x6 3x4= 3.8 I i 6-4-8 14-1-8 20-&0 6-4.8 7-9-0 6-" Plate Offsets(X.Y)- f2:0-4-15 Edgel [4:0-5-8.0-2-01,f5:0-3-8.0-2-01.17:0-4-15.Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.07 9-11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.13 9-11 >999 180 BCLL 5.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.03 7 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:100 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 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. TOP CHORD 2-4=988/520,4-5=785/518,5-7=-988/520 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. ,`/ 1111 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. %%% s 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 `�% will fit between the bottom chord and any other members,with BCDL=5.Opsf. `♦��` .• G E S'''.,92 i� 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 �' r 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. � y 'S' Iv A E�♦,�. 111 Thomas A.Alban!PE No.39380 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 16,2018 wARNING•Vertry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev.fOMYtOI S 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 budding of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB49 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 Truss Type Oty Ply 715342473 1561903 T05 Hip 2 1 r Job Reference tional Builders FirstSource, Jacksonville,FL-32244, 8.220 s Sep 24 2018 MiTek Industries,Inc. Tue Oct 16 11:12:43 2018 Page 1 I D:078slfdVvT6AncvPO9cX7vdykzya-e 1 sgZTEN UGUNTI pvgAzMbdQg8TU2dl9OCa000sySsA2 -1-4-0 4-4-0 9-4-8 12-1-8 16-2-0 20-6-0 21-10-0 1-4-0 4-4-0 4-0-8 3-9-0 4-0-8 44-0 Scale=1:38.2 4x6 = 4x8 = 5 6 7.00 12 2.4 2x4 4 7 0 r 4x4 i 4.4 3 8 2 9 �1 to Ia 13 12 11 3.8 3x8= 3x6 — 3x4 = 3x8 II i 8.4-8 12-1-8 261x0 : Plate Offsets(X,YI— f2:0-4-15.Edge1 f5:0-3-0,0-1-121,[6:0-5-8,0-2-01,f9:0-415 Edael 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 0.30 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 WB 0.15 Horz(CT) 0.03 9 n/a n/a BCDL 5.0 Code FBC2017/7P12014 Matrix-MS Weight:115 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-1 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(1_C 12),9=197(1_C 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-4=1008/549,4-5=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,Vuft=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 Extenor(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ,%I I 111111/! 3)Provide adequate drainage to prevent water ponding. S A 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. % M?' 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 `�� `"•• G E S''•.'9 �� will fit between the bottom chord and any other members,with BCDL=5.Opsf. •• F v/ 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 = No 39380 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. . , ORO,. 0111111111111 N A�E�Ca�. II Thomas A.Alban!PE W39380 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa R.33610 Date: October 16,2018 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE X1167473 rev.16MMOfS 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 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 ANSVTPII Quality Criteria,DS849 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 Truss Type pty ply 715342472 1561903 704 Common 20 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.220 s Sep 24 2018 MiTek Industries,Inc. Tue Oct 16 11:12:42 2018 Page 1 ID:078slfd Wr6AncvPO9cX7vdykzya-Ar11M7DIjzMMEj6TS73Ptfh36pup7FzwkTjjQySsA3 -1-4-0 5-3-4 10-3-0 15-2-12 20.6-0 21-10-0 1-4-0 5-3-4 4-11-12 4-11-12 5-3-4 11-0 Scale=1:42.9 4x6 = 5 7.00 12 2x4 2x4'5- 4 4 6 4x4 4x4 3 7 2 8 C6 9 Id „ 10 3x8 II 3x8= 3x6 3x8 II i 10-3-0 20-6-0 103-0 10-3-0 Plate Offsets(X,Y)— 12:0-4-15,Edge],18:0-4-15,Edgel LOADING (psf) SPACING- 240-0 CSI. DEFL. in (loc) I/defl Lid 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--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(Ib)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;VuIt=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 8 MWFRS for reactions shown;Lumber `�++1+� t 1111! DOL=1.60 plate grip DOL=1.60 ,0`A PS A- A ' 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �% Qr' 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 \ I � S�. ,i�� will fit between the bottom chord and any other members,with BCDL=S.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 No 39380 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. - �: h O I ` J a. 111111t,+ Thomas A.Abani PE No.39380 MiTek USA,Inc.FL Cert 6834 6904 Parke East Blvd.Tampa FL 33610 Date: October 16,2018 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE WI-7473 rev.10)0"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 ANSVTPII 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 BOISE CASCADE° Rimboard BOISE CASCADE° Rimboard Product Profiles I f' 91/2' M' 117/8" 3 16" 111, 11/811 1" 15/16" 13/411 BOISE CASCADE BOISE CASCADE" VERSA-LAMS' VERSA-LAM® RIMBOARD OSB RIMBOARD* 1.4 1800* 2.0 3100* *18—24 inch deep rimboard are special order products, contact local supplier or Boise Cascade representative for product availability. 0 Perpendicular �t Parallel 0 See chart for vertical load capacity. See chart for vertical load capacity. lfl"dia through bolts (ASTM A307 Grades A&B, �I SAE 1429 Grades i or 2, ref I or higher)with washers $ and nuts or W dia lag t or screws(full penetration) woodl or sheathing $ 3501b capacity for J.Ys'&thicker rim. 300 Ib capacity for �� i"rim,per fastener fib' Treated Ledger a , ;ua > �_' Use only fastener a • ._ that ate approveorG: • a s use with corresponding a wand treatment. • BOISE CASCADE Rimboard Design of moisture control Min. 8d nails at 6"o.c per IRC. by others(only structural Connection per design professional of i components shown above) record's specification for shear transfer. Min. 8d nails at 6"o.c.per IRC. for information regarding connection of exterior decks to Connection per design professional of interior floor systems per the 2009 IRC,section 502.2.2.3, record's specification for shear transfer. contact Boise Cascade EWP Engineering. DISE CASCADE° Rimboard Properties Vertical Load Capacity ( Allowable Design Values Specific Product Uniform jplfl Point cab] ! Gravity 18 & 22' & 18"& 22"& for Modulus Compression 16" 20" 24" 16" 20' 24" Maximum Floor Diaphragm Lateral Flexural of Horizontal Perpendicular Depth Depth Depth Depth Depth Depth Lateral Capacity Nail Stress Elasticity Shear to Grain &Less &Less &Less &Less &Less &Less [lb/ft] Design Ib/int Ib/inl � [lb/inl lin 1"BOISE CASCADE® RIMBOARD(2)&® 3300 1650 1650 3500 3500 3500 180 0.5 Limited span capabilities,see note 2 1"BOISE CASCADE RIMBOARD OSB cn 1%"BOISE CASCADE® 44003000 3000 3500 3500 3500 180 0.5 Limited span capabilities,see note 2 RIMBOARD OSB R) p p . .._.._.. - ..... ................................._... _-. ....._............... ............. _.......... — ... -- - _.._ Permitted per building code for �— 15he" all nominal 2'thick framing blocked 6000 5450 -- 4450 4450 — 0.5 1800 '1,400,0001 225 525 VERSA-LAME 1.4 1800 'l and unblocked diaphragms {4"nail spacing&greater) i .... ........... ..__... ......... .. ........ _. _ ._...... ........_ ... -- . _.... Permitted per building code for all nominal 2'thick framing blocked VERSA-LAM'2.0 3100('i 5700 4300 — 4300 3900 — and unblocked diaphragms 0.5 2800 12,000 OOOi 285 750 (4"n ail spacing&greater) Closest Allowable Nail Spacing-Narrow Face[in) Notes 10d,12d 1. Per ICC ESR-1040. 8d 8d 110d&12d 16d Common&1 16d 2. See Performance Rated Rim Boards, Product Box Common ' Box Box 16d Sinker Common APA EWS#W345K for further product 1"BOISE CASCADE® information. RIMBOARD 3 3 1"or 1'/"BOISE CASCADE" 3. Not all products and depths may be RIMBOARD OSB(2) 3 3 See note 2 for nailing information available,check with Boise Cascade representative for product availability. 15h6'VERSA-LAME 1.4 1800 r'i 3 3 3 3 4 6 4 1'/."VERSA-LAME 2.0 3100(1) 2 i 3 3 3 4 6 noise Cas;aoe EVv'P•ALLJOIST�Installation Guide•08:1912013 AJS° Design Properties End Reaction[lbs] Intermediate Reaction fibs] AJS® Moment Shear 1%"Bearing 3%"Bearing 3Y: Bearing 1 5'W Bearing Joist Depth Weight M EI x 106 K x 106V - _ - I- - Series 1[inches] [plf] [ft-lbs] [Ib-in'] [lbs] []bs] No WS"i WSh) No WS�'i WS«I No WSI'I` WS(2) No WSI'I' WS(2) 9'/2 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 r 2430 3130 _..__._ - _ 16 3.1 1 4435 623 1 9.0 2065 970 1500 ' 1285 1800 2465 : 3435 2465 3435 9'h 2.2 2820 194 5.2 1160 950 1240 1175 1480 2350 2450 2350 2450 AJSa 11YB 2.5 3650 331 6.6 1490 _955 1335 1215 1595 2390 ] 2800 . 2390 2800 150 14 2.8 _4390 487 7.8 17907 960 1420_ 1250 1700 2430 3130 2430 3130 16 3.1 5090 664 9.0 2065 970 1500 1285 1800 2465 `' 3435 2465 3435 9'/ 2.5 3395 232 5.2 1160 950 1240 1175 1480 2350 2450 : 2350 2450 AJS® 117/8 2.8 4400 394 6.6 1490 955 1335 1215 15952390 2800 2390 2800 20 14 3.0 5295 578 7.8 1790 . 960 1420 1250 1700 2430 3130 2430 3130 16 3.3 6140 786 9.0 2065 970 1500 1285 1800 2465 3435 12465 3435 9'/22.5 3895 244 _5.2 1160 950 _1240 1175 1480 2350 2450 2350 2450 AJS® 11%8........ 2.8 5045 414 6.6 1490 955 1335 1215 1595 2390 2800 2390 2800 190 14 3.0 6070 608 7.8 1790 960 1420 1250 1700 2430 3130 243_0_ 3130 16 3.3 7040 827 9.0 2065 970 1500 : 125 180024-65,2465 'i 3435 d 2465 3435 9'/z 3.1 5370 322 5.3 1160 950 1240 1175 1480 2600 2850 2600 2850 AJS11 11% 3.4 6960 545 6.7 1490 955 1335 1215 1595 2690 3190 2690 3190 25 14 3.7 8380 798 7.9 1790 960 1420 1250 1700 2770 35002770 3500 16 3.9 9720 1082 1 9.1 2065 970 1500 1285 1800 2850 3800 ' 2850 1 3800 NOTES: (1) No web stiffeners required. = 5W14 + W12 (2) Web stiffeners required. 0 384 EI K (3) Not applicable,web stiffeners required. • Moment,shear and reaction values based upon a load duration of 100% 0 = deflection [in] and may be adjusted for other load durations. w = uniform load [Ib/in] • Design values listed are applicable for Allowable Stress Design(ASD). 1 = clear Span [in] • No additional repetitive member increase allowed. EI = bending stiffness[Ib-int] BUILDING CODE EVALUATION REPORT K = shear deformation coefficient[lb] ICC ESR 1144(IBC, IRC) RSA-L.A ® Design Values Allowable Allowable Moment ( Allowable Allowable Moment Width Depth Weight Shear Moment of Inertia Width ( Depth Weight Shear Moment of Inertia Grade in in Ib/ft Ib ft-Ib in° Grade in j in Ib/ft Ib ft-Ib in4 L + 3'/z 1.5 998 776 5.4 5% 8.0 5237 6830 63.3 LU N i 1'/z 5Y22.4 1568 1821 20.8 5'/Z 8.4 5486 7457 72.8 > ' 7'% 3.2 2066 3069 47.6 7'/, 11.0 7232 12566 1667 3'/2 1.8 1164 1058 6.3 9'/, 14.1 9227 19908 346.3 5'/2 2.8 1829 2486 24.3 - - Th 3.7 2411 4189 55.6 9'/z 14.5 9476 20937 375.1 9'% 4.7 3076 6636 115.4 51/ 11'/4 17.1 11222 28814 622.9 9'/ 4.8 3159 6979 125.0 11'/e 18.1 11845 31913 732.6 1'/, 111/4 5.7 3741 916.9.5 207.6 0 14 21.3 13965 43552 1200.5 0 11% 6.0 3948 10638 244.2 Cl) 16 24.4 15960 56046 1792.0 M 14 7.1 4655 14517 400.2 N 18 27.4 17955 70011 2551.5 o 16 8.1 5320 18682 597.3 N 2 20 30.4 19950 85428 3500.0 18 9.1 5985 23337 850.5 ¢ - - - -- _ 24 36.5 23940 120549 6048.0 24 12.2 7980 40183 2016.0 Q -' 5'/ 5.6 i 3658 4971 48.5co 9'h 16.6 12303 26544 461.7 _ _.._ ..--44.44.. _ U 7% 7.4 1 4821 8377 111.1 j 9'/� 17.1 12635 27916 500.1 - - - - ...... LU 9'/4 9.4 6151 13272 230.8 11'% 20.2 14963 38419 830.6 .. 4444.. ...... 9'% ( 9.6 ( 6318 f 13958 250.1 11/ 21 4 15794 42550 976.8 11% 11.4 7481 19210 415.3 3+/, 7 14 25 2 18620 58069 1600.7 117% ( 12.1 7897 i 21275 488.4 --- --- _._...... ........ 16 28.8 21280 74728 2389.3 14 1 14.2 9310 29035 800.3 16 16.2 10640 1 37364 1194.7 18 32.4 23940 93348 3402.0 18 18.3 11970 46674 1701.0 20 36 0 26600 113904666 7 -- _. 20 20.3 13300 ; 56952 1 2333.311 43.2 31920 160732 8064.0 E:oise Casrade EMP•A1.110ST'Installation Guide•08/291201,.' VERSA-LAM° Design Properties Equivalent Tension Compression Specific Gravity Modulus of Horizontal Parallel to Compression Perpendicular to for Fastener ______Elasticity_ _Bendlnc Shear Grain _Parallel to Grain _Grain _..__..._ Design E(x 106 ps)11) Fe(Psf)tsxsl I FY(Psi)hxas F,(Psi)axs) Fin(Psl)'�' F�1(ps0o)(6) (SG) Design Property Grade VERSA-LAM"Beams 2.03100 2.0 3100 285 2150 3000 750 0.5 I i VERSA-LAM'Studs 1.72650 1.7 2650 I 285 1650 1 3000 750 0.5 I VERSA-LAM®Columns 1.82750 1.8 2750 285 1825 3000 750 0.5 i 1. This value cannot be adjusted for load duration. 5. Tension value shall be multiplied by a length factor,(4/L)",where L= 2. This value is based upon a load duration of 100%and maybe adjusted for other load durations, member length[ft]. Use L=4 for members less than four feet long. 3. Fiber stress bending value shall be multiplied by the depth factor,(12/d)'''where d=member 6. Stress applied parallel to the gluelines. depth[in]. Design properties are limited to dry conditions of use where the 4. Stress applied perpendicular to the gluelines. maximum moisture content of the material will not exceed 16%. Multiple Member Connectors -, E Side-Loaded Designing Connections for Ma%"DianuniformSide Load[plt] Multiple VERSA-LAM" Members Nailed X"Dia.Through Bok(') %"Dia.Through Bok(') Number 2 rows 16d 3 rows 16d 2 rows @ 2 rows @ 2 rows 2 rows @ 2 rows @ 2 rows of Sinkers @ Sinkers @ 24"o.c. 12 o.c. @ 6"o.c. 24"o.c. 12"o.c. @ 6"O.C. When using multiple ply VERSA-LAM beams to create a wider Members 12"o.c. 12"o.c. staggered staggered staggered sta ered sta eyed staggered member,the connection of the plies is as critical as determining the 1%"VERSA-LAW(Depths of 18"and less) beam size. When side loaded beams are not connected properly, 2 470 705 505 1 1010 2020560 j 1120 2245 the inside plies do not support their share of the load and thus the 3(2) 350 525 375 755 1515 420 840 1685 load-carrying capacity of the full member decreases significantly. The 401 use bolt schedule 335 670 1345 370 745 1495 following is an example of how to size and connect a multiple ply 3Y:"VERSA-LAW VERSA-LAW VERSA-LAMBfloor beam. 2(3) 1 use bolt schedule 1 855 1715 N/A i 1125 1 2250 N/A Given: Beam shown below is supporting residential floor load 1%"VERSA-LAW(Depths of 24") (40 psf live load,10 psf dead load)and is spanning 16'-0". Number Nailed %"Dia.Through Bolt") Dia.Through Bok(') Beam depth is limited to 14". of 3 rows 16d 4 rows 16d 3 rows @ 3 rows @ 3 rows @ 3 rows @ 3 rows @ 3 rows @ tea;._ Hangers not shown Members Sinkers @ Sinkers @ 24"o.c.8" 18"o.c.6" 12 o.c.4" 24"o.c.8" 18"o.c.6" 12"o.c.4" for darlty 12"o.c. 12"o.c. staggered i staggered staggered staggered staggered staggered 2 705 940 1 755 1010 1515 840 1120 1685 3(2) 525 705 i 565 755 ; 1135 630 840 1260 413) use bolt schedule 1 505 670 1010 560 745 1120 1.Design values apply to common bolls that conform to ANSI/ 'A"bolts and TV for%"bolts. Boll holes shall be the same ASME standard B18.21-1961(ASTM A307 Grades A&B, diameter as the bolt. SAE J429 Grades 1 or 2,or higher).A washer not less than a 2.The nail schedules shown apply to both sides of a 3-member standard cut washer shall be between the wood and the bolt beam. head and between the wood and the nut.The distance from 3.T wide beams must be top4oaded or loaded from both sides the edge of the beam to the bolt holes must be at least 2"for (lesser side shall be no less than 250/6 of opposite side). Find: A multiple 1'/"ply VERSA-LAM'that is adequate to support the design loads and the member's proper connection scTop-Loaded Applications hedule. 1. Calculate the tributary width that beam is supporting: For top-loaded beams and beams with side loads with less than those shown: 14'/2+18'/2=16' Maximum Uniform Load Plies Depth Nailing From One side 2. Use PLF tables on pages 30-32 of ASG or BC CALL°to Depths 11 Ye"&less 2 rows 16d box/sinker nails @ 12"o.c. 400 pff size beam. A Triple VERSA-LAM'2.0 3100 1%"x 14"is found to (2)1'/."plies Depths 14"-18" 3 rows 16d box/sinker nails @ 12"o.c. 600 plf adequately support the design loads Depth=24" 4 rows 16d box/sinker nails @ 12"o.c. 800 plf 3. Calculate the maximum plf load from one side Depths 11'/r'&less 2 rows 16d boxlsinker nails @ 12"o.c. 300 pff (the right side in this case). (3)13/s"plies 9) Depths 14"-18" 3 rows 16d box/sinker nails @ 12"o.c 450 pff Max.Side Load=(18'/2)x(40+10 psf)=450 plf Depth =24" 4 rows 16d box/sinker nails @ 12"o.c. 600 pff 4. Go to the Multiple Member Connection Table,Side-Loaded (4)11/4"plies Depths 18"&less 2 rows 1/2"bolts @ 24"o.c.,staggered 335 plf Applications,1'/."VERSA-LAM®,3 members Depth =24" 3 rows 1/2"bolts @ 24"o.c,staggered every 8" 505 pff 5. The proper connection schedule must have a capacity greater than (2)3W*plies Depths 18"&less 2 rows 1/2"bolts @ 24"o.c,staggered 855 pff the max.side load: Depth 20"-24" 3 rows 1/2"bops @ 24"o.c.,staggered every 8" 1285 plf Nailed:3 rows 16d sinkers @ 12"o.c: 1. Beams wider than 7"must be designed by the engineer of record. specific connections with VERSA-LAM'. 525 plf is greater than 450 pif OK 2.All values in these tables maybe increased by 15%for snow4oad 5.Connection values are based upon the 2005 NDS. Bolts:Y"diameter 2 rows @ 12"staggered: roofs and by 25%for non-snow load roofs where the building 6.FsatenMester TrussLok,Simpson Strong-Tie SDS,and 755 ff is realer than 450 If OK code allows. USP WS screws may also be used to connect multiple p g p 3. Use allowable load tables or BC CALC•software to size beams. member VERSA-LAW beams,contact Boise Cascade EWP 4.An equivalent specific gravity of 0.5 may be used when designing Engineering for further information. Boise Cascade EW'F•ALLJOIST�Installation Guide"08%19:2013 VERSA LAM° Beam Details/Allowable Nailin /H%oles VERSA-LAMO Beam Details Bearing at concrete/masonry walls Bearing for door or window header Beam to beam connector Bearing at column Provide Strap per code if top plate is moisture barrier and not continuous over header. Verify hanger 35"air capacity with lateral restraint space hanger at bearing. required manufacturer between VERSA-LAM® concrete column and wood. Cotumn connector per design professional tG Trimmers 0 of record Slope seat cut Bevel cut Beam to concrete/masonry walls Bearing framing into wall Wood top plate must be flush with inside of wall Strap per code if Sloped seat cut 1 Hanger top plate is not Not to exceed I continuous inside face I of bearing. DO NOT bevel cut VERSA-LAM® beyond inside face of wall without approval from Blockingnot Boise Cascade EWP Engineering— Moisture barrier between 1• shown fr clarity. or BC CALCI'software analysis. concrete and wood VERSA-LAMP Installation Notes Minimum of 1f"air space between beam and wall pocket or adequate barrier must be VERSA-LAM®beams are intended for interior applications only and should be kept as dry provided between beam and concrete/masonry. as possible during construction. Adequate bearing shall be provided. If not shown on plans,please refer to load tables in Continuous lateral support of top of beam shall be provided(side or top bearing framing). your region's Specifier Guide. Closest Allowable Nail Spacing Nailing Parallel to Glue Lines AM : o (Narrow Face) VERSA-LO Products Nailing Nailing Parallel to Glue Lines(Narrow Face){') Perpendicular to Glue Lines (Wide Face) Nail Size VERSA-LAM® 1.4 1800 Rimboard VERSA-LAM® VERSA-LAM® 15116" 1'/s" 31/2"&Wider All Products O.C. End O.C. End O.C. End O.C. End [inches] [inches] [inches] [inches] [inches] [inches] [inches] [inches] 8d Box 3 1Y2 2 1 2 1/ 2 Y: s 8d Common 3 2 3 2 2 1 2 1 10d&12d Box 3 2 3 2 2 1 2 1 Nailing Perpendicular to __ ---- .__._.:.___-- _.___.....__ __._. Glue Lines (Wide Face) 16d Box 3 23 2 2 1 2 1 10d&12d Common' 4 3 4 3 2 2 2 2 Nailing Notes 16d Sinker 4 3 4 3 2 2 2 2 1) For 1'/."thickness and greater,2 rows __ of nails(such as for a metal strap)are 16d Common 1 6 1 4 6 3 2 2 2 2 allowed(use%"minimum offset between • Offset and stagger nail rows from floor sheathing and wall sole plate. rows and stagger nails). • Simpson Strong-Tie A35 and LPT4 connectors may be attached to the side VERSA-LAM®/'VERSA-RIM®. Use nails as specified by Simpson Strong-Tie. Allowable Holes in VERSAA LAM® Seams Notes See Note 3 1.Square and rectangular holes are not permitted. 2.Round holes may be drilled or cut with a hole saw i/s Depth anywhere within the shaded area of the beam. ,yg i 3.The horizontal distance between adjacent holes must be �y'; 'JaDepth at least two times the size of the larger hole. t/a Depth 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: '/a span '/a span p End Bearing Intermediate Bearing Seam Depth Max.Hole Diameter 6.These limitations apply to holes drilled for plumbing or wiring access only. The size and location of holes drilled for fasteners are 5'/2" 3/4" governed by the provisions of the National Design Specification®for 7'/4" 1" Wood Construction. 7.Beams deflect under load. Size holes to provide clearance where 91/4"and greater 2" required. 8.This hole chart is valid for beams supporting uniform load only. For beams supporting concentrated loads or for beams with larger holes,contact Boise Cascade EWP Engineering. Boise Cass;de[:::1•V•'•ALLJCIST"Installation Guide•08/2912013 Handling and Storage of Engineered Wood Products Site Storage Site Handling Protect AJS®Joists and VERSA-LAM® ,k;,, from the weather. y` E i - Unload from truck carefully using DO NOT lift AJS® Joists by top flange. appropriate equipment. �. 4 Joist :.e 11FRSA-LAM VOMMM-LAW owl Keep at least 3'/1"off the ground, more in wetter - , areas.Align stickers one above another and space a maximum of 15 feet apart. Do not drop AJS®Joists from height. Avoid lifting AJS®Joists horizontally. This damage can be prevented Leave AJS®Joists banded together until read Fork radius causes v2'thick spacer on by making sure that all joists are g y first two toasts to rise face of forks reduces to install. tabove fork. lift to Y:' (W thick sitting on the flat portion of the " SF virtually forks.This can be accomplished eliminates lift) by making sure that the forks are not fully extended into the unit A spacer may be required on the 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. AJSm Fork Radius Crushing BCE'Joists,VERSA-LAM`and ALLJOISTI,must be stored,installed and used in accordance with the �7 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 ALLJOISTx';and BCI'Joists must be wrapped,covered,and stored off of the ground on stickers at all closest Boise Cascade r times prior to installation. VERSA-LAM';ALLJOISTE and BCls 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 -$00-232-07$$ to correctly store,use or install VERSA-LAM',ALLJOIST',and BCI''Joist in accordance with the Boise Cascade EWP Installation Guide will void the limited warranty. ------ BOISE CASCADE,TREE-IN-A-CIRCLE,BCI,BC CALC,BC COLUMN,BC FRAMER,BC RIM BOARD,BOISE GLULAM,SIMPLE FRAMING SYSTEM, VERSA-LAM,VERSA-RIM,VERSA-STRAND,and VERSA-STUD are trademarks of Boise Cascade Company or its affiliates. The information in this document pertains to use in the For information about UNITED STATES ONLY,Allowable Stress Design. Refer to Boise Cascade Engineered Wood Products. the ALLJOIST Specifier Guide Canada for use in Canada. including sales terms and conditions, Limit States Design, warranties and disclaimers, Your Dealer is: visit our website at www.BCewp.com Boise Cascade Engineered Wood Products Great products are only the beginning-. Copyright eginning:Copyright©Boise Cascade Wood Products, L.L.C. 2013 If no dealer is listed, call 1-800-232-0788 AIG US 08/29/2013 HATCH LEGEND 0 9' 1-1/8" 23-06-00 9-0D-W 11-05-0e 9' 1-1/8" 19' 7" CJ CJ General Notes: EJ -Per ANSlJTPI 1.2002 all"Truss to Wall' 5-00.00 connections are the responsibility of the Building Designer,not the Truss Manufacturer. J Use Manufacturer's specifications for all hanger connections unless noted otherwise. �S Trusses are to be 24"o.c.U.N.O. •All hangers are to be Simpson or equivalent U.N.O.• 4 W 1 Use 10d x 1 112"Nails in hanger connections to single `f ply girder trusses. CJ15 -Trusses am not designed to support brick U.N.O. -Dimensions are Feet-Inches-Sixteenths TF01 > > > t _— Notes F01 J7 No back charges will be accepted by Builders FirstSource unless approved in writing first. F01 J3 ACQ lumber is corrosive to truss plates. Anv ACQ F01 lumber that mines in contact with truss plates(i.e. F01 scabbed on tails)must have an approved barrier applied fret. i F01 Rete-to BCSI-B1 Summon-Sheet-Guide for handling. b FD1 Installing and Bracing of Metal Plate Connected WwA F01 Truss prior to and during truss installation. FD1 It is the responsibility of the Contractor to ensure of uhe proper orientation of the truss placement plana as to F01 the construction documents and field conditions of the structure orientation. If a reversed or flipped layout is F02 required,it will be supplied at no extra cost by Builders FirstSoume. oq F03 It is the responsibility of the Contractor to make sure the placement of trusses are adjusted for plumbing o F03 drops,can lights,set...,so the trusses do not interfere t') F0 with these type of items. F03 $ All common framed rootor floor systems must be designed as to NOT impose any loads on the floor F03 to trusses below. The floor trusses haw,not been designed F03 to cam any additional loads from above. F03 This truss placement plan was not treated by an engineer.but rather by the Builders FirstSource staff F03 p and is solely to be used as an installation guide and does not require a zeal.Complete truss engineering and F01 a analysis can be found on the truss design drawings F01 which may be sealed by the truss design engineer. Gable end trusses require continuous bottom chord bearing. Refer to local codes for wall framing F01 requirements. o F01 Although all attempts have been made to do so,trusses may not be designed symmetrically.Please infer to the M individual truss drawings and trues pla-mens plans for F04proper orientation and placement F� J3 Builders F04 F11 w Uti1 FirstSource FOS FOS Freeport g o PHONE:850.835-4541 n F05 n' FAX:850.835-4532 FOS �) Jacksonville c FO6 PHONE:904-772-6100 F07 FAX:904-772-1973 1 Tampa m PHONE:813-621-9831 w w 'fu 'w 'w w' 'w 'w FAX:813-628.8956 7-00 00 13.)6',00 8A 7-00-00 Mathieu Builders 23-06-00 116-120 Jackson St. Townhome 10-14-18 mm E1VID 1 1292854 M I T E K PLATE APPR4 1568596 N/A 1561903 C.,-'� L OFFICE COPY ICC EVALUATION Most Widely Accepted and Trusted SERVICE in C4oPP'o'V*#h Innovation I LU RESEARCH LABS Evaluation Report • 0 ICC-ES 1 (800) 423-6587 1 (562) 699-0543 1 www.icc-es.org Reissued 03/2018 This report is subject to renewal 03/2020. Noun 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, HARDIEPLANKr- LAP SIDING, ARTISAN° LAP SIDING, AND HARDIESHINGLE""" (NEW HARDIESHINGLE°) INDIVIDUAL SHINGLES IN ICC IN - C PMG CC"— ISTED Look for the trusted marks of Conformity! "2014 Recipient of Prestigious Western States Seismic Policy Council man INiERNAiIONAL (WSSPC)Award in Excellence" A Subsidiary of CODE C00NCa• ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not 1 °C� specifically addressed, nor are they, to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as isaiec Woos to any finding or other matter in this report, or as to any product covered by the report. P,� ce Bim,, Kaao►ca+ xlow Copyright 0 2018 ICC Evaluation Service, LLC. All rights reserved. ES Most Widely Accepted and Trusted 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 2.0 USES COMPOSITES James Hardie fiber-cement panels, plank lap siding, and Section: 06 16 OO—Sheathing cladding shingles are used as exterior wall covering. The DIVISION: 07 00 00—THERMAL AND MOISTURE products comply with IBC Sections 1404.10 and IRC PROTECTION Section R703.10. The products may be used on exterior Section: 07 46 46—Fiber-Cement Siding walls required to be of Type I, II, III or IV construction (IBC). REPORT HOLDER: 3.0 DESCRIPTION JAMES HARDIE BUILDING PRODUCTS, INC. 3.1 General: 10901 ELM AVENUE The exterior sidings are single-faced, cellulose fiber– FONTANA,CALIFORNIA 92337 reinforced cement (fiber-cement) products. Exterior (800)942-7343 sidings are identified as HardieShingleTm (New www.*ameshardie.com HardieShingle) panels, HardiePlankT"' (Cemplane, info(&*ameshardie.com PrevailTM, and RFC®) lap siding, Artisan® Lap Siding, and EVALUATION SUBJECT: HardieShingle TM (New HardieShingle)individual shingles. The products comply with ASTM C1186, as Grade 11, HARDIESHINGLETM (NEW HARDIESHINGLEO)PANELS, Type A; have a flame-spread index of 0 and a smoke- HARDIEPLANKTm LAP SIDING,ARTISAN®LAP SIDING, developed index of 5 when tested in accordance with AND HARDIESHINGLETM (NEW HARDIESHINGLEO) ASTM E84; and are classified as noncombustible when INDIVIDUAL SHINGLES tested in accordance with ASTM E136. Thermal conductance(K)and resistance(R)values for the products 1.0 EVALUATION SCOPE are as shown in Table 2 of this report, based on testing in accordance with ASTM C177. 1.1 Compliance with the following codes: The attributes of the fiber-cement sidings have been ■ 2015, 2012, 2009 and 2006 International Building verified as conforming to the provisions of(i) ICC 700-2012 Code'(IBC) Sections 602.1.6 and 11.602.1.6 for termite-resistant ■ 2015, 2012, 2009 and 2006 International Residential materials; and (ii) ICC 700-2008 Section 602.8 for Code®(IRC) termite-resistant materials. Note that decisions on compliance for those areas rest with the user of this report. ■ 2013 Abu Dhabi International Building Code(ADIBC)t The user is advised of the project-specific provisions that rThe ADIBC is based on the 2009 IBC.2009 IBC code sections referenced may be contingent upon meeting specific conditions, and in this report are the same sections in the ADIBC. the verification of those conditions is outside the scope of this report. These codes or standards often provide Properties evaluated: supplemental information as guidance. ■ Weather protection 3.2 Siding: ■ Structural HardieShingle) (New HardieShingle®) panels, ■ Types I, II, 111,and IV(noncombustible)construction HardiePlankTM (Cemplanko, PrevailT"" and RFC°) lap siding, Artisan® Lap Siding, and HardieShingleTm (New ■ Fire-resistance-rated construction HardieShingle®) individual shingles are supplied either ■ Thermal resistance unprimed or primed for subsequent application of a compatible primer and/or exterior-grade top coat. Nominal 1.2 Evaluation to the following green standards: product dimensions are noted in Table 1. 2015, 2012 and 2008 ICC 700 National Green Building The products are available in a variety of finish textures. Standard TM (ICC 700-2012 and ICC 700-2008) HardieShingle TM panels are offered in three configurations: Attributes verified: half-round, staggered-edge, and square-edge. New HardieShinglee individual shingles are offered in two See Section 3.1 configurations:staggered-edge and square-edge. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or an)other attributes not specifucaliv addressed,nor are then to be construed as an endorsement of the suhject of the report or a recommendation for its use.There is no warrant•by ICC Evaluation Service,LLC,express or implied,as to ani,finding or other matter in this report,or as to any product covered by the report. Copyright©2018 ICC Evaluation Service,LLC. All rights reserved. Pagel of 27 ESR-2290 I Most Widely Accepted and Trusted Page 2 of 27 3.3 Fasteners: Vertical joints between planks must be lightly butted or Fastener type, size, spacing and installation method must gapped and must be protected by one of the following be as shown in the tables of this report. Fasteners must be methods: (a) sealed with caulking in accordance with the made from corrosion-resistant steel. caulk manufacturer's published gapping requirements and 4.0 DESIGN AND INSTALLATION caulking application instructions; or (b) covered with an H-section joint cover; or (c) located over a strip of 4.1 Design: non-perforated flashing complying with ASTM D226,Type I Walls: The maximum basic wind speeds for positive or felt, or other approved flashing. Trim and corners must be negative transverse load resistance of HardieShingle M installed and the siding must be finished in accordance (New HardieShingle®) panels, HardiePlankM (Cemplank®, with the manufacturer's application instructions. A /8-inch PrevailTm, and RFC a) lap siding, Artisans Lap Siding, and (3.2 mm) gap must be left at locations where the siding HardieShingle TM (New HardieShingle) individual shingles butts against door and window trim and at internal or are presented in Tables 3 through 13. external corners;such gaps must be flashed in accordance with the applicable code, then caulked. Horizontal joints 4.2 Installation: must be flashed with Z-flashing and occur over solid 4.2.1 General: Installation must comply with this report, blocking or wood structural panel sheathing. and a copy of this report must be available at all times on 4.2.4 Artisan Lap Siding: When installation is on wood the jobsite during installation. All products may be cut to or metal framing members, with or without wood structural shape on-site by the score-and-snap method using a panel sheathing, the lap siding must be fastened through score-and-snap knife, a hand guillotine or a handsaw the top edge of single planks (blind nailed) in accordance utilizing a carbide blade. A clear distance of 6 inches with the provisions of Table 4 of this report. A water- (152 mm) must be maintained between the siding and the resistive barrier must be applied over wood or metal earth. Unless otherwise noted in this report, the products framing or wood structural panel sheathing in accordance must be installed in accordance with 2015 and 2012 IBC with the applicable code. Lap siding installed over walls Section 1405.16; 2015 and 2012 IRC Section R703.10; constructed of concrete masonry units complying with 2009 IBC Sections 1405.16; ; 2009 IRC Section R703.10; ASTM C90 must be applied in accordance with Tables 5 2006 IBC Sections 1405.15 and 1405.16; or 2006 IRC through 10. The lap siding requires the use of a starter Section R703.10,as applicable. strip to set the first course on the proper angle and to 4.2.2 HardieShingle TM (New HardieShingle) Panels: create a drip edge. When installation is on wood or metal framing members, Vertical joints must be made off-stud by means of the with or without wood structural panel sheathing, a tongue and groove joint. Tongue and groove joints may be water-resistive barrier must be applied over the wood or located centrally between studs but no closer than 4 inches metal framing members or wood structural panel sheathing (102 mm) from the edge of a stud. Nails must not be in accordance with the applicable code. The panels must placed within 2 inches (51 mm) of the tongue and groove be fastened in accordance with the provisions of Table 4 of at the end of the planks. Vertical joints must be staggered this report. on subsequent courses. The plank must then be fastened A'/8-inch (3.2 mm) gap must be left at locations where to the framing with corrosion-resistant fasteners. the siding butts against door and window trim and at internal or external corners; such gaps must be flashed in Vertical joints between planks must be lightly butted and accordance with the applicable code, then caulked. must be located over a strip of non-perforated flashing Vertical joints must occur over framing members and must complying with ASTM D226, Type I felt, or other approved be sealed with caulking or covered with battens. Horizontal flashing. Trim and corners must be installed and the siding joints must be flashed with metal Z-flashing and occur over must be finished in accordance with the manufacturer's solid blocking or wood structural panel sheathing. application instructions. A /8-inch (3.2 mm) gap must be ® TM ® left at the locations where the siding butts against door and 4.2.3 HardiePlankTm (Cemplank , Prevail , and RFC ) window trim and at internal or external corners; such gaps Lap Siding: When installation is on wood or metal framing must be flashed in accordance with the applicable code, members, with or without wood structural panel sheathing, then caulked. Horizontal joints must be flashed with the lap siding must be fastened either through the Z-flashing and must occur over solid blocking or wood overlapping planks (face nailed)or through the top edge of structural panel sheathing. single planks (blind nailed) in accordance with the provisions of Table 4 of this report.A water-resistive barrier 4.2.5 HardieShingle TM (New HardieShingle®) must be applied over wood or metal framing members or Individual Shingles: When installed on wood structural wood structural panel sheathing in accordance with the panel sheathing, the cladding shingles are fastened in applicable code.Lap siding installed over walls constructed accordance with the provisions of either Table 11, 12, or of concrete masonry units complying with ASTM C90 must 13 of this report. A water-resistive barrier in accordance be applied in accordance with Tables 5 through 10. The with the applicable code must be applied over the lap siding requires the use of a starter strip to set the first wood-based sheathing substrate to which the shingles are course on the proper angle and to create a drip edge. attached. Vertical joints must occur over studs, except where the The individual shingles require the use of a starter strip "off-stud splice device" is installed or where the planks to set the first course on the proper angle and to create a are installed to wood structural panel sheathing complying drip edge. The nominally 11/4-inch-wide-by-1/4-inch-thick with the applicable code, and must be staggered on starter strip and a minimum 81/4-inch-wide (210 mm) subsequent courses. Where the "off-stud splice device" is HardiePlankT' (Cemplank®, PrevailTM, and RFC®) lap installed, the splice device's bottom lip must be placed siding starter course are installed over the water-resistive over the adjacent solid course of planks. The plank must barrier with the bottom of the starter strip and starter then be fastened to the framing with corrosion-resistant course even with the bottom of the bottom plate. Shingles fasteners. The abutting plank must be positioned and are spaced a maximum Of inch (6.4 mm) apart, leaving fastened into place ensuring that the lower edges of the a minimum side lap of 11/2 inches (38 mm) between the two planks align. The metal device must be located joints of successive courses. Fasteners must be spaced a centrally over the vertical joint. 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 5.0 CONDITIONS OF USE be covered a nominal 1 /4 inches by the succeeding The HardieShingle TM (New HardieShingle) panels, shingle course; for 12-inch-wide (305 mm) shingles, the HardiePlankTm (Cemplank®, PrevailTm, and RFC®) lap third nail (see Table 14) must be installed mid-span of the siding, Artisae Lap Siding, and HardieShingleTm (New shingle. Nails must secure shingles but must not be HardieShingle®) individual shingles described in this report over-driven. Trim and corners must be installed and the comply with, or are suitable alternatives to what is shingles must be finished in accordance with the manufacturer's application instructions.A 1/8-inch (3.2 mm) specified in,those codes listed in Section 1.0 of this report, t gap must be left at locations where the shingle butts subject to the following conditions: against door and window trim and at internal or external 5.1 James Hardie Building Products, Inc, products listed corners; such gaps must be flashed in accordance with the in this report must be installed in accordance with this applicable code, then caulked. Horizontal joints must be report and the manufacturer's published installation flashed with Z-flashing. instructions. In the event of a conflict between this 4.3 Fire-resistance-rated Wall Assembly (HardiePlankTM report and the manufacturer's instructions, this report Lap Siding): governs. 5.2 HardieShingle TM (New HardieShingle') panels, The asymmetrical, load-bearing, one-hour fire-resistance- HardiePlankTMCemplank®, PrevailTM, and RFC®) lap rated wall assembly must consist of nominally 2-by-4 wood siding, Artisan Lap Siding, and HardieShingleT"' studs spaced a maximum of 24 inches (610 mm) on (New HardieShingle®) individual shingles must be center, with two top plates and a single bottom plate. One installed on exterior walls braced in accordance the layer of 5/8-inch-thick (15.9), Type X, gypsum wallboard applicable code. complying with ASTM C36 or ASTM C1396, 48 inches (1219 mm) wide, must be applied vertically to the interior 5.3 Design wind speeds applied to James Hardie sidings face of the studs and secured with minimum 13/4-inch-long described in this report must be determined in (44 mm) cup-head gypsum wallboard nails, spaced accordance with the applicable code and must be less 7 inches (178 mm) on center at board edges and than those shown in the wind speed tables in this intermediate framing members. All board joints must be report. backed by framing. The 5/8-inch-thick (15.9 mm), Type X, 5.4 The sidings must be installed over a code-complying gypsum wallboard joints and nail heads must be finished in water-resistive barrier and as noted in this report. accordance with ASTM C840 or GA216. The exterior face of the wall must be covered with one layer of 1/2-inch-thick 5.5 For use in fire-resistance-rated construction, (12.7 mm), Type X, water-resistant core treated gypsum installation must be in accordance with Section 4.3. sheathing complying with ASTM C36 or ASTM C1396 5.6 Flashing must be installed at all penetrations and and one layer of maximum 12-inch-wide (305 mm) terminations in accordance with the applicable code. HardiePlankTM (Cemplank®, PrevailT"" and RFC®) lap 5.7 Under the 2015 or 2012 IBC, Section 1403.5, siding lapped a minimum of 11/4 inches (32 mm). The /2-inch-thick (12.7 mm), Type X, water-resistant core- installation on exterior walls of buildings of Type I, II, treated gypsum sheathing must be applied vertically to the III, and IV construction is limited to buildings that are exterior side of the framing members with vertical edges not greater than 40 feet in height above grade plane staggered 24 inches (610 mm) from the joints on the and that feature a combustible water-resistive barrier. opposite side. All board joints must be backed by framing. 5.8 The products are manufactured at the following The 1/2-inch-thick (12.7 mm), Type X, water-resistant locations,with quality control inspections by ICC-ES: core-treated gypsum sheathing must be fastened to the Cleburne,Texas framing members with 13/4-inch-long (44 mm) roofing nails spaced 7 inches (178 mm) on center in the field and 4 . Peru, Illinois inches (102 mm) on center along the perimeter of each Plant City, Florida board.The outer layer of 5/i6-inch-thick(7.5 mm), minimum • 12-inch-wide (305 mm) HardiePlankT"^ (Cemplank®, . Pulaski,Virginia PrevailT"', and RFC®) lap siding must be applied over Sparks, Nevada the 1/2-inch-thick (12.7 mm), Type X, water-resistant • core-treated gypsum sheathing by attaching 11/2-inch-wide . Tacoma,Washington (38 mm) HardiePlankTm (Cemplank®, PrevailTM, and RFC®) starter strips through the gypsum sheathing into the Waxahachie,Texas bottom plate and 12-inch-wide (305mm) HardiePlankT"^ . Fontana,California (Cemplank®, PrevailTM, and RFC®) lap siding applied • Summerville,South Carolina horizontally with a minimum nominally 11/4-inch head lap, and fastening with a single 6d corrosion-resistant common 6.0 EVIDENCE SUBMITTED nail driven through the lapped planks into each stud. Data in accordance with the ICC-ES Acceptance Criteria The axial load must be the lesser of the following, for Fiber Cement Siding Used as Exterior Wall Siding provided structural consideration for axial, flexural and (AC90), dated June 2012 (editorially revised September bearing perpendicular-to-grain stresses is in accordance 2015). with ANSI/AWC NDS-2015 for the 2015 IBC and IRC; 7.0 IDENTIFICATION ANSI/AF&PA NDS-2010 for the 2012 IBC or IRC (-2005 for the 2009 and 2006 IBC or IRC): Pallets of the JamesHardie Building Products, Inc., HardieShingle TM (New® HardieShingle®) panels, 1. Maximum 100 percent of full allowable axial HardiePlank (Cemplank , Prevail and RFC ) lap compressive design load permitted for the wood siding, Artisan° Lap Siding, and HardieShingle TM (New species. HardieShingle®) individual shingles must carry a label 2. Maximum allowable wood axial stress of 0.78 F',, which bearing the manufacturer's name and telephone number, must not exceed 0.78 Fc at a slenderness ratio 1Wd the product name, the name of the inspection agency, of 33. ICC-ES,and the evaluation report number(ESR-2290). ESR-2290 1 Most Widely Accepted and Trusted Page 4 of 27 TABLE 1-STANDARD NOMINAL PANEL,PLANK AND SHINGLE DIMENSIONS PRODUCT WIDTH(INCHES) LENGTH THICKNESSES (INCHES) HardiePlanke lap siding 4,5'/4,6,61/4,7'/4,71/2,8, 12, 14 feet 5/16 8/4,9/4,9/2&12 Artisano lap siding, 51/4,7/4,8/4 12,14 feet 5/e Cemplank®lap siding 5'/4,6,6'/4,7/4,7'/2,8, 12, 14 feet 5/16 8/4,9/2&12 PrevailTM lap siding 5/4,6,�6'/4,71/4,7'/2,8, 12,14 feet 5/16 8/4,9/2&12 RFC'lap siding 61/4,7/2,8'/a,9'/2&12 12, 14 feet 5/16 New HardieShingle"'5-inch exposure , (square&staggered edge) 48 14 inches /4 New HardieShingle'7-inch exposureT , (square&staggered edge) 48 15'/4, 15/6 inches /4 HardieShingle^" panel 48 16 inches '/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'/a 14 inches 1/4 shingles 5-inch exposure New HardieShingle®'individual 43/16,51/2,63/4,7'/4,10, 15'/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 THICKNESS' CONDUCTANCE' RESISTANCE' CONDUCTANCE RESISTANCE' (INCH) KEFF=(BTU/HR-FT''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-ftz-°F=5.678 W/m2-K. 'Based on 1 inch of panel thickness. 'Actual value for panel thickness shown. ESR-2290 I Most Widely Accepted and Trusted Page 5 of 27 TABLE 3-MAXIMUM BASIC WIND SPEED(3-second gust)(mph) 2012 IRC,2009 2015 IBC/IRC and IBC/IRC,2006 2012 IBC IBC/IRC (Ultimate Design (Basic Wind Wind Seed, Speed,V,yd'6,9) Vutl 6) EXPOSURE EXPOSURE CATEGORY CATEGORY FASTENER STUD BLDG. THICK FASTENER FRAME PRODUCT (IN) TYPE SPACING TYPE' SPACING HEIGHT (IN.) (IN.) (FT.) B C D B C D 0.083" Attached 0-15 126 85 163 110 HardieShingleTM shank to r/s (New shank wood 7/16"WSP 20 121 85 156 110 HardieShingle®) 1/< '0.187"HD 13.75 structural attached to Panel(straight or half x 1'/2"long framing ming per 40 105 85 136 110 round installation) ring shank sheathing code nail only 60 95 - 123 - 0.083" Attached 0-15 105 85 136 110 t0 /16 HardieShingleTM(New shank 7/16"WSP HardieShingle®) "0.187"HD wood attached to 20 105 136 /, 13.75 structural Panel(staggered x 11/2"long panel framing per installation) ring shank sheathing code 40 95 123 nail only 60 85 110 0.090" Attached 0-15 158 143 130 204 185 168 HardieShingleTM shank to /167/16"WSP wood 20 158 139 127 204 179 164 (New , "0.215"HD attached to /4 1 8 structural HardieShingle®) x 1 /2"long framing per panel 40 152 130 120 196 168 155 Panel ring shank sheathing code nail only 60 143 124 115 185 160 148 0.090" Attached 0-15 172 156 142 222 201 183 t0 /16 HardieShingleTM shank 7/16"WSP wood 20 172 151 138 222 195 178 (New 1 "0.215"HD attached to /, 6 structural HardieShingle®) x 1 /2"long framing per panel 40 165 141 130 213 182 168 Panel ring shank sheathing code nail only 60 156 135 126 201 174 163 Nominal 0-15 168 137 116 217 177 150 0.083" 2x4'or HardieShingleTM shank Min.No. 20 168 137 116 217 177 150 (New '0.187"HD at each 20 ga.x HardieShinglefl /4 x 1'/2"long stud' 3.62"x 16 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 HardieShingleTM shank Min.No. 20 137 100 85 177 129 110 (New '0.187"HD at each 20 ga.x HardieShingleO) /0 x 11/2"long stud' 3.62"x 24 40 126 95 - 163 123 - Panel ring shank 1.375" nai12 Metal 60 116 89 150 115 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 Panelfast®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. °Wind speed design assumptions per Section 6.5,Method 2,of ASCE 7-05:1=1.0,Kr=1,Kd=0.85,GC,=0.18.,GCp-1.4. 'For application to wood framing or wood-based sheathing,the minimum fastener penetration must be 1 inch into framing or the sheathing thickness as applicable. 6VW=nominal design wind speed. 'V„1t=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, V-d=V„6 q0.6 ESR-2290 i Most Widely Accepted and Trusted Page 6 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)' 2012 IRC,2009 2015 IBCnRC and IBC/IRC,2006 IBC/IRC 2012 IBC (Basic Wind Speed, (Ultimate Design Vaza3.9.12 Wind Speed, V.10.11) PRODUCT EXPOSURE EXPOSURE DIMENSION IN. FASTENER FASTENING FRAME STUD BUILDING CATEGORY CATEGORY PRODUCT 4 2 1' SPACING HEIGHT THICK. WIDTH TYPE METHOD TYPE' (IN.) (FT.) B C D B C 0 Min.No. 0-15 168 168 147 217 217 190 ET&F pin 20 ga.x 20 168 168 147 217 217 190 HardiePlank® 5/16 4 0.100"'1.5" Face Nailed 3'62 16 x 0.25"HD 1'375 40 168 158 137 217 204 177 Metal C-stud 60 168 147 126 217 190 163 Min.No. 0-15 168 168 147 217 217 190 ET&F pin 20 ga.x 20 168 168 147 217 217 190 HardiePlank® 5/16 6 0.100".1.5" Face Nailed 3'62 16 x 0.25"HD 1.375" 40 168 158 137 217 204 177 Metal C-stud 60 168 147 126 217 190 163 Min.No. 0-15 168 168 147 217 217 190 ET&F pin 20 ga.x 20 168 168 137 217 217 177 HardiePlank® 5/16 61/4 0.100"'1.5" Face Nailed 3.62' 16 x 0.25"HD 1'375 40 168 158 137 217 204 177 Metal C-stud 60 168 147 126 217 190 163 Min.No. 0-15 168 158 126 217 204 163 20 ga.x 1 ET&F pin 20 168 147 126 217 190 163 m s 7/4 or 3.62" HardiePlank /,6 1 0.100"'1.5" Face Nailed 16 7/2 x 0.25"HD Metal 40 168 137 121 217 177 156 C-stud 60 168 126 116 217 163 150 Min.No. 0-15 168 147 126 217 190 163 ET&F pin 20 ga.x 20 168 147 126 217 190 163 HardiePlank® 5/16 8 0.100"'1.5" Face Nailed 3'62 16 x 0.25"HD 1'375" 40 168 137 116 217 177 150 Metal C-stud 60 168 126 105 217 163 136 Min.No. 0-15 168 147 126 217 190 163 ET&F pin 20 ga.x 20 168 147 116 217 190 150 HardiePlank 5/16 81/4 0.100"'1.5" Face Nailed 3'62 16 Metal x 0.25"HD 40 168 131 116 217 169 150 Metal C-stud 60 158 126 105 204 163 136 Min.No. 0-15 168 137 116 217 177 150 20 ga.x 1 ET&F pin 20 168 137 116 217 177 150 ® s 9/a or 3.62" HardiePlank l,6 / 0.100""1.5" Face Nailed 16 9/2 x 0.25"HD M tal 40 158 126 105 204 163 136 C-stud 60 147 116 105 190 150 136 Min.No. 0-15 145 131 119 187 169 154 ET&F pin 20 ga.x 20 145 127 116 187 164 150 HardiePlank® 5/16 12 0.100"'1.5" Face Nailed 3'62 16 x 0.25"HD 1.375" 40 139 119 110 179 154 142 Metal C-stud 60 131 114 106 169 147 137 Min.No. 0-15 160 137 116 207 177 150 ET&F pin 20 ga.x 20 160 137 116 207 177 150 HardiePlank® 5/16 4 0.100".1.5" Face Nailed 3'62 24 x 0.25"HD 1'375 40 154 121 105 199 156 136 Metal C-stud 60 145 116 100 187 150 129 Min.No. 0-15 160 137 116 207 177 150 ET&F pin 20 ga.x 20 160 137 116 207 177 150 HardiePlank° s/16 6 0.100".1.5" Face Nailed 3'62 24 x 0.25"HD 1.375" 40 154 121 105 199 156 136 Metal C-stud 60 145 116 100 187 150 129 ESR-2290 Most Widely Accepted and Trusted Page 7 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 a s 12 Wind Speed, Vsd" ) v..10,11) PRODUCT STUD BUILDING EXPOSURE EXPOSURE DIMENSION IN. FASTENER FASTENING FRAME CATEGORY CATEGORY PRODUCT 4 � ,e SPACING HEIGHT THICK. WIDTH TYPE METHOD TYPE"' (IN.) (FT.) B C D B C D Min.No. 0-15 160 137 116 207 177 150 ET&F pin 20 ga.x 20 160 126 110 207 163 142 HardiePlank® 5116 61/4 0.100-1.5"1.5" Face Nailed 3'62" 24 x 0.25"HD 1'375 40 147 121 105 190 156 136 Metal C-stud 60 137 116 95 177 150 123 Min.No. 0-15 160 116 100 207 150 129 ET&F pin 20 158 116 95 204 150 123 ® s 7 l4 or 3.62". HardiePlank 20 ga.x 1,fi 7'/2 0.100"'1.5" Face Nailed 24 /2 x 0.25"HD 1'375 40 137 105 89 177 136 115 Metal C-stud 60 126 95 89 163 123 115 Min.No. 0-15 160 116 95 207 150 123 ET&F pin 20 ga.x 20 158 116 95 204 150 123 HardiePlank® 5/16 8 0.100"'1.5" Face Nailed 3'62 24 x 0.25"HD 1.375" 40 137 105 89 177 136 115 Metal C-stud 60 126 95 85 163 123 110 Min.No. 0-15 158 116 95 204 150 123 ET&F pin 20 ga.x 20 158 105 95 204 136 123 HardiePlank® 5116 81/4 0.100"'1.5" Face Nailed 3'62 24 x 0.25"HD 1'375 40 137 100 85 177 129 110 Metal C-stud 60 126 95 85 163 123 110 Min.No. 0-15 147 105 85 190 136 110 20 ga.x ET&F pin 20 147 105 85 190 136 110 ® s 9 l4or 3.62"" HardiePlank /16 , 0.100"'1.5" Face Nailed 24 9/2 x 0.25"HD 1375 40 126 95 85 163 123 110 Metal C-stud 60 126 95 - 163 123 - Min.No. 0-15 106 96 87 137 124 112 ET&F pin 20 ga.x 20 106 93 85 137 120 110 HardiePlank® 5/16 12 0.100"'1.5" Face Nailed 3'62" 24 x 0.25"HD 1.375" 40 102 87 - 132 112 - Metal C-stud 60 96 - - 124 - - 0-15 158 126 105 204 163 136 ET&F pin Min. .x 20 158 121 100 204 156 129 HardiePlank° 5/16 4 0.100"'1.5" Blind Nailed 3'62 20 ga.x 16 x 0.313"HD 40 1.375" 147 110 95 1 190 142 123 60 137 105 95 177 136 123 0-15 158 126 105 204 163 136 ET&F pin Min.No. 20 158 121 100 204 156 129 HardiePlank® 5/16 6 0.100"'1.5" Blind Nailed 20 ga.x 16 x 0.313"HD 3'62 40 147 110 95 190 142 123 1.375" 60 137 105 95 177 136 123 0-15 168 116 100 217 150 129 ET&F pin Min.No. 20 158 116 95 204 150 123 HardiePlank® 5/16 61/4 0.100"'1.5" Blind Nailed 20 ga.x 16 x 0.313"HD 3'62" 40 137 105 89 177 136 115 1.375" 60 126 100 85 163 129 110 0-15 147 105 85 190 136 110 ET&F pin Min.No. 20 137 100 85 177 129 110 HardiePlank® 5116 71/4 or 0.100""1.5" Blind Nailed 20 ga.x 16 7'/2 x 0.313"HD 375"40 121 89 - 156 115 - 1. 60 110 85 - 142 110 - ESR-2290 I Most Widely Accepted and Trusted Page 8 of 27 TABLE 4-MAXIMUM BASIC WIND SPEED(mph)3(Continued) 2012 IRC,2009 2015 IBC/IRC and IBC/IRC,2006 IBC/IRC 2012 IBC (Basic Wind Speed, (Ultimate Design Vase3,9,12) Wind Speed, V„a ) PRODUCT EXPOSURE EXPOSURE STUD BUILDING DIMENSION IN. FASTENER FASTENING FRAME CATEGORY CATEGORY PRODUCT 1 e SPACING HEIGHT THICK. WIDTH TYPE METHOD TYPE' (IN.) (FT.) B C D B C D 0-15 137 95 85 177 123 110 ET&F pin Min.No. 20 126 95 - 163 123 - HardiePlanO 5/16 8 0.100"'1.5" Blind Nailed 20 ga.x 16 x 0.313"HD 3.621.375" 40 116 85 150 110 60 105 85 136 110 0-15 137 95 177 123 ET&F pin Min.No. 20 126 95 163 123 HardiePlank® 5/16 81/4 0.100".1.5" Blind Nailed 20 ga.x 16 x 0.313"HD 3'62" 40 116 85 150 110 1.375" 60 105 - 136 - 0-15 158 110 95 204 142 123 ET&F pin Min.No. 20 147 105 85 190 136 110 HardiePlank® 5/16 4 0.100-1.5"1.5" Blind Nailed 20 ga.x 24 x 0.313"HD 3'62" 40 126 95 85 163 123 110 1.375" 60 121 95 - 156 123 - 0-15 158 110 95 204 142 123 ET&F pin Min.No. 20 147 105 85 190 136 110 HardiePlank® 5/16 6 0.100".1.5" Blind Nailed 20 ga.x 24 x 0.313"HD 3'62" 40 126 95 85 163 123 110 1.375" 60 121 95 - 156 123 - 0-15 147 105 85 190 136 110 ET&F pin Min.No. 20 137 100 85 177 129 110 HardiePlank 5/16 61/4 0.100""1.5" Blind Nailed 20 ga.x 24 x 0.313"HD 3'62" 40 126 95 - 163 123 1.375" 60 105 89 - 136 115 0-15 137 95 85 177 123 110 Min.No. 20 126 95 - 163 123 - 1 ET&F pin HardiePlank® 5/16 7 la or 0.100".1.5" Blind Nailed 20 ga.x 24 7/z x 0.313"HD 1.375" 40 116 85 150 110 60 105 85 136 110 0-15 126 85 163 110 ET&F pin Min.No. 20 116 85 150 110 HardiePlank® 5/16 8 0.100""1.5" Blind Nailed 20 ga.x 24 x 0.313"HD 3'62 40 100 - 129 - 1.375" 60 95 123 0-15 116 150 ET&F pin Min. .x 20 105 136 HardiePlank® 5116 81/4 0.100"'1.5" Blind Nailed 20 ga.x 3'62" 24 x 0.313"HD 40 95 123 1.375" 60 85 110 0-15 170 170 158 219 219 204 Face Nailed 20 170 169 154 219 218 199 HardiePlank® 5116 5.25 6d common Through Wood 16 plank overlap 40 170 157 145 219 203 187 60 170 151 140 219 194 180 0-15 170 155 141 219 200 182 Face Nailed 20 170 151 138 219 195 178 HardiePlank® 5/16 6.25 6d common Through Wood 16 plank overlap 40 164 140 130 218 181 167 60 155 135 125 207 174 161 ESR-2290 I Most Widely Accepted and Trusted Page 9 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)'(Continued) 2012 IRC,2009 2015 IBC/IRC and IBC/IRC,2006 IBC/IRC 2012 IBC (Ultimate Design (Basic Wind Speed, v'sd3,9,12) Wind Speed, V.10,11) PRODUCT EXPOSURE EXPOSURE STUD BUILDING DIMENSION IN. FASTENER FASTENING FRAME CATEGORY CATEGORY PRODUCT a 2 ' SPACING HEIGHT THICK. WIDTH TYPE METHOD TYPE"' (IN.) (FT.) B C D B C D 0-15 156 142 129 202 183 166 Face Nailed 20 156 138 126 202 178 162 HardiePlank® 5/16 7.25 6d common Through Woad 16 plank overlap 40 150 128 118 193 165 153 60 142 123 114 183 159 147 0-15 153 139 126 197 179 163 Face Nailed 20 153 135 123 197 174 159 HardiePlank® '116 7.5 6d common Through 2X4 16 plank overlap Wood 40 147 125 116 190 162 150 60 139 120 112 179 155 144 0-15 147 134 121 190 172 157 Face Nailed 20 147 130 118 190 168 153 HardiePlank® '/16 8 6d common Through Wood 16 plank overlap 40 141 121 111 182 156 144 60 134 116 108 172 150 139 0-15 145 131 119 187 169 154 Face Nailed 20 145 127 116 187 165 150 HardiePlank® 5116 8.25 6d common Through Woad 16 plank overlap 40 139 119 110 179 153 141 60 131 114 106 169 147 136 0-15 135 123 111 175 158 144 Face Nailed 20 135 119 109 175 154 141 HardiePlank® 5I16 9.25 6d common Through Wood 16 plank overlap 40 130 111 102 168 143 132 60 123 106 99 158 137 128 0-15 133 121 110 172 156 142 Face Nailed 20 133 117 107 172 152 138 HardiePlank® 5l16 9.5 6d common Through Wood 16 plank overlap 40 128 109 101 165 141 130 60 121 105 97 156 135 126 0-15 156 142 129 201 183 166 Face Nailed 20 156 138 126 201 178 162 HardiePlank® 5/16 5.25 6d common Through Wood 24 plank overlap 40 150 128 118 193 165 153 60 142 123 114 183 159 147 0-15 140 127 115 180 164 149 Face Nailed 20 140 123 112 180 159 145 HardiePlank® 5/16 6.25 6d common Through Wood 24 plank overlap 40 134 115 106 173 148 137 60 127 110 102 164 142 132 0-15 127 116 105 165 149 136 Face Nailed 20 127 112 103 165 145 132 HardiePlank® '/16 7.25 6d common Through Wood 24 plank overlap 40 122 105 97 158 135 125 60 116 100 93 149 130 120 0-15 125 113 103 161 146 133 Face Nailed 20 125 110 100 161 142 130 HardiePlank® 5/16 7.5 6d common Through Woad 24 plank overlap 40 120 102 95 155 132 122 60 113 98 91 146 127 118 ESR-2290 I Most Widely Accepted and Trusted Page 10 of 27 TABLE 4--MAXIMUM BASIC WIND SPEED(mph)3(Continued) 2012 IRC,2009 2015 IBC/IRC and IBC/IRC,2006 IBC/IRC 2012 IBC (Basic Wind Speed, (Ultimate Design Vaba,,,,,2) Wind Speed, V.0 ) PRODUCTEXPOSURE EXPOSURE STUD BUILDING DIMENSION IN. FASTENER FASTENING FRAME CATEGORY CATEGORY PRODUCT s z e SPACING HEIGHT THICK. WIDTH TYPE METHOD TYPE"' (IN.) (FT.) B C D B C D 0-15 120 109 99 155 141 128 Face Nailed 2X4 20 120 106 97 155 137 125 HardiePlank® 5/16 8 6d common Through 24 plank overlap Wood 40 115 99 91 149 127 117 60 109 95 88 141 122 113 0-15 118 107 97 152 138 126 Face Nailed 20 118 104 95 152 134 123 HardiePlank® 5/16 8.25 6d common Through Wood 24 plank overlap 40 113 97 89 146 125 115 60 107 93 86 138 120 111 0-15 110 100 91 142 129 117 Face Nailed 20 110 97 89 142 126 115 HardiePlank® 5/16 9.25 6d common Through Wood 24 plank overlap 40 106 91 - 137 117 - 60 100 87 - 129 112 - 0-15 109 99 90 140 127 116 Face Nailed 20 109 96 87 140 124 113 HardiePlank® 5/16 9.5 6d common Through Woad 24 plank overlap 40 104 89 - 135 115 - 60 99 85 - 127 110 - 0-15 170 170 170 219 219 219 Face Nailed 20 170 170 170 219 219 219 HardiePlank® 5/16 5.25 8d common Through Wood 16 plank overlap 40 170 170 170 219 219 219 60 170 170 170 219 219 219 0-15 170 170 170 219 219 219 Face Nailed 2X4 20 170 170 170 219 219 219 HardiePlank® 5/16 6.25 8d common Through Wood 16 plank overlap 40 170 170 161 219 219 208 60 170 168 156 219 217 201 0-15 170 170 160 219 219 207 Face Nailed 20 170 170 157 219 219 203 HardiePlank° 5/16 7.25 8d common Through Wood 16 plank overlap 40 170 160 147 219 207 190 60 170 153 142 219 198 183 0-15 170 170 157 219 219 203 Face Nailed 20 170 168 154 219 217 199 HardiePlank® 5/16 7.5 8d common Through Woad 16 plank overlap 40 170 157 145 219 203 187 60 170 150 139 219 194 179 0-15 170 167 151 219 216 195 Face Nailed 2X4 20 170 162 148 219 209 191 HardiePlank® 5/16 8 8d common Through wood 16 plank overlap 40 170 151 139 219 195 179 60 167 144 134 216 186 173 0-15 170 164 149 219 212 192 Face Nailed 20 170 159 145 219 205 187 HardiePlank° 5/16 8.25 8d common Through Wood 16 plank overlap 40 170 148 137 219 191 177 60 164 142 132 212 183 170 ESR-2290 I Most Widely Accepted and Trusted Page 11 of 27 - TABLE 4—MAXIMUM BASIC WIND SPEED(mph)3(Continued) 2012 IRC,2009 2015 IBC/IRC and IBC/IRC,2006 IBC/IRC IBC (Basic Wind Speed, (Ultimmatat e Design V,sn3,9,12 ) Wind Speed, V." ) PRODUCTSTUD BUILDING EXPOSURE EXPOSURE DIMENSION IN. FASTENER FASTENING FRAME CATEGORY CATEGORY PRODUCT � z 1 e SPACING HEIGHT THICK. WIDTH TYPE METHOD TYPE (IN.) (FT.) B C D B C D 0-15 169 153 139 218 198 179 Face Nailed 20 169 149 136 218 192 176 HardiePlank° 5/16 9.25 8d common Through Wood 16 plank overlap 40 162 138 128 209 178 165 60 153 133 123 198 172 159 0-15 166 151 137 214 195 177 Face Nailed 2X4 20 166 146 134 214 188 173 HardiePlank® 5/16 9.5 8d common Through 16 plank overlap wood 40 159 136 126 205 176 163 60 151 131 121 195 169 156 0-15 160 145 132 207 187 170 Face Nailed 2X4 20 160 141 129 207 182 167 HardiePlank® 5/16 5.25 8d common Through 24 plank overlap Hood 40 154 131 121 199 169 156 60 145 126 117 187 163 151 0-15 160 145 132 207 187 170 Face Nailed 20 160 141 129 207 182 167 HardiePlank® 5/16 6.25 8d common Through Wood 24 plank overlap 40 154 131 121 199 169 156 60 145 126 117 187 163 151 0-15 159 144 131 205 186 169 Face Nailed 2X4 20 159 140 128 205 181 165 HardiePlank® 5/16 7.25 8d common Through 24 plank overlap Hood 40 153 130 120 198 168 155 60 144 125 116 186 161 150 0-15 156 141 128 201 182 165 HardiePlank® 5/16 7.5 8d common Face Nailed 20 156 137 125 201 177 161 Through Wood 24 plank overlap 40 150 128 118 194 165 152 60 141 123 114 182 159 147 0-15 150 136 123 194 176 159 Face Nailed 20 150 132 121 194 170 156 HardiePlank° 5/16 8 8d common Through Wood 24 plank overlap 40 144 123 113 186 159 146 60 136 118 109 176 152 141 0-15 147 134 121 190 173 156 Face Nailed 20 147 130 118 190 168 152 HardiePlank° 5/16 8.25 8d common Through Wood 24 plank overlap 40 141 121 111 182 156 143 60 134 116 108 173 150 139 0-15 138 125 113 178 161 146 Face Nailed 20 138 121 111 178 156 143 HardiePlank® 5/16 9.25 8d common Through Wood 24 plank overlap 40 132 113 104 170 146 134 60 125 108 101 161 139 130 0-15 136 123 112 176 159 145 Face Nailed 20 136 120 109 176 155 141 HardiePlank® 5/16 9.5 8d common Through Wood 24 plank overlap 40 130 111 103 168 143 133 60 123 107 99 159 138 128 c=i dm m m m m o=i m m m cn Q a d a a a 4 Q 4 d O m m m m m m m A m m v 0 ® ® ® ® ® ® ® ® O 2 � O 3v c m m O A N OD CD N a Q) A O Z D O O = ? C) (p T� �� ?'� T m U� �z m �� Hz m Q� �Z m �� z moo �Z m U� Nz m Q��_Z m fJ��z m ��z m QC, D W d Q W o d W 0 d (4J 0 d Q W O d Q W 0 d Q W 0 d W NO d Q W `n0 d W �O d Q f4J NO N D a d CD N i CL m N i n m N i 0_m N i OL m N i d m N i d CCD'N i O.m N i n C N i [i m N i y n W Op N d W Op N d W aD to C L w QD y d W (A N GL fJ (A N n W (A N 0.fJ OD to a W DD N a w ap m LU () U o A U O A a O !7 C7 O O Cf O 0 Q O C7 O f) Q O A C7 O O C7 a m Z W mo =mm mo = m mo =� oD m `= =azo @ to m `= 2ul6D CD ;50 mcg" aD m � 2� m (D CO D m 4 av - fav f v - ° v 1° v ° v � v � v f°v Ov .m F x F CD x F CD x F CD x F m x F x F CD x F x F m x F CD x X y T D y 0 0 T 0 T 0 0 T 0 T m T o T 0 0 -1 m( X C an d an d an d an d an d an d an d an d an d an d 3 F (D F CD F CD F D F (D F m F m F ( F CD F p Z, m m m m m m m m m m C CL a 0. 0. a a a a a n v2 _ wQ W �wo_3 �wo� �wo_3 �Wo� �wo3_ �wN �wo �w �wo� ��WN) �_,yn wb> wrn� 5 wow ? wb o 5 iamfo ? iarnfo ? c °�fo ?' wrnoo�5 wofo ? wm05 n N a ? �D V y V N d V N d V N y V N y V N d V N d V N d V N 01 C N V N O cn z N z 0 z 0 z cn z 0 z cn z cn z N Z a—N z �!3 .x a _ ,x o _ ,x o ,x o ,x o .x o ,x o .x o _ ,x a n •x o :m Z O N N D m m A A rn m m m rn rn rn rn Znc m v 3 0 0 0 0 0 0 0 0 0 0 0 El n 0) A N O) A N T A N 01 A N 0) A N O A N O A N O A N O) A N O A N r O O O N O O O N O O O N O O O N O O O O O O (J1 O O O (11 O O O N O O O N O O O N =0 7 C) 7 C ID A (T (A 01 A N fA (P W W 01 O> A N 01 Of N O O O N O fA a1 O) O) m m O O) Q) 01 O) O) (A Of O O) O) CA W C (P A O O N 01 O O V V W OD V QD QD OD DD (b (b W QD (D OD (D OD OD (D O OD O W QD (b O O co co co co d d N N o nm o 1 X nc N O ONi V V O V V (011 O N 01 N W V N W V V O W V V m W V V V V OND V V OND OOD V v OND OOD C.)y u 7 O C1 0 na�N jlATl v�no N N N N N (D W O O OD O O O V V f0 O -� O •+ O -� O A mV V V O V VV c C O fDt2l < N N G1 O) V V N O) V V W A N O) (J1 (T O V N (P V CO O) O O fD O) 0) O O V tD O V fD O N V fD O n <N N N A N O W N V O W V V M N M W O 0 W V O C0 V O W W O O W f0 O O V O A V V O A N V O A V Oc � vOo� O zz -;- m nn '% _ _ _ _ _ _ _1 O_ W_ V1_ M m Fx "- d N W A —M CP W A N o1 N N W N W A (P W N N 0) W Cl1 CJ (P fA N Q1 V V O1 01 V V O V N 7 -4O N O O O N O O CJ1 W W M CD O N 0 M 0 M W M 0 M W M 0 M W O W V V W W V V W O V V a• ESR-2290 I Most Widely Accepted and Trusted Page 13 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)3(Continued) 2012 IRC,2009 2015 IBC/IRC and IBC/IRC,2006 IBC/IRC 2012 IBC (Basic Wind Speed, (Ultimate Design 7911 Wind Speed, V-d ) V ,6 e u" PRODUCTEXPOSURE EXPOSURE STUD BUILDING DIMENSION IN. FASTENER FASTENING FRAME CATEGORY CATEGORY PRODUCT a z ,e SPACING HEIGHT THICK. WIDTH TYPE METHOD TYPE' (IN.) (FT.) B C D B C D 0-15 160 145 116 207 187 150 No.8-18,1- 5/g'long x Min.No. 20 160 141 110 207 182 142 ® s Face 20 ga.x HardiePlank /,6 6/, 0.323"HD Screwed 3.62"" 24 ribbed bugle 1 375„ 40 154 131 105 199 169 136 head screw 60 145 126 100 187 163 129 0-15 160 126 105 207 163 136 No.8-18,1- ® s 71/,or s/8"long x Face 20nga.x 20 160 121 105 207 156 136 HardiePlank l,6 7,/Z 0.323"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 No.8-18,1- 0-15 160 126 105 207 163 136 5/8''long x Min.No. 20 160 121 100 207 156 129 ® s HardiePlank /16 8 0HD 24 ribbbeded Screwed 3.62"'Face 20 ga.x bugle 1 375" 40 147 110 95 190 142 123 head screw 60 137 105 89 177 136 115 0-15 160 121 105 207 156 136 No.8-18,1- 5I8,' Min.No. long x ® s Face 2 gax 24 HardiePlank /16 81/, 0.323"HD . 20 160 121 100 207 156 129 Screwed 3..62" 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"long x Min. .x 20 158 110 95 204 142 123 ® s 9114 or Face 20 ga.x HardiePlank /,6 91/Z 0.323"HD 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 gauHardiePlank® 5/16 525 1.25"gong 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 1 25""gong Through top 2 x 4 16 roofing nail edge of plank 40 140 119 110 180 154 142 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® 5/16 725 1 auge , 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 1.25"long edge of plank 40 125 107 99 161 138 127 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® s/16 8 1 25 gong Through top 2 x 4 16 roofing nail edge of plank 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 2015 IBC/IRC and BC IBC/IRC,2006 IBC/IRC 2012 I (Ultimate Design (Basic Wind Speed, Vase'.9.1z) Wind Speed, Vw1 0,11) PRODUCTEXPOSURE EXPOSURE STUD BUILDING DIMENSION IN. FASTENER FASTENING FRAME CATEGORY CATEGORY PRODUCT a z 1 e SPACING HEIGHT THICK. WIDTH TYPE METHOD TYPE' (IN.) (FT.) B C D B C D 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, Through top 2 x 4 16 1.25"long edge of plank 40 118 101 93 152 130 120 roofing nail 60 112 97 90 144 125 116 0-15 115 104 95 148 135 122 No.11 Blind Nailed 20 115 101 93 148 131 119 HardiePlank® 5/16 9.25 gauge, Through top 2 x 4 16 1.25"long edge of plank 40 110 94 87 142 122 112 roofing nail 60 104 90 - 135 117 - 0-15 113 103 93 146 133 121 No.11 Blind Nailed 20 113 100 91 146 129 118 HardiePlank® 5/16 9.5 1 auge,g Through top 2 x 4 16 roofing nail edge of plank 40 109 93 86 140 120 111 60 103 89 - 133 115 107 0-15 133 121 110 172 156 141 No.11 Blind Nailed 20 133 117 107 172 151 138 HardiePlank® 5/16 5.25 gauge, Through top 2 x 4 24 1.25"long edge of plank 40 128 109 101 165 141 130 roofing nail 60 121 105 97 156 135 125 0-15 119 108 98 153 139 126 No.11 Blind Nailed 20 119 105 96 153 135 124 HardiePlank® 5/16 6.251 25 g gonThrough top 2 x 4 24 roofing nail edge of plank 40 114 98 90 147 126 116 60 108 94 87 139 121 112 0-15 108 98 89 140 127 115 No.11 Blind Nailed 20 108 96 87 140 123 113 HardiePlank® 5/16 7.25 1 auge,g Through top 2 x 4 24 roofing nail edge of plank 40 104 89 - 134 115 - 60 98 85 - 127 110 - 0-15 106 96 88 137 125 113 No.11 Blind Nailed 20 106 94 86 137 121 110 HardiePlank° 5/16 7.5 1.25Through top 2 x 4 24 "lonroofing nail edge of plank 40 102 87 132 113 60 96 - 125 108 0-15 102 93 132 120 No.11 Blind Nailed 20 102 90 132 116 25uge, Through top 2 x 4 24 HardiePlank® '/16 8 1 roofing nail edge of plank 40 98 127 60 93 - 120 - 0-15 100 91 129 117 No.11 Blind Nailed 20 100 88 129 114 HardiePlank® 5/16 8.25 1.25"gauge, Through top 2 x 4 24 roofing nail edge of plank 40 96 124 60 91 - 117 - 0-15 94 85 121 110 No.11 Blind Nailed 20 94 - 121 107 HardiePlank® 5/18 9.25 gauge, Through top 2 x 4 24 1.25"long ed a of plank 40 90 116 - roofing nail g 60 85 110 ESR-2290 I Most Widely Accepted and Trusted Page 15 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)3(Continued) 2012 IRC,2009 2015 IBC/IRC and IBC/IRC,2006 IBC/IRC 2012 IBC (Basic Wind Speed, (Ultimate Design Vasd3'9,12) Wind Speed, V.10 ) PRODUCT EXPOSURE EXPOSURE STUD BUILDING DIMENSION IN. FASTENER FASTENING FRAME CATEGORY CATEGORY PRODUCT � 2 �a SPACING HEIGHT THICK. WIDTH TYPE METHOD TYPE' (IN.) (FT.) B C D B C D 0-15 93 119 gauge, Blind Nailed 20 93 119 HardiePlank° 5/16 9.5 1 g Through top 2 x 4 24 roofing nail edge of plank 40 89 115 60 - - 0-15 170 170 166 219 219 214 No.11 Blind Nailed 20 170 170 162 219 219 209 HardiePlank° 5116 5.25 guage,1.75 Through top 2 x 4 16 inch long 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 No.11 Blind Nailed 20 170 159 145 219 205 187 HardiePlank® 5116 6.25 guage,1.75 Through top 2 x 4 16 inch long edge of plank 40 170 148 137 219 191 176 roofing Nail g 60 164 142 132 211 183 170 0-15 164 149 136 212 193 1 175 No.11 Blind Nailed 20 164 145 132 212 187 171 HardiePlank° 5/16 7.25 guage,1.75 Through top 2 x 4 16 inch long 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 No.11 Blind Nailed 20 161 142 130 208 183 167 HardiePlank® 5/16 7.5 guage,1.75 Through top 2 x 4 16 inch long 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 No.11 Blind Nailed 20 155 137 125 200 176 161 HardiePlank® 5/16 8 guage,1.75 Through top 2 x 4 16 inch long roofing Nail edge of plank 40 149 127 117 192 164 152 60 141 122 113 182 157 146 0-15 152 138 126 197 178 162 No.11 Blind Nailed 20 152 134 123 197 173 158 HardiePlank° 5/16 8.25 guage,1.75 Through top 2 x 4 16 inch long edge of plank 40 146 125 115 189 161 149 roofing Nail 60 138 120 111 178 155 144 0-15 142 129 117 184 167 152 No.11 Blind Nailed 20 142 126 115 184 162 148 HardiePlank® 6/16 9.25 guage,1.75 Through top 2 x 4 16 inch long 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 No.11 Blind Nailed 20 140 124 113 181 160 146 HardiePlank° 5116 9.5 guage,1.75 Through top 2 x 4 16 inch long 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 No.11 Blind Nailed 20 164 145 132 212 187 171 HardiePlank° 5/16 5.25 guage, Through top 2 x 4 24 inch long roofing Nail edge of plank 40 158 135 125 204 147 161 60 149 1 129 1 120 193 167 155 ESR-2290 I Most Widely Accepted and Trusted Page 16 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)3(Continued) 2012 IRC,2009 2015 IBC/IRC and BC IBC/IRC,2006 IBC/IRC 2012 I (Ultimate Design (Basic Wind Speed, V.sa312 Wind Speed, VWl70.11) PRODUCTSTUD BUILDING EXPOSURE EXPOSURE DIMENSION IN. FASTENER FASTENING FRAME CATEGORY CATEGORY PRODUCT � z 1 e SPACING HEIGHT THICK. WIDTH TYPE METHOD TYPE' (IN.) (FT.) B C D B C D 0-15 147 134 121 190 172 157 No.11 Blind Nailed 20 147 130 118 190 168 153 HardiePlank® 5/16 6.25 guage,1.75 Through top 2 x 4 24 inch long edge of plank 40 141 121 111 182 156 144 roofing Nail 60 134 116 108 172 150 139 0-15 134 122 111 173 157 143 No.11 Blind Nailed 20 134 118 108 173 153 140 HardiePlank® 5116 7.25 guage,1.75 Through top 2 x 4 24 inch long edge of plank 40 129 110 102 166 142 131 roofing Nail 60 122 106 98 157 136 127 0-15 132 119 109 170 154 140 No.11 Blind Nailed 20 132 116 106 170 150 137 HardiePlank® 5/16 7.5 guage,1.75 Through top 2 x 4 24 inch long edge of plank 40 126 108 100 163 139 129 roofing Nail 60 119 104 96 154 134 124 0-15 127 115 104 163 148 135 No.11 Blind Nailed 20 127 112 102 163 144 132 HardiePlank® 5/16 g guage,1.75 Through top 2 x 4 24 inch long edge of plank 40 122 104 96 157 134 124 roofing Nail 60 115 100 93 148 129 120 0-15 124 113 102 161 146 132 No.11 Blind Nailed 20 124 110 100 161 142 129 inch long HardiePlank® 5/16 8.25 guage, ng Through top 2 x 4 24 roofing Nail edge of plank 40 119 102 94 154 132 122 60 113 98 91 146 126 117 0-15 116 106 96 150 136 124 No.11 Blind Nailed 20 116 103 94 150 133 121 HardiePlank® 5/16 9.25 guage, n Through top 2 x 4 24 inch long edge of plank 40 112 95 88 144 123 114 roofing Nail g 60 106 92 85 136 118 110 0-15 114 104 94 148 134 122 No.11 Blind Nailed 20 114 101 92 148 130 119 HardiePlank® 5/16 9.5 guage,1.75 Through top 2 x 4 24 inch long roofing Nail edge a of plank 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 in.long x 20 ga.x 20 168 158 137 217 204 177 HardiePlank® 5/16 4 0.375 in. Blind 3.62"x 16 HD ribbed Screwed 1.375" 40 168 147 126 217 190 163 waferhead Metal C- screws stud 60 168 137 121 217 177 156 No.8 x 11/4 Min.No. 0-15 168 168 137 217 217 177 in.long x 20 ga.x 0.375 in. Blind 3.62"x 20 168 158 137 217 204 177 ® HardiePlank 5/16 6 HD ribbed Screwed 1.375" 16 40 168 147 126 217 190 163 waferhead Metal C- screws stud 60 168 137 121 217 177 156 No.8 x 11/4 Min.No. 0-15 168 158 142 217 204 183 in.long x 20 ga.x 0.375 inBlind 3.62"x 20 168 158 131 217 204 169 m . HardiePlank s/16 6/4 HD ribbed Screwed 1.375" 16 40 168 147 126 217 190 163 waferhead Metal C- screws stud 60 158 137 121 204 177 156 ESR-2290 Most Widely Accepted and Trusted Page 17 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)'(Continued) 2012 IRC,2009 2015 IBC/IRC and IBC/IRC,2006 IBC/IRC 2012 IBC (Ultimate Design (Basic Wind Speed, 3912 Wind w1 Speed, V-d" ) V meed, PRODUCT STUD BUILDING EXPOSURE EXPOSURE DIMENSION IN. FASTENER FASTENING FRAME CATEGORY CATEGORY PRODUCT a 2 �e SPACING HEIGHT THICK. WIDTH TYPE METHOD TYPE" (IN.) (FT.) B C D B C D No.8 x 11/4 Min.No. 0-15 168 152 126 217 196 163 in.long x 20 ga.x ® s 7'/4 or 0.375 in. Blind 3.62"x 20 168 147 116 217 190 150 HardiePlank /16 7'/2 HD ribbed Screwed 1.375" 16 40 168 137 116 217 177 150 waferhead Metal C- screws stud 60 158 126 110 204 163 142 No.8 x 04 Min.No. 0-15 168 147 116 217 190 150 in.long x 20 ga.x 20 168 137 116 217 177 150 HardiePlank® 5/16 g 0.375 in. Blind 3.62"x 16 HD ribbed Screwed 1.375" 40 158 126 105 204 163 136 waferhead Metal C- screws stud 60 147 121 105 190 156 136 No.8 x 11/4 Min.No. 0-15 168 142 121 217 183 156 in.long x 20 ga.x 20 168 137 116 217 177 150 HardiePlank® s/16 81/4 0.375 in. Blind 3.62"x 16 HD ribbed Screwed 1.375" 40 158 126 110 204 163 142 waferhead Metal C- screws stud 60 147 116 105 190 150 136 No.8 x 11/4 Min.No. 0-15 168 137 116 217 177 150 in.long x 20 ga.X , 20 168 126 105 217 163 136 ® s 91/4 or 0.375 in. Blind 3.62"x HardiePlank /,6 91/2 HD ribbed Screwed 1.375" 16 waferhead Metal C- 40 158 116 105 204 150 136 screws stud 60 137 110 100 177 142 129 No.8 x 11/4 Min.No. 0-15 160 137 116 207 177 150 in.long x 20 ga.x 20 160 131 110 207 169 142 HardiePlank® s/16 4 0.375 in. Blind 3.62"x 24 HD ribbed Screwed 1.375" 40 152 121 105 196 156 136 waferhead Metal C- screws stud 60 145 116 100 187 150 129 No.8 x 11/4 Min.No. 0-15 160 137 116 207 177 150 in.long x 20 ga.x 20 160 131 110 207 169 142 HardiePlank® s/16 6 0.375 in. Blind 3.62"x 24 HD ribbed Screwed 1.375" 40 152 121 105 196 156 136 waferhead Metal C- screws stud 60 145 116 100 187 150 129 No.8 x 11/4 Min.No. 0-15 160 137 116 207 177 150 in.long x 20 ga.x 20 160 131 105 207 169 136 HardiePlank° 5/16 6'/4 0.375 in. Blind 3.62"x 24 HD ribbed Screwed 1.375" 40 154 121 105 199 156 136 waferhead Metal C- screws stud 60 145 116 100 187 150 129 No.8 x 04 Min.No. 0-15 160 126 105 207 163 136 in.long x 20 ga.x ® s 7'/4 or 0.375 in. Blind 3.62"x 20 160 116 100 207 150 129 HardiePlank /16 24 71/2 HD ribbed Screwed 1.375" waferhead Metal C- 40 147 105 89 190 136 115 screws stud 60 137 89 89 177 115 115 No.8 x 11/4 Min.No. 0-15 160 121 100 207 156 129 in.long x 20 ga.x 20 158 116 100 204 150 129 HardiePlank° 5/16 8 0.375 in. Blind 3.62"x 24 HD ribbed Screwed 1.375" 40 142 105 89 183 136 115 waferhead Metal C- screws stud 60 131 100 89 169 129 115 No.8 x 11/4 Min.No. 0-15 160 121 100 207 156 129 in.long x 20 ga.x 20 158 116 100 204 150 129 HardiePlank® s116 81/4 0.375 in. Blind 3.62"x 24 HD ribbed Screwed 1.375" 40 142 105 89 183 136 115 waferhead Metal C- screws stud 60 126 100 89 163 129 115 ESR-2290 I Most Widely Accepted and Trusted Page 18 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)3(Continued) 2012 IRC,2009 2015 IBCIIRC and IBCIIRC,2006 IBC/IRC 2012 IBC (Ultimate Design (Basic Wind Speed, Vaae3.9,12 Wind Speed, Vw1 ) PRODUCTSTUD BUILDING EXPOSURE EXPOSURE DIMENSIONIN. FASTENER FASTENING FRAME CATEGORY CATEGORY PRODUCT � : 49 SPACING HEIGHT THICK. WIDTH TYPE METHOD TYPE' (IN.) (FT.) B C D B C D No.8 x 11/4 Min.No. 0-15 158 116 95 204 150 123 in.long x 20 ga.x � 20 147 105 89 190 136 115 ® s 91/4 or 0.375 in. Blind 3.62"x HardiePlank /16 g1/2 HD ribbed Screwed 1.375" 24 waferhead Metal C- 40 131 95 85 169 123 110 screws stud 60 121 89 85 156 115 110 6d-2 inch 0-15 141 128 116 182 165 150 long X 0.093 inch Blind Nailed 20 141 124 114 182 160 147 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 diameter 60 128 111 103 165 143 133 siding nail 6d-2 inch 0-15 126 114 104 163 147 134 long X 0.093 inch Blind Nailed 20 126 111 102 163 143 132 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 diameter 60 114 99 92 147 128 119 siding nail 6d-2 inch 0-15 115 104 95 148 134 123 long X 0.093 inch Blind Nailed 20 115 102 93 148 132 120 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 diameter 60 104 91 - 134 117 - siding nail 6d-2 inch 0-15 113 102 93 146 132 120 long X 0.093 inch Blind Nailed 20 113 99 91 146 128 117 HardiePlank° 5/16 7.5 shank X Through top 2 x 4 16 0.222 inch edge of plank wood 40 108 93 85 139 120 110 head diameter 60 102 89 - 132 115 - siding nail 6d-2 inch 0-15 109 99 90 141 128 116 long X 0.093 inch Blind Nailed 20 109 96 87 141 124 112 HardiePlank® 5/16 8 shank X Through top 2 x 4 16 0.222 inch edge of plank `Hood 40 104 89 - 134 115 - head diameter 60 99 85 - 128 110 - siding nail 6d-2 inch 0-15 107 97 88 138 125 114 long X 0.093 inch Blind Nailed 20 107 94 86 138 121 111 HardiePlank° 5/16 8.2125 shank X Through top 2 x 4 16 0.222 inch edge of plank Food 40 102 88 - 132 114 head diameter 60 97 - 125 - siding nail 6d-2 inch 0-15 100 90 129 116 long X 0.093 inch Blind Nailed 20 100 88 129 114 HardiePlank® 5/16 9.25 shank X Through top 2 x 4 16 0.222 inch edge of plank woad 40 96 124 head diameter 60 90 - 116 - siding nail 6d-2 inch 0-15 98 89 127 115 long X 0.093 inch Blind Nailed 20 98 87 127 112 HardiePlank® 5/16 9.5 shank X Through top 2 x 4 16 0.222 inch edge of plank wood 40 94 121 - head diameter 60 89 115 siding nail ESR-2290 I 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 Vasd3'912) Wind Speed, Vult ) PRODUCT EXPOSURE EXPOSURE STUD BUILDING DIMENSION IN. FASTENER FASTENING FRAME CATEGORY CATEGORY PRODUCT : 1' SPACING HEIGHT THICK. WIDTH TYPE METHOD TYPE (IN.) (FT.) B C D B C D 6d-2 inch 0-15 115 104 95 148 134 123 long X 0.093 inch Blind Nailed 20 115 102 93 148 132 120 HardiePlank® '/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 diameter 60 104 91 - 134 117 - siding nail 6d-2 inch 0-15 103 93 133 120 long X 0.093 inch Blind Nailed 20 103 91 133 117 HardiePlank® 5/16 6.25 shank X Through top 2 x 4 24 0.222 inch edge of plank Wood 40 99 - 128 - head diameter 60 93 - 120 - siding nail 6d-2 inch 0-15 94 85 121 110 long X 0.093 inch Blind Nailed 20 94 - 121 - HardiePlanke 5/16 7.25 shank X Through top 2 x 4 24 0.222 inch edge of plank Wood 40 90 116 head diameter 60 85 110 siding nail 6d-2 inch 0-15 92 119 long X 0.093 inch Blind Nailed 20 92 119 HardiePlank® 5/16 7,5 shank X Through top 2 x 4 24 0.222 inch edge of plank Wood 40 88 114 head diameter 60 - - siding nail 6d-2 inch 0-15 89 115 - long X 0.093 inch Blind Nailed 20 89 115 HardiePlank® 5/16 8 shank X Through top 2 x 4 24 0.222 inch edge of plank Wood 40 85 110 head diameter 60 - - siding nail 6d-2 inch 0-15 87 112 long X 0.093 inch Blind Nailed 20 87 112 HardiePlank° 5/16 8.25 shank X Through top 2 x 4 24 0.222 inch edge of plank Wood 40 - - head diameter 60 - - siding nail 0-15 153 138 126 198 178 163 0.092" shank X face nailed 20 153 135 123 198 174 159 HardiePlank® '116 58.25 0.222"HD X through plank 2 x 4 16 2.5"long overlap Wood 40 146 125 116 188 161 150 galv.nail 60 138 120 112 178 155 145 0.092" 0-15 143 130 118 185 168 152 shank X face nailed 20 143 126 115 185 163 148 HardiePlank® 5/16 9.25 0.222"HD X through plank Wood 16 2.5"long overlap 40 137 117 108 177 151 139 galy.nail 60 130 113 105 168 146 136 ESR-2290 I Most Widely Accepted and Trusted Page 20 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)'(Continued) 2012 IRC,2009 2015 IBC/IRC and IBCARC,2006 IBC/IRC 2012 IBC (Ultimate Design (Basic Wind Speed, Wind nd Speed, Vastl ) vuk70,71) PRODUCT STUD BUILDING EXPOSURE EXPOSURE DIMENSION IN. FASTENER FASTENING FRAME CATEGORY CATEGORY PRODUCT a z 7 e SPACING HEIGHT THICK. WIDTH TYPE METHOD TYPE (IN.) (FT.) B C D B C D 0-15 141 128 116 182 165 150 0.092" shank X face nailed 20 141 124 113 182 160 146 HardiePlank® '/16 9.5 0.222"HD X through plank 2 x 4 wood 16 2.5"long overlap 40 135 116 107 174 150 138 galv.nail 60 128 111 103 165 143 1 133 0-15 123 112 101 159 144 131 0.092" shank X face nailed 20 123 108 99 159 140 128 HardiePlank® 5/16 12 0.222"HD X through plank 2 x 4 wood 16 2.5"long overlap 40 118 101 934 152 130 120 galv.nail 60 112 97 90 144 125 116 8d ring 0-15 203 184 167 262 238 216 shank box face nailed 20 203 179 163 262 231 210 HardiePlank® 5/16 58.25 nail,0.113" through plank 2 x 4s 16 0.260shank D X overlap wood 40 194 166 153 250 214 198 2.375"L 60 184 159 148 238 205 191 8d ring 0-15 166 151 137 214 195 177 shank box face nailed 20 166 146 134 214 188 173 6 nail,0.113" 2 x 4 HardiePlank® 116 <_8.25 through plank 24 0.260"shank D X overlap woods 40 159 136 126 205 176 163 2.375"L 60 151 131 121 195 169 156 0-15 151 137 125 195 177 161 0.092" shank X face nailed 20 151 133 122 195 172 158 HardiePlank® '/16 58.25 0.222"HD X through plank wood6 16 2"long galv. overlap 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" shank X face nailed 20 187 165 151 241 213 195 HardiePlank® '/16 58.25 0.222"HD X through plank wood' 16 2.5"long overlap 40 180 154 142 232 199 183 galv.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" 5/8"long X through top wood 7/16"WSP 20 207 183 167 267 236 216 HardiePlank® 6/16 5.25 0.375'HD edge of plank structural attached ribbed wafer at 12 in.on panel per code 40 199 170 157 257 219 203 head screw' 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" 5/8"long X through top wood 7/16"WSP 20 183 161 147 236 208 190 HardiePlank® 5/16 6.25 0.375'HD edge of plank structural attached ribbed wafer at 12 in.on panel per code 40 176 150 139 227 194 179 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" 5/8"long X through top wood 7/16"WSP 20 165 145 133 213 187 172 HardiePlank® 5/16 7.25 0.375'HD edge of plank structural attached ribbed wafer at 12 in.on panel per code 40 158 135 125 204 174 161 head screw' 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" 5/8"long X through top wood 7/16"WSP 20 150 133 121 194 172 156 HardiePlank® 5/16 8.25 0.375'HD edge of plank structural attached ribbed wafer at 12 in.on panel per code 40 144 123 114 186 159 147 head screw' center sheathin g only 60 136 118 110 1 176 152 142 ESR-2290 I Most Widely Accepted and Trusted Page 21 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)'(Continued) 2012 IRC,2009 2015 IBC/IRC and IBC/IRC,2006 IBC/IRC 2012 IBC (Ultimate Design (Basic Wind Speed, V""a V�n 1o.r1) PRODUCT EXPOSURE EXPOSURE STUD BUILDING DIMENSION IN. FASTENER FASTENING FRAME CATEGORY CATEGORY PRODUCT 1 e SPACING HEIGHT THICK. WIDTH TYPE METHOD TYPE' (IN.) (FT.) B C D B C D Attached 0-15 139 126 114 179 163 147 No.8 X 1- blind screw to 7/16" 5/8"long X through top wood 7/16"WSP 20 139 122 112 179 158 145 HardiePlank® 5/16 9.25 0.375"HD edge of plank structural attached ribbed wafer at 12 in.on panel per code 40 133 114 105 172 147 136 head screws center sheathin g only 60 126 109 101 163 141 130 0.090" Attached 0-15 145 132 120 187 170 155 shank X blind nail to 7/16" through top wood 7/16"WSP 20 145 128 117 187 165 151 HardiePlank® 6/16 :58.25 0.215"HD X edge of plank structural attached 1.5"long at 8 in.on panel per code 40 139 119 110 179 154 142 ring shank center sheathin nail g only 60 132 114 106 170 147 137 0.090" Attached 0-15 166 150 137 214 194 177 shank X blind nail to 7/16" through top wood 7/16"WSP 20 166 146 133 214 188 172 HardiePlank® 5/16 <_8 25 0.215"HD X edge of plank structural attached 1.5"long at 6 in.on panel per code 40 159 136 125 205 176 161 ring shank center sheathin nail g only 60 150 130 121 194 168 156 0.091" Attached 0-15 100 91 - 129 117 - shank, Face Nailed to 7116" wood 7/16"WSP 20 100 88 - 129 114 - HardiePlank® 5/16 <91/Z 0.221"HD, through the structural attached 1.5"long overlap at 12" panel per code 40 96 - 124 - ring shank O.C. sheathin nail g only 60 91 - 117 - 0-15 184 167 152 238 216 196 0.092" shank X blind nail 2X4 20 184 162 148 238 209 191 Artisan®Lap 5/6 5.25 0.225"HD X through top 7 16 2.25"long edge of plank Wood 40 177 151 140 1 229 195 181 galv.Nail �-60 167 145 135 216 187 174 0.092" 0-15 135 122 111 174 158 143 shank X blind nail 20 135 119 108 174 154 139 Artisan®Lap 5/8 7.25 0.225"HD X through top Wood? 16 2.25"long edge of plank 40 129 111 102 167 143 132 gals.Nail 60 122 106 98 158 137 127 0-15 117 106 96 151 137 124 0.092" shank X blind nail 20 117 103 94 151 133 121 Artisan®Lap 5/6 8.25 0.225"HD X through top Wood? 16 2.25"long edge of plank 40 112 96 88 145 124 114 gals.Nail 60 106 92 85 137 119 110 0-15 132 119 109 170 154 141 0.092" shank X blind nail 20 132 116 106 170 150 137 Artisan®Lap 5/6 5.25 0.225"HD X through top 2X4 7 24 2.25"long edge of plank Wood 40 126 108 100 163 139 129 galv.nail 60 119 104 96 154 134 124 0.092" 0-15 99 90 128 116 shank X blind nail 20 99 87 128 112 Artisan®Lap 5/6 7.25 0.225"HD X through top w 7 24 2.25"long edge of plank 40 95 - 123 - galy.nail 60 90 - - 116 - - 0-15 88 114 0.092" shank X blind nail 20 88 114 Artisan®Lap SI6 8.25 0.225"HD X through top WoXod7 24 2.25"long edge of plank 40 - - galy.nail 60 ESR-2290 Most Widely Accepted and Trusted Page 22 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)3(Continued) 2012 IRC,2009 2015 IBC/IRC and IBC/IRC,2006 IBC/IRC 2012 IBC (Basic Wind Speed, (Ultimate Design V.ad3,9,12 Wind Speed, Vuu io.i+) PRODUCTEXPOSURE EXPOSURE STUD BUILDING DIMENSION IN. FASTENER FASTENING FRAME CATEGORY CATEGORY PRODUCT a z t' SPACING HEIGHT THICK. WIDTH TYPE METHOD TYPE (IN.) (FT.) B C D B C D Min.No. 0-15 181 164 149 234 212 192 No.8 X 1- 20 ga.x 5/8"long X blind screw 20 181 159 146 234 205 188 Artisan®Lap 5/8 5.25 0.323"HD through top 1:375" 16 ribbed bugle edge of plank Metal C- 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- x 5/8"long X blind screw 20 ga. 20 157 138 126 203 178 163 Artisan®Lap % 7.25 0.323"HD through top 1,375" 16 ribbed bugle edge of plank Metal C- 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- x a. 5/8"long X blind screw 20 g20 149 131 120 192 169 155 Artisan®Lap 6/6 8.25 0.323"HD through top 137516 . ribbed bugle edge of plank Metal " 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- x a. 5/8"long X blind screw 20 g20 180 158 145 232 204 187 Artisan®Lap % 5.25 0.323"HD through top 3.62"x 24 ribbed bugle edge of plank 1'375 40 172 147 136 222 190 176 head screw Metal C- 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 20 144 127 116 186 164 150 Artisan®Lap 6/e 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 96 154 134 124 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. 'Wind speed design assumptions per Section 30.4,Method 2,of ASCE 7-10:1=1.0,Kzt=1,Kd=0.85,GC,=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''/."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. 9V"�=nominal design wind speed. 10Vun=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. 1z 2015 and 2012 IBC Section 1609.3.1,Eqn.16-33, V-d=VO 40.6 ESR-2290 I Most Widely Accepted and Trusted Page 23 of 27 TABLE 5-(V,sd 100 MPH;Vuft 129 MPH)' ALLOWABLE FASTENER SPACING(IN.) JAMES HARDIE LAP SIDING FASTENED TO ASTM C90 CONCRETE MASONRY UNIT WALL''z.,4,5 Building <61/2-inch wide 7'/4-&71/2-inch wide 8-&81/4-inch wide 9'/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 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.). Artisan 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 Wald)shall be 100 mph.Maximum ultimate design wind speed(V,n)shall be 129 mph. 'Interpolation of spacing to address building height and other plank widths is permitted. 5The lap conceals the fasteners of the previous course(Blind Nailed). TABLE 6-4V,sd 110 MPH;V„n 142 MPH)' ALLOWABLE FASTENER SPACING(IN.) JAMES HARDIE LAP SIDING FASTENED TO ASTM C90 CONCRETE MASONRY UNIT WALL'2.4,5 Building <02-inch wide 71/4-&7'/2-inch wide 8-&81/4-inch wide 9'/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 St: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 W74CC,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.). 3Maximum nominal design wind speed(Va,d)shall be 110 mph Maximum ultimate design wind speed(V,h)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„n 155 MPH)' ALLOWABLE FASTENER SPACING(IN.) JAMES HARDIE LAP SIDING FASTENED TO ASTM C90 CONCRETE MASONRY UNIT WALL ''''4 Building <02-inch wide 7'/4-&71/2-inch wide 8-&8'/4-inch wide 9'/4-&9'/2-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 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(Vasd)shall be 120 mph.Maximum ultimate design wind speed(V,dn)shall be 155 mph. 4Interpolation to address building height and other plank widths is permitted. 'The 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„n 168 MPH)' ALLOWABLE FASTENER SPACING(IN.) JAMES HARDIE LAP SIDING FASTENED TO ASTM C90 CONCRETE MASONRY UNIT WALL'z,a,s Building <6/Z-inch wide 7/4-&7/2-inch wide 8-&8/4-inch wide 9/4-&9/2-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 1 15 13 17 13 11 1 15 11 10 13 10 9 For SI:1 inch=25.4 mm,1 foot=305 mm,1 mph=0.44 m/s. HardiePlanO 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 W74CC,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 shall be 130 mph.Maximum ultimate design wind speed(Vun)shall be 168 mph. 4Interpolation to address building height and other plank widths is permitted. 'The lap conceals the fasteners of the previous course(Blind Nailed). TABLE 9-(V-d 140 MPH;V„n 181 MPH)' ALLOWABLE FASTENER SPACING(IN.) JAMES HARDIE LAP SIDING FASTENED TO ASTM C90 CONCRETE MASONRY UNIT WALL '•z,4.s Building <02-inch wide 7'/4-&7'/2-inch wide 8-&8'/4-inch wide 9'/4-&9'/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. 'HardiePlanO 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 W74CC,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.y3Maximum nominal design wind speed shall be 140 mph.Maximum ultimate design wind speed(V,M)shall be 181 mph. 4Interpolation to address building height and other plank widths is permitted. 'The lap conceals the fasteners of the previous course(Blind Nailed). TABLE 10-(V,sd 150 MPH;V„„194 MPH)' ALLOWABLE FASTENER SPACING(IN.) JAMES HARDIE LAP SIDING FASTENED TO ASTM C90 CONCRETE MASONRY UNIT WALL''s,a,e Building <61/2-inch wide 7114-&7'/2-inch wide 8-&8'/4-inch wide 91/4-&9'/2-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. 'HardiePlanO 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 W74CC,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,q shall be 194 mph. 4Interpolation to address building height and other plank widths is permitted. 'The 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 IBCARC (Ultimate Design Wind Speed, (Basic Wind Speed,V„d'AS) V.,,".') Weather Exposure and Height of Exposure Category Exposure Category Sheathing Type Siding Fastener Type Fastener Location Building feet B C B C 0-15 126 110 163 142 flinch exposure 20 126 105 163 136 2 roofing nails 9 inches from 40 126 95 163 123 butt edge 60 126 89 163 115 ]inch exposure 0-15 126 126 163 163 2 roofing nails 8 inches from 20 126 121 163 156 Minimum ,s/32 inch thick butt edge Min.0.121 in.shank x 40 126 110 163 142 plywood complying with DOC 0.371 in.HD x 1,/d in.long 60 126 105 163 136 corrosion resistant roofing 0-15 126 126 163 163 PS 1-95 Nail 6 inch exposure 20 126 126 163 163 2 roofing nails 7 inches from 40 126 121 163 156 butt edge 60 126 116 163 150 5inch exposure 0-15 126 126 163 163 2 roofing nails 6 inches from 20 126 126 163 163 butt edge 40 126 121 163 156 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„d=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. 52015 and 2012 IBC Section 1609.3.1,Eqn.16-33, V„d=V.i, 0.6 TABLE 12—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 IBCARC (Ultimate Design Wind Speed, (Basic Wind Speed,V„d' ) V.x3.h Weather Exposure and Height of Exposure Category Exposure Category Sheathing Type Siding Fastener Type Fastener Location Building B C B C feet 0-15 126 89 163 115 8inch exposure 20 126 89 163 115 2 siding nails 9 inches from 40 105 85 136 110 butt edge 60 1 100 129 7inch exposure 0-15 126 105 163 136 2 siding nails 8 inches from 20 126 100 163 129 r Min.0.091 in.shank x butt edge 40 121 95 156 123 Minimum !,5 inch thick OSB 60 116 89 150 115 sheathingcomplying with 0.orr in. rex 1/z in.long Ply 9 0-15 126 116 163 150 DOC-PS 2-95 corrosion resistant siding 6 inch exposure Nail 2 siding nails 7 inches from 20 126 110 163 142 40 butt edge 126 105 163 136 60 126 95 163 123 0-15 126 116 163 150 5inch exposure 20 126 110 163 142 2 siding nails 6 inches from 40 126 105 163 136 butt edge 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. 2V11=nominal design wind speed. 3V,s=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. 52015 and 2012 IBC Section 1609.3.1,Eqn.16-33, V„d=V„i, 0.6 TABLE 13—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..' V..”) V„n3,•) Weather Exposure and Fastener Height of Ex osure Category Exposure Category Sheathing Type Siding Fastener Type Location Building B C B C feet 8inch exposure, 0-15 116 116 150 150 3 nails for shingles greater than 8 in. 20 110 110 142 142 wide,2 nails for shingles 8 in.wide and 0 100 129 129 narrower,9 inches from drip edge 60 40 100 95 123 123 7inch exposure 0-15 126 126 163 163 Min.0.091 in.shank x 3 nails for shingles greater than 8 in. 20 121 121 156 156 Minimum /,d inch thick OSB wide,2 nails for shingles 8 in.wide and 40 110 110 142 142 sheathing complying with 0.221 in.HD x 1/Z in.long DOC-PS 2-95 corrosion resistant siding narrower,8 inches from drip edge 60 105 105 136 136 6 inch exposure 0-15 126 126 163 163 Nail 3 nails for shingles greater than 8 in. 20 126 126 163 163 wide,2 nails for shingles 8 in.wide and 40 126 126 163 163 narrower,7 inches from drip edge 60 121 121 156 156 5inch exposure 0-15 126 126 163 163 3 nails for shingles greater than 8 in. 20 126 126 163 163 wide,2 nails for shingles 8 in.wide and 40 126 126 163 163 narrower,6 inches from drip edge 60 1 121 121 156 156 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„d=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. 52015 and 2012 IBC Section 1609.3.1,Eqn.16-33, V„d=V,,,, 0.6 �SSERVICE Most Widely Accepted and Trusted 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 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.*ameshardie.com info(a)iameshardie.com EVALUATION SUBJECT: HARDIESHINGLET11(NEW HARDIESHINGLE) PANELS, HARDIEPLANKW LAP SIDING,ARTISAN®LAP SIDING,AND HARDIESHINGLE TM(NEW HARDIESHINGLE) INDIVIDUAL SHINGLES 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that HARDIESHINGLETM (NEW HARDIESHINGLE®) PANELS, HARDIEPLANKTm LAP SIDING, ARTISAN® LAP SIDING, AND HARDIESHINGLETM (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 Codee(CBC) ■ 2016 California Residential Code(CRC) 2.0 CONCLUSIONS 2.1 CBC: The HARDIESHINGLETm (NEW HARDIESHINGLE®) PANELS, HARDIEPLANKT- 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 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 anv other attributes not specifically addressed,nor are they to be construed Mill as an endorsement of the subject of the report or a recommendation for its use.There is no warrantv by/CC Evaluation Service,LLC,express or implied,as �— to anv,inding at-other matter in this report,or as 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 is 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. s ri `Jrl�' l Cash Register Receipt Receipt Number City of Beach R8641 DESCRIPTION • CITY PAID PermitTRAK $55.00 RES18-0397 Address: 120 JACKSON RD APN: 172140 0000 $55.00 BUILDING TIE DOWN FRAMING 04/01/2019 RBE $55.00 BUILDING TIE DOWN FRAMING 04/01/2019 45500003221002 0 $55.00 RBE TOTAL .86, $55.00 Date Paid: Wednesday, April 03, 2019 Paid By: MATHIEU BUILDERS Cashier: CB Pay Method: CREDIT CARD 1 00 Printed:Wednesday,April 03, 2019 8:16 AM 1 of 1 j