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34 Dudley St RES19-0084 New Single-Family Home RESIDENTIAL PERMIT PERMIT NUMBER Y fir, RES19-0084 CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ISSUED: 6/10/2019 ATLANTIC BEACH. FL 32233 EXPIRES: 12/7/2019 MUST CALL INSPECTION • • • 14) 247-5814 BY 4 PM FOR ' • ALL WORK MUST CONFORMTO THE CURRENT 6TH EDITION1 OF • ' CODE, NEC, IPMC, AND CITY OF ATLANTIC BEACH CODE OF ORDINANCES . ALL CONDITIONS OF . . 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: RESIDENTIAL NEW SINGLE new single-family home (34 34 Dudley St FAMILY RESIDENCE Dudley Street) $189988.25 TYPE OF • • GROUP: COMPANY: ADDRESS: STATE: AMERICAN CLASSIC HOMES LLC 4550 St Augustine Road JACKSONVILLE FL 32207 • ADDRESS: CITY: STATE: ZIP. AMERICAN CLASSIC 4550 St Augustine Road JACKSONVILLE FL 32207 HOMES LLC 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. LIST OF • . • Roll off container company must be on City approved list . Container cannot be placed on City right-of-way. 1 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. Issued Date: 6/10/2019 1 of 3 I RESIDENTIAL PERMIT PERMIT NUMBER r RES19-0084 CITY OF ATLANTIC BEACH " 800 SEMINOLE ROAD ISSUED: 6/10/2019 ATLANTIC BEACH. FL 32233 EXPIRES: 12/7/2019 2 PUBLIC UTILITIES METER BOX SEWER CLEAN OUT INFORMATIONAL Notes: Ensure all meter boxes,sewer cleanouts and valve covers are set to grade and visible. 3 PUBLIC UTILITIES RT1 SEWER CLEANOUT INFORMATIONAL Notes: A sewer cleanout must be installed at the property line. Cleanout must be covered with an RTI concrete box with metal lid. Cleanout to be set to grade and visible. 4 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. 5 PUBLIC WORKS ON SITE RUNOFF INFORMATIONAL Notes: All runoff must remain on-site during construction. 6 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. 7 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,All American Roll Off,WCA Waste Corporation). Container cannot be placed on City right-of-way. S PUBLIC WORKS RIGHT OF WAY RESTORATION INFORMATIONAL Notes: Full right-of-way restoration,including sod,is required. 9 PUBLIC WORKS RUNOFF INFORMATIONAL Notes: All runoff must remain on-site. Cannot raise lot elevation. DESCRIPTION ACCOUNT QUANTITY PAID AMOUNT BUILDING PERMIT 455-0000-322-1000 0 $750.00 BUILDING PLAN CHECK 455-0000-322-1001 0 $375.00 BUILDING PLAN REVIEW RESUBMITTAL SECOND 455-0000-322-1006 0 $50.00 BUILDING PLAN REVIEW RESUBMITTAL THIRD 455-0000-322-1006 0 $75.00 CROSS CONNECTION 400-0000-343-3701 0.75 $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 Issued Date: 6/10/2019 2 of 3 RESIDENTIAL PERMIT PERMIT NUMBER CITY OF ATLANTIC BEACH RES19-0084 v 800 SEMINOLE ROAD ISSUED: 6/10/2019 ATLANTIC BEACH. FL 32233 EXPIRES: 12/7/2019 STATE DBPR SURCHARGE 455-0000-208-0700 0 $18.75 STATE DCA SURCHARGE 455-0000-208-0600 0 $12.50 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:$7,546.25 Issued Date:6/10/2019 3 of 3 rSQi1i �„ City of Atlantic Beach APPLICATION NUMBER Building Department (To be assigned by the Building Department) 800 Seminole Road 9 - Atlantic Beach, Florida 32233-5445 F U Phone(904)247-5826 - Fax(904)247-5845 2 �� I Will E-mail: building-dept@coab.us Date routed: 3 City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: 31A bikGl `kv, S D ment review required Yes No AM I B ' Applicant: Ltln � l(( SSt � �� S lanning &Zoning 1 TreeAUnninistrator Project: �� Q�> jl��t- ��t �4 b10 < ubli rks Public Utilities Public Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date \ , of Permit Verified B `J Florida Dept. of Environmental Protection / Florida Dept. of Transportation (v/ 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. ElDenied. ❑Not applicable (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed by: Date: y' �6'l TREE ADMIN. Second Review: gApproved as revised. [—]Denied. ❑Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES rn ' PUBLIC SAFETY Reviewed by: / Date: FIRE SERVICES Third Review: ❑Approved as revised. ❑Denied. ❑Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 Building Permit Application OFFICE COPY Updated l0/9/18 City of Atlantic Beach Building Department "*ALL INFORMATION 800 Seminole Road, Atlantic Beach, FL 32233 HIGHLIGHTED IN GRAY Phone: (9o4) 247-5826 Email: Building-Dept@coab.us IS REQUIRED. A� r rw,.� LD t3tipL`} c - /, c Job Address: J�l �llC1�Q�J rS�''(nt Permit Number: {- S I VCh4�� Legal Description NOrth It Z oT LM `( ,Lo 61� Z RE# �}Z �j Z -()0(C Valuation of Work(Replacement Cost) $ � _Heated/Cooled SF Non-Heated/Cooled 4 09 • Class of Work: } New ❑Addition ❑Alteration ❑Repair ❑Move ❑Demo ❑Pool ❑Window/Door • Use of existing/proposed structure(s): ❑CommercialResidential • If an existing structure, is a fire sprinkler system installed?: ❑Yes A(No MAR Mg • Will trees be removed in association with proposed ro ect? ❑Yes must submit separate Tree Removal Permit ❑No Describe in detail the type of work to be performed: NtLO C0 5+ruct1 c n. 1 505 (na rage r-(ght OptAoln F Dutble bcublt. LY9 porch . J Florida Product Approval# See lForm for multiple products use product approval form Property Owner Information L1 Name _r�nmerina.n INC15SIc Rows Address L455o N . RuQUS-hr)e City JQ/�CK5bn\(11L2 State Fl Zip 37=1 Phone 551-0: 0'6 E-Mail OPE (Lc-) arh111' . I'1Qt Owner or Agent(If Agent, Power of Attorney or Agency Letter Required) Contractor Information nn�� Name of Company Rl[Y1Q,r 1 mn ba5slc NOmt) Qualifying Agent YLoger E�lQli?X Address City , 0WDnV11U State—Zip 322071 Office Phone 3 'QWZ Job Site Contact Nuf�ber State Certification/Registration# gW E-Mail (u� Q ((('-. w Architect Name& Phone#__W SNE-05 39 Le- 4 4 55 Engineer's Name& Phone# F2111 Ul In lel -150S Workers Compensation Insurer ,�(11Y1TY1lE OR Exempt ❑ Expiration Date lQ l9 lq 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 RECORDIN - UR NOTICE OF COMMENCEMENT. (Signature of Owner or Agent) (Signature of Contractor) {Signed and sworn to(or affirmed)before me this day of Signed and sworn to(or affird)before me this ) day of bvll� C1 by (Signature of Notary) (Signature of I otary Ot►RYq�^ Amanda H.Hardie ZpRYA Amanda H.Hardie �° sSo NOTARY PUBLIC or y NOTARY PUBLIC ]Personally Known OR or c, ('] Personally Known OR rr _STATE OF FLORIDA [ ]Produced Identification & STATE OF FLORIDA [ ] Produced Identification Comm#FF930683 Type of Identification: ? Comm#FF930683 Type of Identification: �xp �2��n 19NCE19" Expires 10/26/2019 OFFICE COPY Revision Request/Correction to Comments "ALL INFORMATION HIGHLIGHTED IN _ City of Atlantic Beach Building Department GRAY IS REQUIRED. 800 Seminole Rd, Atlantic Beach, FL 32233 Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: C 0 Revision to Issued Permit OR Corrections to Comments Date: � IG'1 Project Address: �(-11 DU JtSt Contractor/Contact Name: X�Lll tJ1�SS�C �� Contact Phone: qL 4 Email: Description of Proposed Revision/Corrections: MAR 2019 S& atta lryad. —.0t 61 s r ►(o affirm the revision/correction to comments is inclusive of the proposed changes. (printed name) • Wilyproposed revision/corrections add additional square footage to original submittal? Flo F Yes (additional s.f. to be added: ) • il[-proposed revision/corrections add additional increase in building value to original submittal? No ]*Yes (additional increase in building value: $ ) (Contractor must sign if increase in valuation) *Signature of Contractor/Agent: (Office Use Only) Approved Denied Not Applicable to Department Permit Fee Due Revision/Plan Review Comments Department Review Required: Building Planning &Zoning Reviewed By Tree Administrator Public Works Public Utilities y -l6 Public Safety Date Fire Services Updated 10/17/18 OFFICE COPY Gmail Kaz Bishop <kaz@achllc.net> 36 Dudley - deed and lot split survey Johnston, Jennifer<jjohnston@coab.us> Mon, Mar 4, 2019 at 3:51 PM To: Kaz Bishop <kaz@achllc.net> Cc: 'office@achllc.net" <office@achllc.net> Hi, we received a permit submittal for a new home at 36 Dudley, and there is already a home that is under renovation at that address. I looked at the site plan, and it appears that the lot will be split to build the new home for American Classic Homes. In order to get the permit processed for review, we need a few items: 1. Recorded deed showing the purchase of the undeveloped portion of the lot (north 1/2 of lot 6 block 2). 2. A certified survey showing the lot split along with the new legal description. We use the certified survey to determine the new legal description and to assign an address. Once the address is assigned, then we ran process the permit for plan review. Please feel free to email the recorded deed showing that American Classic Homes owns the property, but the survey will have to be submitted in person (with the raised seal or ink seal from the surveyor). Please let me know if you have any questions. Thanks, Jennifer Johnston City of Atlantic Beach Bldg. Dept. Operations Supervisor JJohnston@coab.us OFFICE COPY Revision Request/Correction to Comments ••HIGHLALL F HIGHLIGHTED IN HIGHLIGHTED IN City of Atlantic Beach Building Department GRAY IS REQUIRED. 800 Seminole Rd, Atlantic Beach, FL 32233 (� Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: Revision to Issued Permit OR Corrections to Comments Date: MCW Zl Z—OP —T Project Address: S4 ud lCv S+yteL Contractor/Contact Name: A IN1ctdw4 i r�i ssic Mmes Contact Phone: A04. ?61 • 0-Ing Email: &erm t+- LD ack_i_C-kie+ Description of Proposed Revision/Corrections: erre c4-ed s i �-e_ n IAV) go JO V w i 111121 d i s4-ah re. ,4C LAAi tfn j�l-n�e.Yt-� i vie _ I ddb (.W S affirm the revision/correction to comments is inclusive of the proposed changes. (printed name) • Will proposed revision/corrections add additional square footage to original submittal? 15z]No 0 Yes (additional s.f. to be added: ) • ill proposed revision/corrections add additional increase in building value to original submittal? No EI-Yes (additional increase in building value: $ )(Contractor must sign if increase in valuation) *Signature of Contractor/Agent: , (Office Use Only) r� A"'Approved Denied Not Applicable to Department Permit Fee Due Revision/Plan Review Comments Department Review Requir C E I *S..... 8619 Planning & Zonin Reviewed By Tree Administrator MAY 2 2 2019 u Iic Works _ � /3� J2o�g Pu lic ti hies Pu is Building Departm-,nt Date Fire Services City of Man„ �":.= - ', F%0 Updated 10/17/18 OFFICE COPY PERMITTED BUILDING DATA DO NOT WRITE BELOW - OFFICE USE ONLY Applicable Codes: 6th Edition (2017) Florida Building Code DEVELOPMENT SIZE: Habitable Space (ft') Non-Habitable Space (ft') y y� LAND INFORMATION: Zoning District Flood Zone ,C t Minimum FFE� BUILDING INFORMATION: Construction Type _V 6 Occupancy Group ury,. Number of Stories_ Max Occupancy Load Fire Sprinklers Required CONDITIONS/ COMMENTS: Rev. 2.7.2018 t.:Uyr„ City of Atlantic Beach APPLICATION NUMBER Building Departmentn (To be assigned by the Building Department.) 800 Seminole Road 5 2UIq �S'�1 _O GLr Atlantic Beach, Florida 32233-5445 r o Phone(904)247-5826 • Fax(904)247=5845 J I \ 4 E-mail: building-dept@coab.us - Date routed: c� City web-site: hftp://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: Lt AWkq S D Tent review required Yes No B ' Applicant: Ayy\�� can t l(,( s L HL�� tanning &Zoning Tree inistrator Project: L- �A Int 0rks Public Utilities 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: BUILDING PLANNING &ZONING Reviewed b 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 Revision Request/Correction to Comments "ALL INFORMATION HIGHLIGHTED IN r _ City of Atlantic Beach Building Department GRAY IS REQUIRED. 800 Seminole Rd, Atlantic Beach, FL 32233 I f Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: �L1" DD13`t Revision to Issued Permit OR Corrections to Comments Date: Mcw ZI we Project Address: - 4 Contractor/Contact Name: A Wttric" Classic �zim s Contact Phone: D • '� 5 'D%�p�' ',nlaiI: eYYYI! QG�I C•Yti��' Description of Proposed Revision/Corrections: OUh i kj LE.bIJfs affirm the revision/correction to comments is inclusive of the proposed changes. (printed name) EUEIVG • Will proposed revision/corrections add additional square footage to original submittal? KNo 13 Yes(additional s.f.to be added: } MAY 3 12019 Y. • III proposed revision/corrections add additional increase in building value to original submittal? VJNo []*Yes(additional increase in building value: $ )(contractor must sign ifincrease invaluation) *Signature of Contractor/Agent: (Office Use Only) 1 Approved ❑ Denied ❑ Not Applicable to Department Permit Fee Due$ Revision/Plan Review Comments De artment Review Require C E I Y E D ` Bui din tanning&Zonin evie a By Tree Administrator MAY 2 2 2019 Pu lic U ities Pu �c Building Departm^nt Da(e Fire Services City of At!ant"c E;> ', FL Updated 10/17/18 �S S� Comp. By: SW Date: 4/25/2019 Public Works Department City of Atlantic Beach Permit No: RES 19-0084 Address: 34 Dudley Street Required Storage Volume Criteria: Section 24-66 of the City of Atlantic Beach's Zoning, Subdivsion, and Land Development Regulations requires that stormwater runoff from impervious areas be stored onsite. Volume to be retained is as follows: V=CAR/12 which is the Modified Rational Method for estimating stormwater runoff Where: V=Volume of Runoff to be stored(cubic feet) C= Runoff Coefficient, 0.92,the difference between impervious area(C=1.0) and undeveloped conditions(C=0.08). A= Impervious Area(square feet) R=25-yr/24-hr rainfall depth (9.3 inches for Atlantic Beach) Onsite Storage Volume Required for Impervious Area: Lot Area= 5,750 ftZ Impervious Area(A) = 2,377 ftZ = 41.3% V= 0.92 x 2,377.0 x 9.3 / 12 V= 1,695 ft3 Provided Storage: Area 1 -Relative Elev. Area Storage Sideslope: 2 :1 (ft) (ft) (ft) 0.0 798 BOTTOM size: 38 X 21 1.0 1,050 924 TOB size: 42 X 25 Area 2-Relative Elev. Area Storage (ft) (ft) (ft) 0.0 0 0 BOTTOM size: 0 X 0 0.0 0 TOB size: 0 X 0 Area 3-Relative Elev. Area Storage (ft) (ft) (ft) 0.0 0 BOTTOM size: 0 X 0 0.0 0 0 TOB size: 0 X 0 Inground Storage: =A'd/pf Total Storage Area at TOB(A)= 1050.0 ftZ Depth to ESHWT from BOTTOM(d)= 2.0 ft,default is 2.0 ft,verify onsite ESHWT Pore Factor(pf)= 0.4 default is 0.4 Inground Storage Provided= 840.0 ft3 Required Treatment Volume= 1,695 ft3 Supplied Treatment Volume= 1,764 ft3 Retention W.R.Copy for Sending-Revised 04-16-19 4/25/2019 f C ✓n Comp. By: NAME Date: 2/28/2019 Public Works Department City of Atlantic Beach Permit No: Address: Re uir �'W ii�j _ g ed Storage Volume Criteria: r Section 24-66 of the City of Atlantic Beach's oning,3_. A�Sion, and Land Development Regulations requires that the difference between the pre- stdevelopment volume of stormwawter runoff be stored on site. Volume of Runoff is defined as follows: V=CAR/12 Where: V=Volume of Runoff C =Coefficient of Runoff A=Area of lot in square feet R=25-yr/24-hr rainfall depth (9.3-inches for Atlantic Beach) Predevelopment Runoff Volume: Lot Area (A) = 5,750 ftz Runoff Coefficient Area Lot Area Description z z P (ft ) (ft ) .C.. Wtd .,C.. Impervious 0 5,750 1.00 0.00 Pervious 5,750 5,750 0.08 0.08 Runoff Coefficient(C)= 0.08 Runoff Volume V= 0.08 x 5,750 x 9.3 V= 357 ft' / 12 Postdevelopment Runoff Volume Lot Area(A) = 5,750 ftz Runoff Coefficient Area Lot Area Descriptionftz ( ) (ft z) .,C., Wtd .,C.. Impervious 5,750 1.00 0.42 %ISA = 41.6% Pervious 3,360 5,750 0.08 0.05 Runoff Coefficient(C)= 0.46 Runoff Volume V= 0.46 x 5,750 x V= 2,061 ft 9.3 / 12 Required Storaqe Volume DV= Postdevelopment Runoff Volume-Predevelopment Runoff Volume DV= 2,061 - 357 DV= 1,704 ft 3 Retention W R copy for Sending 2/28/2019 r r�� l Comp. By. NAME Date: 2/28/2019 '.) r Public Works Department City of Atlantic Beach Permit No: Address: Provided Storaoe� --)ENIED Elevation Area Storage (ft) (ft2) (ft') 0.0 0 0.0 0 0 BOTTOM size 0 TOB size Elevation Area Storage (ft) (ft2) (ft) 0.0 0 0 0BOTTOM .0 0 0 TOB Elevation Area Storage (ft) (ft2) (ft3) 0.0 0 0 BOTTOM 0.0 0 0 TOB Inground storage=A'd'pf A=Area= 0.0 d=depth to ESHWT= pf=pore factor= 3.5 0.3 Inground Storage= 0.0 ft Required Treatment Volume= 1,704 ft3 Supplied Treatment Volume= 0 ft Retention W R copy for Sending 2/28/2019 �sQ,-9-. City of Atlantic Beach APPLICATION NUMBER 1)6 Building Department (To be assigned by the Building Department.) r 800 Seminole Road �� _O y�f a Atlantic Beach, Florida 32233-5445 U U S Phone(904)247-5826 - Fax(904)247-5845 `-'4Jg»l E-mail: building-dept@coab.us Date routed: J City web-site: hftp://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: 3 t ��hl�-��( S Dtment review required Yes No Applicant: AYI�9,6 Lin l lLSSl C VIPS tanning &Zoning 1 Tree inistrator Project: oe"i S►nhV'UUf0fyn ub►i� rks Public Utilities 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: APPLIC,A,T40N STATUS Reviewing Department First Review: pproved. []Denied. ❑Not applicable (Circle one.) Comments: BUILDING PLANNING &ZONING � ,� Reviewed by. ate: TREE ADMIN. Second Review: ❑ ❑Not applicable ❑Approved as revised. Denied. 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 t�- f ` r f' City of Atlantic Beach PUBLIC UTILITIES DEPARTMENT f 't 902 Assisi Lane Jacksonville, FL 32233 _ = (904) 247-5834 NEW WATER / SEWER TAP REQUEST Date /- `�—/ 9 Service Address 3y' OLR0 t Z Number of Units Commercial Residential Multi-Family 3� It New Water Tap(s) & Meter(s) Meter Sizes) 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 Q CITY STAFF USE ONLY Application# Water System Development Charge $ Sewer System Development Charge $ (It OS-01 00 Water Meter Only $ Reclaim Meter Only $ Water Meter Tap $ 0 , 6 Sewer Tap $ Cross Connection $ Qo Other $ S TOTAL $ 60 0 c (_� (Notes) APPROVED Date P4bfic Utilities Director or Authorized Signature ALL TAP REQUESTS MUST BE APPROVED BY THE PUBLIC UTILITIES DEPARTMENT BEFORE FEES CAN BE ASSESSED PUBLIC UTILITIES PLAN REVIEW COMMENTS I C� !` Date: Application#: tS 1 I —V6$4 Project Address: 34 L),-J I Check Box Check APPLICATION TRACKING COMMENTS to Add Box to Commen Print . Underground Avoid damage to underground water and sewer utilities. Verify vertical and Water Sewer horizontal location of utilities. Hand dig if necessary. If field coordination is / Utilities needed, call 247-5878. Meter Boxes Ensure all meter boxes, sewer cleanouts and valve covers are set to grade Sewer Cleanout and visible. A sewer cleanout must be installed at the property line. Cleanout must be RT1 Sewer covered with an RT1 concrete box with metal lid. Cleanout to be set to grade fz'j Cleanout and visible. A reduced pressure zone backflow preventer must be installed if irrigation will RPZ be provided or if there is a private well on the property. Backflow preventer ❑ ❑ Backflow must be tested by a certified tester and a copy of the results sent to Public Utilities. Plans note the building will be unsprinkled. If plans change, any fire line Sensus installed must be metered with a Sensus touch-read meter in a properly sized Touch-Read vault and an appropriate backflow preventer installed. Backflow preventer ❑ ❑ Meter must be tested by a certified tester and a copy of the results sent to Public Utilities. Fire Sprinkler If fire sprinkler system is provided,call 247-5878 for backflow requirements. Backflow At a minimum,will require a double check backflow preventer. ❑ ❑ Requirement Fire Line Fire lines must be metered with a Sensus touch-read meter. Meters larger ❑ ❑ Meter than 2" must be installed in a vault as noted in JEA specifications. Utility Map See attached Utility Map. ❑ Cl Disconnect &Cap Disconnect and cap water and sewer lines. ❑ ❑ Inspection Must call the Inspection Line at 247-5814 to request an inspection of the Prior ❑ ❑ disconnected and capped water and sewer lines prior to demolition. ❑ ❑ ❑ 0 Revision Request/Correction to Comments **ALL INFORMATION HIGHLIGHTED IN i City of Atlantic Beach Building Department GRAY IS REQUIRED. 800 Seminole Rd, Atlantic Beach, FL 32233 JIi'JY � QQ Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: Revision to Issued Permit OR Corrections to Comments Date: AACW 2 Project Address: S4 S "j-M Contractor/Contact Name:_ A mC,1r1(aii Classic flti44es Contact Phone: _ �p�• �rJ� Q% � Email: oerm I, ack i IC•Vim'!"" Description of Proposed Revision/Corrections: __�J orre ed si �-e n la.r� C u � i+ n m Oe y�1 Nu n i t L6W f affirm the revision/correction to comments is inclusive of the proposed changes. (printed name) • Will proposed revision/corrections add additional square footage to original submittal? KNo 13 Yes(additional s.f.to be added: ) • III proposed revision/corrections add additional increase in building value to original submittal? KNo []*Yes(additional increase in building value: $ )(Contractor must sign ifincrease invaluation) *Signature of Contractor/Agent: 0%4A� (Offic e Only) ❑ Approved ❑ Denied Not Applicable to Department Permit Fee Due$ Revision/Plan Review Comments De art Review Require C E I Y L D_ tanning&Zonin Reviewed By Tree Administrator- MAY 2 2 2018 I Works i Building Departm"nt Date Fire Services Cit( of l4(;anfliO r<:'- '., FL Updated 10/17/18 S.,eLy; City of Atlantic Beach APPLICATION NUMBER Building Department (To be assigned by the Building Department.) r u 800 Seminole Road Atlantic Beach, Florida 32233-5445 ` Phone(904)247-5826 - Fax(904)247-5845 E-mail: building-dept@coab.us Date routed: City web-site: http://vmw.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: 3 Ll �u1,1��( S D ment review required Yes No Applicant: AYy1 P,,Clan C l(�.SSt 1IPW S fanning &Zoning Tree ninistrator Project: n e�'j L- � fn �0, rks k.Public Utilities 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. enied. ❑Not applicable (Circle one.) Comments: BUILDINGG, -�- ll�i PLANNING &ZONING Reviewed by: _ Date: - (G' `1 TREE ADMIN. Second Review: Approved as revised. ❑Denied. ❑Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by:40P�100p�_ Date: FIRE SERVICES Third Review: ❑Approved as revised. []Denied. ❑Not applicable Comments: Reviewed by: Date: Revised 0511912017 .S LAlI y Revision Request/Correction to Comments *ALL INFORMATION �s r HIGHLIGHTED IN City of Atlantic Beach Building Department GRAY IS REQUIRED. s 800 Seminole Rd, Atlantic Beach, FL 32233 `\Jri ,y Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: �sI ` " 010 Revision to Issued Permit OR Corrections to Comments Date: cw 21 Zoiq Project Address: S4 1) (il,d_ lem S+ree;F Contractor/Contact Name:_ A fti (',(,ty► (,iris WmS Contact Phone: D'4• 26j • o3ng r« l: erm 1-f- ac. C•ne+ Description of Proposed Revision/Corrections: 0/Qre C+-ed s i e D10,40 S h V VJ iVIA) c i s4-ah re- 1 IJ-01 A i kj!� L6W fs affirm the revision/correction to comments is inclusive of the proposed changes. (printed name) • Will proposed revision/corrections add additional square footage to original submittal? 15Z]No 13 Yes(additional s.f.to be added: ) • ill proposed revision/corrections add additional increase in building value to original submittal? No E3*Yes (additional increase in building value: $ )(Contractor must sign ifincrease invaluaton) *Signature of Contractor/Agent: 0%4A� (Office Use Only) Approved ❑ Denied ❑ Not Applicable to Department Permit Fee Due$ e�U,ecl t+& &Z'1VLRevision/Plan Review Comments_p $f r f"de (z �f�le Department Review RequirREC E I V S D, Bui in _ Reviewed By Tree Administrator MAY 2 2 2019 lic Works Pu lic Uti ities S �3 1 -(1 u �c Building Department Date Fire Services City of At►antic Updated 10/17/18 MAP SHOWING SITE PLAN OF THE NORTH ONE HALF(1/2)OF LOTS SIX(6),BLOCK TWO(2),OF DONNER'S REPLAT ACCORDING TO A PLAT RECORDED IN PLAT BOOK 19,PAGE 16,OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY,FLORIDA. CERTIFIED TO: AMERICAN CLASSIC HOMES LLC LINE TABLE DUDLE Y S TREE T LINE# LENGTH I DIRECTION (50'R/W) /—SITE BENCHMARK=10.18 L7(M) 50.12' N89°08'41"E (NAVD-88) NAIL AND DISK-NO I.D. L1(P) 50.00' N89°08'41"E x(10.02) _ «(10.22) _ x(10.42) _ _x(10.63) L2(M) 50.12' S89-08-41-W CENTERLINE WOOD POWER OVERHEAD L2(P) 50.00' S89°OB'41"W CABLE 9.55 9 72 POLE 9,86 10.03 POWER LINE 27 RISER EDGE OF PAVEMENT AT&T WATER. . . . . . . . . . . . . . . . . o�RISER METER----.a WATER METER_� Ll T*N8108'41"E 49.93'(M) N89°08'41"E 50.00'(M) a0 oy�50.00'(P) 16"PC N CONC. R `a 20.1"OAK DRIVE I a 14'PC 20'B_R.L. m I I 7.6' 20.0' ENTRY c7A/ 0 b 11.0' J oO 4.0' �0 r LO 00 J r � c 17 17 = A/C o PROPOSED dm L6 �p RESIDENCE �l `0, PLAN 1505-R LOT 8 NORTH 1/2 OF `' LOT 5 BLOCK 2 LOT 7 m W BLOCK 2 BLOCK 2 0 M o p 0 35.0' PATIO O Z Z 7.6' 1 7.6' e— O 20'B.R.L. J NORTH 1/2 OF LOT 6 50.00'(M) a� BLOCK 2 —,c---x— o L2 COMMUNITY DEVEL o0 D ENIEOPPENT O� o o � �o LO U') LO SOUTH 1/2 OF SOUTH 1/2 OF LOT 6 w LOT 7 M BLOCK 2 BLOCK 2 c o Z U)I I I, 50.00'(P) 50.12'(C) S89°24'25"W _49_76'(M) _ 50.00'(P) LEWIS STREET NOTES: (50'RIW) 1.)ALL ELEVATIONS SHOWN THUS x(20.0)REFERENCE NAVD-88. 2.)ALL TREES NOT LABELED"LO"ARE NOT LIVE OAKS. TREE LEGEND 3.)ALL LIVE OAKS AND LONG LEAF PINES ARE LABELED AS SUCH. 4.)ALL OTHER OAK TREES ARE SCRUB,WATER OR LAUREL. ABBREVIATION TYPE 5.)THE TREES SHOWN HEREON WERE NOT IDENTIFIED BY A CERTIFIED ARBORIST. CH CHERRY 6.)ALL FENCES ARE 4'CHAINLINK UNLESS NOTED OTHERWISE. PC PECAN 7.)THIS SITE PLAN DOES NOT PURPORT TO BE A BOUNDARY SURVEY. MG MAGNOLIA 8.)LOT AREA-5,768 SQUARE FEET MORE OR LESS. 9.)IMPERVIOUS AREA-41.53% 10.)BUILDING AREA=34.43% PER.RZ7T ANlV .AS,SOCIATES, INC. 1484 MONTICELLO ROAD,JACKSONVILLE,FLORIDA 32207- 904 805-0030--FAX 904 805-9888 GENERAL NOTES: LEGEND 1 BEARINGS SHOWN HEREON ARE BASED ON THE S'LY P.C. POINT OF CURVATURE R RADIUS ( ) P.T. POINT OF TANGENCY 'cr D DELTA(CENTRAL ANGLE) R/W LINE OF DUDLY STREET AS N89'08'41"E. P.R.C. POINT OF REVERSE CURVE A or L ARC LENGTH P.C.C. POINT OF COMPOUND CURVE C er CH CHORD (2) THIS PROPERTY HAS NOT BEEN ABSTRACTED FOR P.O.C. POINT ON CURVE CB CHORD BEARING EASEMENTS,COVENANTS,RESTRICTIONS. P.R.M. PERMANENT REFERENCE MONUMENT (C) CALCULATED P.C.P. PERMANENT CONTROL POINT AIC AIR CONDITIONER 3) UNDERGROUND UTILITIES SERVING THIS PROPERTY B.R.L. BUILDING RESTRICTION LINE D. CONCRETE ( FD. CLF CHAIN LINK FENCE FFOUND HAVE NOT BEEN LOCATED OR SHOWN. RAV RIGHT-OF-WAY I.P. IRON PIPE O.R.B. OFFICIAL RECORDS BOOK (R)) M D (4) THIS PROPERTY APPEARS TO LIE WITHIN FLOOD ZONE O/L ON LINE (PX— P "X'AS SCALED FROM F.E.MA.FLOOD INSURANCE RATE --%— BREAK LINECE MAP,PANEL 12031C 0408J,DATED 11-02-2018 SCALE 1"=30' 12-21-2018 DATE OF DRAWING NATHAN P.PERRET,FLA.CERT.NO.6900 LB~6715 F.B. 616 PG. 35-36 NOT VALID WITHOUT THE SIGNATURE&ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR&MAPPER ORDER NO. 2019-172 'IFFIC-P CIO, FORM R405-2017 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: 36 Dudley St 1505 Builder Name: American Classic Homes Street: 36 Dudley St Permit Office: City,State,Zip: Atlantic Beach,FL,32223 Permit Number: Owner: Jurisdiction: 261300 Design Location: FL,Jacksonville County: Duval(Florida Climate Zone 2) 1. New construction or existing New(From Plans) 9. Wall Types(1338.7 sqft.) Insulation Area 2. Single family or multiple family Single-family a.Frame-Wood,Exterior R=13.0 1138.70 ft2 b.Frame-Wood,Adjacent R=13.0 200.00 ft2 3. Number of units,if multiple family 1 c.N/A R= ft2 4. Number of Bedrooms 4 d.N/A R= ft2 10.Ceiling Types (1505.0 sqft.) Insulation Area 5. Is this a worst case? No a.Under Attic(Vented) R=38.0 1355.00 ft2 6. Conditioned floor area above grade(ft2) 1505 b.Under Attic(Vented) R=19.0 150.00 ft2 Conditioned floor area below grade(ft2) 0 c.N/A R= ft2 11.Ducts R ft2 7. Windows(151.0 sqft.) Description Area a.Sup:Attic,Ret:Main,AH:Main 6 301 a. U-Factor: Dbl,U=0.33 151.00 ft2 SHGC: SHGC=0.23 b. U-Factor: N/A ft2 12.Cooling systems kBtu/hr Efficiency SHGC: a.Central Unit 30.0 SEER:14.00 c. U-Factor: N/A ft2 SHGC: 13.Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a.Electric Heat Pump 30.0 HSPF:8.20 SHGC: Area Weighted Average Overhang Depth: 1.000 ft. Area Weighted Average SHGC: 0.230 14.Hot water systems 8. Floor Types (1505.0 sqft.) Insulation Area a.Electric Cap:40 gallons EF:0.930 a.Slab-On-Grade Edge Insulation R=0.0 1505.00 ft2 b. Conservation features b.N/A R= ft2 None c.N/A R= ft2 15.Credits Pstat Glass/Floor Area: 0.100 Total Proposed Modified Loads: 41.12 PASS Total Baseline Loads: 42.62 1 hereby certify that the plans and specifications covered by Review of the plans and O�THE STgTF this calculation are in compliance with the Florida Energy specifications covered by this 4V _ ; , p Code. calculation indicates compliance with the Florida Energy Code. PREPARED BY: ;�8i'pparyan Before construction is completed 1% DATE- 04this building will be inspected for a compliance with Section 553.908 ' �. I hereby certify that this building,as designed,is in compliance Florida Statutes. with the Florida Energypp!Code, n CWE OWNER/A ENT: 11 � 1� `> }� E� BUILDING OFFICIAL: 1 DATE: -44-q- J 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 6.50 ACH50(R402.4.1.2). 2/5/2019 11:02 AM EnergyGauge®USA 6.0.02(Rev.1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 1 of 4 Doc # 2019008524 , OR BK 18655 Page 2182 , Number Pages : 2 , Recorded 01/11/2019 09: 16 AM, RONNIE FUSSELL CLERK CIRCUIT COURT DUVAL COUNTY RECORDING $18 . 50 DEED DOC ST $700 . 00 Prepared by and return to: Michelle Fusillo Attorney at Law Fusillo Law,PLLC 9957 Moorings Drive Suite 201 Jacksonville,FL 32257 904559-1800 File Number: 1177-18 Parcel Identification.N9._l7 29"000 [Space Above This Line For Recording Data] Warranty Deed (STATUTORY FORM-SUCTION 689 02,F.S.) This Indenture made this Ii day of November, 2018 between Charettia Edwards, a single woman whose post office address is 306 Jerome Ct., Dothan,AL 36301 of the County of Houston, Slate of Alabama, grantor*, and MKS Homes Inc,a Florida corporation whose post office address is 14092 Summer Breeze Dr.,Jacksonville,FL 32218 of the County of Duval,State of Florida,grantee*, i Witnesseth that said grantor, for and in consideration of the sum of TEN AND NO/100 DOLLARS($10.00) and other good and valuable considerations to said grantor in hand paid by said grantee,the receipt whereof is hereby acknowledged, has granted, bargained, and sold to the said grantee, and grantee's heirs and assigns forever,the following described land, situate,lying and being in Duval County,Florida,to-wit: The North 1/2 of Lots 6 and 7 Block 2 Donner's Replat,according to the plat thereof as recorded in ! Plat Book 19 Page 16,of the Public Records of Duval County,Florida. I Subject to taxes for 2018 and subsequent years; covenants, conditions, restrictions, easements, I reservations and limitations of record,if any. Grantor warrants that at the time of this conveyance, the subject property is not the Grantor's homestead within the meaning set forth in the constitution of the state of Florida, nor is it contiguous 1 to or a part of homestead property. Grantor's residence and homestead address is: 306 Jerome Ct., Dothan,AL 36301. and said grantor does hereby fully warrant the title to said land, and will defend the same against lawful claims of all persons whomsoever. *"Grantor"and"Grantee"are used for singular or plural,as context requires. DoubleTime® OR BK 18655 PAGE 2183 In Witness Whereof,grantor has hereunto set grantor's hand and sea]the day and year first above written. Signed,sealed and delivered in our presence: I oue-- �LAIQA PLIIJ& (Seal) Witness Name: ToRT_ HAwIzim Charettia Edwards Witness Name: m rem a iwi- 3•,_ W i e.9c t4 State of County of q The foregoing instrument was acknowledged before me this` l day of November,2018 by Charettia Edwards,who L]is personally known or H}has produced a driver's license as identification. �VX [Notary Seal] Notary Public Printed Name: 1,\ 01 ! pfrpe My Commission Expires: 1;4 yCunlmissfon � 'vlllrcn 3,2020 1 Warranty Deed(Statutory Form)-Page 2 DoublsTime• i • � OFFICE "DOPY Comp. By: S/W Date: 2/28/2019 Public Works Department City of Atlantic Beach Permit No.- Address: o:Address: 36 Dudley Street Provided Storage Elevation Area Storage (ft) (ft2) (ft) 9.8 644 0 BOTTOM size 10.4 750 418 28 X 23 Area Storage Elevation TOB size 30 X 25 (ft) (ftz) (ft) 0.0 0 0 BOTTOM 0.0 0 0 TOB Elevation Area Storage (ft) (ft) (ft) 0.0 0 0 BOTTOM 0.0 0 0 TOB Inground storage=A*d*pf A=Area= 750.0 d=depth to ESHWT= 6.2 Pf=pore factor= 0.3 Inground Storage= 1395.0 ft3 Required Treatment Volume= 1,700 ft' Supplied Treatment Volume= 1700 SF to meet new WR rules 1,813 ft3 Retention Dudley Street 36 2/28/2019 OFFICE COY Comp. By: S/W Date: 2/28/2019 Public Works Department City of Atlantic Beach Permit No: Address: 36 Dudley Street Required Storage Volume Criteria: Section 24-66 of the City of Atlantic Beach's Zoning, Subdivsion, and Land Development Regulations requires that the difference between the pre-and Postdevelopment volume of stormwawter runoff be stored on site. Volume of Runoff is defined as follows: V=CAR/12 Where: V=Volume of Runoff C=Coefficient of Runoff A=Area of lot in square feet R=25-yr/24-hr rainfall depth (9.3-inches for Atlantic Beach) evelopment Run Predoff Volume Lot Area (A) = 5,750 ft' Runoff Coefficient Area Lot Area Description z z P (ft ) (ft ) ,.C,. Wtd ..C.. Impervious p 5,750 1.00 0.00 Pervious 5,750 5,750 0.20 0.20 Runoff Coefficient(C)= 0.20 Runoff Volume V= 0.205,750 x V= 891 ft' x 9.3 / 12 Postdevelopment Runoff Volume Lot Area (A) = 5,750 ft Runoff Coefficient Area Lot Area Description z z P (ft ) (ft ) C.. Wtd .,C.. Impervious 2,390 5,750 1.00 0.42 %ISA = 41.6% Pervious 3,360 5,750 0.20 0.12 Runoff Coefficient(C)= 0.53 Runoff Volume V= 0.53 x 5,750 x 9.3 / 12 V= 2,373 ft3 Required Storage Volume DV= Postdevelopment Runoff Volume- Predevelopment Runoff Volume DV= 2,373 - 891 DV= 1,482 ft Retention Dudley Street 36 2/28/2019 OFFICE COPY �. F //✓ x rp = s� r0 6r«�Pa� x /? S' 3 zp 3 kl ,-f r / y/„f� OFFICE COPY Permit Number: City of Atlantic Beach-Planning and Development Building Inspection Division Permit Number: PRODUCT APPROVAL INFORMATION SHEET (PAIS) Project Address: �`p i�udve_c smtt Contractor: Roger Zeigler As required by Florida Statute 553.842 and Florida Administrative Code 913-72, 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/ Manufacturer Product Description Code FL# Expiration Subcategory Version A. Exterior Doors 1. Swinging Masonite International Wood-edge steel Door 2017 4904.3 12/31/2020 1. Swinging Masonite International Exterior Fiberglass Door 2017 8528.1 02/28/2021 1. Swinging Masonite International Fiberglass Side Hinged Door Unit 2017 8228.2 12/31/2020 Opaque Ins swing single or double w/or w/o side light 2. Sliding MI Window and Doors General 910/3910 SGD 2017 17880.1 2/25/2019 Aluminum Company Garage Doors Wayne Dalton Garage Doors 1000 Series 8'x7' 2017 9174 01/01/2025 Garage Doors Amar Garage Doors 1000 Series 16'x 7' 2017 5302.4 01/01/2025 OFFICE COPY B. Windows 1. Single Hung MI Window and Doors General 3540 SH 2017 17676.1 04/12/2019 Aluminum Company 1. Siding James Hardi Bldg. Products Fiber-cement Lap Siding 2017 13192.1 01/01/2020 2. Soffits Kaycan LTD Vinyl/Aluminum series 2017 16503.1 12/31/2019 1. Asphalt Shingles Tamko Shingles 25 year Elite 2017 18355.1 01/07/2020 1. Asphalt Shingles Tamko Shingles 20 year Glass Seal 2017 18355.1 01/07/2020 2. Underlayments Roof Pro Barricade Synthetic roof underlayments 2017 16453.3 11/17/2020 2. Underlayments RhinoRoof Underlayments Synthetic roof underlayments 2017 15216.1 12/31/2020 F. Structural Wood Connector/Anchor Simpson Set Epoxy/Epoxy Adhesive 2017 15730.5 12/31/2019 Components Strong Tie Co Truss Plates ITW Building Components Group Metal Connector Plate 2017 1999 12/31/2020 Inc. / Paslode Truss Plates MiTek Industries, Inc. MII 16 2017 2197.2 12/31/2019 Truss Plates MiTek Industries, Inc. MT20 2017 2197.4 12/31/2019 Engineered Lumber Weyerhaeuser TJI 210 2017 1630.2 03/31/2019 Engineered Lumber Weyerhaeuser TJI 110 2017 1630.1 03/21/2019 Engineered Lumber Boise Engineered Wood Products Versa-Lam 2017 1644.1 01/01/2035 Wood Connectors Simpson Strong-Tie Co. HTT4, HTT5, HTT5-3/4 2017 10655 12/31/2019 Hurricane Tie Simpson Strong-Tie Co. H2A, H2.5T, H8, HGA10 2017 10446.8 12/31/2019 OFFICE COPS Straight Strap Simpson Strong-Tie Co. LSTA9, LSTA12, LSTA15, 2017 10852.6 12/31/2019 LSTA18, LSTA21, LSTA24, LSTA30, LSTA36 Post Base Simpson Strong-Tie Co. AB44, AB44R, AB46, AB46R, 2017 10860.4 12/31/2019 AB66, AB66R Medium Twist Simpson Strong-Tie Co. MTS12, MTS16, MTS18, 2017 13872.12 12/31/2019 Straps MTS20, MTS30, MTS24C, MTS30C Girder Tiedown Simpson Strong-Tie Co. LGT2, LGT3-SDS2.5, 2017 11473.7 12/31/2019 LGT4-SDS3 In addition to completing the above list of manufacturers, product description and State approval number for the products used on this project, it is the Contractor's or Authorized Agent's responsibility to have a legible copy of each manufacturer's printed instructions, along with the list above, on the job site available to the inspector Roger Zeigler Company Name:American Classic Homes LLC Mailing Address:4550 St Augustine Rd City: Jacksonville State:Florida Zip Code:32207 Telephone Number: (904)351-0308 Fax Number: (866) 329-6692 E-mail Address:Office@achllc.net FORM R405-2017 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: 36 Dudley St 1505 Builder Name: American Classic Homes Street: 36 Dudley St Permit Office: City,State,Zip: Atlantic Beach,FL,32223 Permit Number: Owner: Jurisdiction: 261300 Design Location: FL,Jacksonville County: Duval(Florida Climate Zone 2) 1. New construction or existing New(From Plans) 9. Wall Types(1338.7 sqft.) Insulation Area 2. Single family or multiple family Single-family a.Frame-Wood,Exterior R=13.0 1138.70 ft2 b.Frame-Wood,Adjacent R=13.0 200.00 ft' 3. Number of units,if multiple family 1 c.N/A R= ft2 4. Number of Bedrooms 4 d.N/A R= ft2 10.Ceiling Types (1505.0 sqft.) Insulation Area 5. Is this a worst case? No / a.Under Attic(Vented) V11 R=38.0 1355.00 ft2 6. Conditioned floor area above grade(ft2) 1505✓ b.Under Attic(Vented) R=19.0 150.00 ft2 Conditioned floor area below grade(ft2) 0 c.N/A R= ft2 11.Ducts R ft2 7. Windows(151.0 sqft.) Description Area a.Sup:Attic,Ret:Main,AH:Main 6 301 a. U-Factor. Dbl,U=0.33 ✓ 151.00 ft2 SHGC: SHGC=0.23 b. U-Factor: N/A ft2 12.Cooling systems kBtu/hr Efficiency SHGC: a.Central Unit 30.0 SEER:14.00 c. U-Factor: N/A ft2 SHGC: 13.Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a.Electric Heat Pump 30.0 HSPF:8.20 SHGC: Area Weighted Average Overhang Depth: 1.000 ft. Area Weighted Average SHGC: 0.230 14.Hot water systems 8. Floor Types (1505.0 sqft.) Insulation Area a.Electric Cap:40 gallonsEF:0.930 a.Slab-On-Grade Edge Insulation R=0.0 1505.00 ft2 b. Conservation features b.N/A R= ft2 None c.N/A R= ft2 15.Credits Pstat Glass/Floor Area: 0.100 Total Proposed Modified Loads: 41.12 PASS Total Baseline Loads: 42.62 1 hereby certify that the plans and specifications covered by Review of the plans and -VIAE S7,4 this calculation are in compliance with the Florida Energy specifications covered by this v Code. calculation indicates compliance ,,, AA with the Florida Energy Code. -,,,,,, :.':`: :°;: "„ O . PREPARED BY: Tim Isparyan Before construction is completed 1/28119 DATE. this building will be inspected for a �% compliance with Section 553.908 Florida Statutes. t ' 1 hereby certify that this building,as designed,is in compliance �. with the Florida Energy Code. 0017 WE T4J OWNER/ E `� __ � BUILDING OFFICIAL: / DATE: I i`i _ DATE: Gc?O/9 - 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 6.50 ACH50(R402.4.1.2). 2/5/2019 11:02 AM EnergyGaugeO USA 6.0.02(Rev.1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 1 of 4 FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT PROJECT Title: 36 Dudley St 1505 Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 1505 Lot# Owner Name: Total Stories: 1 Block/Subdivision: #of Units: 1 Worst Case: No PlatBook: Builder Name: American Classic Homes Rotate Angle: 180 Street: 36 Dudley St Permit Office: Cross Ventilation: County: Duval Jurisdiction: 261300 Whole House Fan: City,State,Zip: Atlantic Beach, Family Type: Single-family FL, 32223 New/Existing: New(From Plans) Comment: CLIMATE / Design Temp Int Design Temp Heating Design Daily Temp �/ Design Location TMY Site / 97.5% 2.5% Winter Summer Degree Days Moisture Range FL,Jacksonville FL—JACKSONVILLE—INT V 32 93 70 75 1281 49 Medium BLOCKS Number Name Area Volume 1 Blockl 1505 12040 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 1505 12040 Yes 5 4 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter R-Value Area Tile Wood Carpet 1 Slab-On-Grade Edge Insulatio Main 152 ft 0 1505 ft2 ---- 0 0 1 ROOF / Roof Gable Roof Rad Solar SA Emitt Emitt Deck Pitch �/ # Type Materials Area Area Color Barr Absor. Tested Tested Insul. (deg) 1 Hip Composition shingles 1630 ft2 0 ft2 Medium Y 0.85 No 0.9 No 0 22.6 / ATTIC V # Type Ventilation Vent Ratio(1 in) Area RBS IRCC 1 Full attic Vented 300 1505 ft2 Y N CEILING # Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic(Vented) Main 38 Blown 1355 ft2 0.11 Wood 2 Under Attic(Vented) Main 19 Blown 150 ft2 0.11 Wood 2/5/2019 11:02 AM EnergyGauge®USA 6.0.02(Rev.1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 2 of 4 FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Mt_ To Wail Type Space R-Value Ft In Ft In Area R-Value Fraction Absor. Grade% 1 S=>N Garage Frame-Wood Main 13 20 8 160.0 ft2 0.23 0.75 0 2 W=>E Garage Frame-Wood Main 13 5 8 40.0 ft2 0.23 0.75 0 3 S=>N Exterior Frame-Wood Main 13 4 8 32.0 ft2 0.5 0.23 0.75 0 4 W=>E Exterior Frame-Wood Main 13 4 8 32.0 ft2 0.5 0.23 0.75 0 5 S=>N Exterior Frame-Wood Main 13 11 8 88.0 ft2 0.5 0.23 0.75 0 6 E=>W Exterior Frame-Wood Main 13 48 8 8 389.3 ft2 0.5 0.23 0.75 0 7 N=>S Exterior Frame-Wood Main 13 35 8 280.0 ft2 0.5 0.23 0.75 0 8 E=>W Exterior Frame-Wood Main 13 39 8 8 317.3 ft2 0.5 0.23 0.75 0 DOORS # Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 S=>N Insulated Main None .4 2 8 6 8 17.8 W 2 S=>N Wood Main None .46 3 6 8 20 ft2 WINDOWS Orientation shown is the entered orientation => changed to As Built rotated 180 degrees). Wall Overhang V # Omt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation Int Shade Screening 1 S=>N 5 Vinyl Low-E Double Yes 0.33 0.23 N 15.0 ft2 1 ft0 in 1 ft 0 in None None 2 E=>W 6 Vinyl Low-E Double Yes 0.33 0.23 N 30.0 ft2 1 ft 0 in 1 ft 0 in None None 3 N=>S 7 Vinyl Low-E Double Yes 0.33 0.23 N 30.0 ft2 1 ft 0 in 1 ft 0 in None None 4 N=>S 7 Vinyl Low-E Double Yes 0.33 0.23 N 6.0 ft2 1 ft 0 in 1 ft 0 in None None 5 N=>S 7 Vinyl Low-E Double Yes 0.33 0.23 N 40.0 ft2 1 ft 0 in 1 ft 0 in None None 6 E=>W 8 Vinyl Low-E Double Yes 0.33 0.23 N 30.0 ft2 1 ft 0 in 1 ft 0 in None None GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg.Wall Height Exposed Wall Insulation 1 382.8 ft2 382.8 ft2 64 ft 8 ft 1 INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .00033 1304.3 71.61 134.67 .1243 6.5 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump/ None HSPF:8.2 30 kBtu/hr 1 sys#1 2/5/2019 11:02 AM EnergyGauge®USA 6.0.02(Rev.1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 3 of 4 FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit/ None SEER:14 30 kBtu/hr 900 cfm 0.75 1 sys#1 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.93 40 gal 70 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model# Collector Model# Area Volume FEF None None ft2 DUCTS --Supply-- --Return-- Air CFM 25 CFM25 HVAC# V # Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 301 ft2 Main 75.25 ft Default Leakage Main (Default) (Default) 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Cooling an Feb Mar Apr un Jul Aug Sep Oct Nov Dec Heat!nOct Nov Dec Venting Jan H Feb HX Mar Apr May Jun Jul Aug Sean Feb Mar Ar MM:yJun Aup Oct Nov H Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling(WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling(WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating(WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating(WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 MASS Mass Type Area Thickness Furniture Fraction Space Default(8 lbs/s .ft. 0 ft' 0 ft 0.3 Main 2/5/2019 11:02 AM EnergyGauge®USA 6.0.02(Rev.1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 4 of 4 2017 EPL DISPLAY CARD ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 96 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 Main 3. No. of units(if multiple-family) 3. 1 4. Number of bedrooms 4. 4 13. Cooling system: Capacity 30.0 a)Split system SEER 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. 1505 d)Room unit/PTAC EER e)Other 14.0 7.Windows,type and area a)U-factor:(weighted average) 7a. 0.330 b)Solar Heat Gain Coefficient(SHGC) 7b. 0.230 14. Heating system: Capacity 30.0 c)Area 7c. 151.0 a)Split system heat pump HSPF 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 8.20 9. Floor type, insulation level: a)Slab-on-grade(R-value) 9a. 0.0 b)Wood, raised (R-value) 9b. 15.Water heating system c)Concrete, raised (R-value) 9c. a) Electric resistance EF 0.93 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) 10131. 13.0 2. Masonry(Insulation R-value) 10132. 16. HVAC credits claimed(Performance Method) 11.Ceiling type and insulation level a)Ceiling fans a) Under attic 1 la. varies b)Cross ventilation No b)Single assembly 11 b. c)Whole house fan No c)Knee walls/skylight walls 11c. d)Multizone cooling credit d)Radiant barrier installed 11d. Yes 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: 36 Dudley St City/FL Zip: Atlantic Beach, FL 32223 2/5/2019 11:02:14 AM EnergyGauge®USA 6.0.02(Rev. 1)-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: 36 Dudley St Permit Number: Atlantic Beach,FL,32223 MANDATORY REQUIREMENTS gee individual code sections for full details. V 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. F] 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 enve[cTon building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. ❑ R402.4.1.1 Installation The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturers instructions and the criteria listed in Table R402.4.1.1,as applicable to the method of construction.Where required by the code official,an approved third party shall inspect all components and verify compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate not exceeding seven air changes per hour in Climate Zones 1 and 2,and three air changes per hour in Climate Zones 3 through 8.Testing shall be conducted in accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g.(50 pascals).Testing shall be conducted by either individuals as defined in Section 553.993(5)or(7),Florida Statutes,or individuals licensed as set forth in Section 489.105(3)(0,(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. ❑ R402.4.2 Fireplaces. New wood-burning fireplaces shall have tight-fitting flue dampers or doors,and outdoor combustion air.Where using tight-fitting doors on factory-built fireplaces listed and labeled in accordance with UL 127,the doors shall be tested and listed for the fireplace.Where using tight-fitting doors on masonry fireplaces,the doors shall be listed and labeled in accordance with UL 907. R402.4.3 Fenestration air leakageWindows,skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot(1.5 L/s/m2),and swinging doors no more than 0.5 cfm per square foot(2.6 L/s/m2),when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited,independent laboratory and listed and labeled by the manufacturer. Exception: Site-built windows,skylights and doors. 2/5/2019 11:02 AM EnergyGauge®USA 6.0.02(Rev.1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 1 of 5 MANDATORY REQUIREMENTS - (Continued) ❑ R402.4.4 Rooms containing fuel-burning appliances. In Climate Zones 3 through 8,where open combustion air ducts provide combustion air to open combustion fuel burning appliances,the appliances and combustion air opening shall be located outside the building thermal envelope or enclosed in a room,isolated from inside the thermal envelope.Such rooms shall be sealed and insulated in accordance with the envelope requirements of Table R402.1.2,where the walls,floors and ceilings shall meet not less than the basement wall R-value requirement.The door into the room shall be fully gasketed and any water lines and ducts in the room insulated in accordance with Section R403.The combustion air duct shall be insulated where it passes through conditioned space to a minimum of R-8. Exceptions: 1. Direct vent appliances with both intake and exhaust pipes installed continuous to the outside. 2. Fireplaces and stoves complying with Section R402.4.2 and Section R1006 of the Florida Building Code,Residential. ❑R402.4.5 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces.All recessed luminaires shall be IC-rated and labeled as having an air leakage rate not more than 2.0 cfm(0.944 L/s)when tested in accordance with ASTM E283 at a 1.57 psf(75 Pa)pressure differential.All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. R403.1 Controls. SECTION R403 SYSTEMS ❑ 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 El that,except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. ❑ R403.3.2 Sealing(Mandatory) All ducts,air handlers,filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers,shall be constructed and sealed in accordance with Section C403.2.9.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria below. Duct tightness shall be verified by testing in accordance with ANSI/RESNET/ICC 380 by either individuals as defined in Section 553.993(5)or (7), Florida Statutes,or individuals licensed as set forth in Section 489.105(3)(0,(g)or(i), Florida Statutes,to be"substantially leak free"in accordance with Section R403.3.3. El the 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 manufi 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. ❑R403.3.5 Building cavities(Mandatory). Building framing cavities shall not be used as ducts or plenums. ❑R403.4 Mechanical system piping insulation(Mandatory). Mechanical system piping capable of carrying fluids above 105°F(41'C)or below 55°F(13°C)shall be insulated to a minimum of R-3. El by Protection of piping insulation. Piping insulation exposed to weather shall be protected from damage,including that caused by sunlight,moisture,equipment maintenance and wind,and shall provide shielding from solar radiation that can cause degradation of the material.Adhesive tape shall not be permitted. ElR403.5.1 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 turn off the pump when the water in the circulation loop is at the desired temperature and when there is no demand for hot water. El automatically 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. 2/5/2019 11:02 AM EnergyGauge®USA 6.0.02(Rev.1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 2 of 5 MANDATORY REQUIREMENTS - (Continued) R403.5.5 Heat traps(Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets.External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3%inches(89 mm)in the hot water distribution line and cold water line located as close as possible to the storage tank. R403.5.6 Water heater efficiencies(Mandatory). R403.5.6.1.1 Automatic controls. Service water-heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use.The minimum temperature setting range shall be from 100°F to 140°F(38°C to 60°C). ❑ R403.5.6.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off.A separate valve shall be provided to permit the energy supplied to the main bumer(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 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). 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 dm/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 dm=28.3 Umin. a. When tested in accordance with HVI Standard 916 2/5/2019 11:02 AM EnergyGauge®USA 6.0.02(Rev.1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 3 of 5 MANDATORY REQUIREMENTS - (Continued) R403.7.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.7,or the closest available size provided by the manufacturer's product lines.The corresponding latent capacity of the equipment shall not be less than the calculated latent load. The published value for AHRI total capacity is a nominal,rating-test value and shall not be used for equipment sizing.Manufacturer's expanded performance data shall be used to select cooling-only equipment.This selection shall be based on the outdoor design dry-bulb temperature for the load calculation(or entering water temperature for water-source equipment),the blower CFM provided by the expanded performance data,the design value for entering wet-bulb temperature and the design value for entering dry-bulb temperature. Design values for entering wet-bulb and dry-bulb temperatures shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s)is installed in an unconditioned space. Exceptions: 1. Attached single-and multiple-family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida-registered engineer,in attached single-and multiple-family units,the capacity of equipment may be sized in accordance with good design practice. R403.7.1.2 Heating equipment capacity. ElR403.7.1.2.1 Heat pumps. Heat pump sizing shall be based on the cooling requirements as calculated according to Section R403.7.1.1,and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load even if the design heating load is 1.15 times greater than the design cooling load. ❑ R403.7.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.7.1. ❑ R403.7.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.7.1. F-1 intermittent Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis,such as anticipated additional loads caused by major entertainment events,shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. ❑ R403.8 Systems serving multiple dwelling units(Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the IECC—Commercial Provisions in lieu of Section R403. ❑ R403.9 Snow melt and ice system controls(Mandatory) Snow-and ice-melting systems,supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 50°F(10°C),and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F(4.8°C). ❑ R403.10 Pools and permanent spa energy consumption(Mandatory). The energy consumption of pools and permanent spas shall be in accordance with Sections R403.10.1 through R403.10.5. El integral Heaters. The electric power to heaters shall be controlled by a readily accessible on-off switch that is an part of the heater mounted on the exterior of the heater,or external to and within 3 feet(914 mm)of the heater.Operation of such switch shall not change the setting of the heater thermostat.Such switches shall be in addition to a circuit breaker for the power to the heater.Gas-fired heaters shall not be equipped with continuously burning ignition pilots. R403.10.2 Time switches.Time switches or other control methods that can automatically turn off and on according to a preset schedule El 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. EJ the 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. 2/5/2019 11:02 AM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 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. FJR403.11 Portable spas(Mandatoryle energy consumption of electric-powered portable spas shall be controlled by the requirements of APSP-14. SECTION R404 ELECTRICAL 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. 2/5/2019 11:02 AM EnergyGaugeO USA 6.0.02(Rev. 1)-FlaRes2017 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: 36 Dudley St 1505 Builder Name: American Classic Homes Street: 36 Dudley St Permit Office: City,State,Zip: Atlantic Beach,FL,32223 Permit Number: t Owner: Jurisdiction: 261300 w Design Location: FL,Jacksonville U COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA General A continuous air barrier shall be installed in the building envelope. Air-permeable insulation shall The exterior thermal envelope contains a continuous air barrier. not be used as a sealin material. requirements Breaks or joints in the air barrier shall be sealed. g Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the The insulation in any dropped ceiling/soffit insulation and any gaps in the air barrier shall be sealed. shall be aligned with the air barrier. Access openings,drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Walls The junction of the foundation and sill plate shall be sealed. Cavities within corners and headers of frame walls The junction of the top plate and the top of exterior walls shall be shall be insulated by completely filling the cavity with sealed. a material having a thermal resistance of R-3 per Knee walls shall be sealed. inch minimum. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Windows,skylights The space between window/doorjambs and framing,and and doors skylights and framing shall be sealed. Rim joists Rim joists shall include the air barrier. Rim joists shall be insulated. Floors The air barrier shall be installed at any exposed edge of Floor framing cavity insulation shall be installed to (including insulation. maintain permanent contact with the underside of above-garage subfloor decking,or floor framing cavity insulation and cantilevered shall be permitted to be in contact with the top side floors) of sheathing,or continuous insulation installed on the underside of floor framing and extends from the bottom to the top of all perimeter floor framing members. Crawl space walls Exposed earth in unvented crawl spaces shall be covered with Where provided instead of floor insulation, insulation a Class I vapor retarder with overlapping joints taped. shall be permanently attached to the crawlspace Shafts,penetrations Duct shafts,utility penetrations,and flue shafts opening to exterior or unconditioned space shall be sealed. Batts in narrow cavities shall be cut to fit,or narrow 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 s. Recessed lighting Recessed light fixtures installed in the building thermal envelope Recessed light fixtures installed in the building shall be sealed to the drywall. thermal envelope shall be air tight and IC rated. Plumbing and wiring Batt insulation shall be cut neatly to ft around wiring and plumbing in exterior walls,or insulation that on installation readily conforms to available space shall extend behind piipinq and wirinci. 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 fres rinkler cover plates and walls or ceilings. a. In addition,inspection of log walls shall be in accordance with the provisions of ICC-400. 2/5/2019 11:02 AM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 1 of 1 Manual S Compliance Report Job: wrightsoft Date: Nov22,2019 Entire House By. Avalon Heating and Air 3665 Spring Park Rd,Jacksonville,FL 32207 Phone:9042451818 Web:wwwavalonac.com License:CMC1249968 Project Infoffnation For: American Classic Homes 36 Dudley St,Atlantic Beach,FL 32223 Cooling Equipment Design Conditions Outdoor design DB: 92.8°F Sensible gain: 20221 Btuh Entering coil DB: 78.87 Outdoor design WB: 77XF Latent gain: 5173 Btuh Entering coil WB: 64.1°F Indoor design DB: 75.0°F Total gain: 25394 Btuh Indoor RH: 50% Estimated airflow: 933 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: SpIitASHP Manufacturer: Goodman Mfg. Model: GSZ140301 K+ARUF31 B14A Actual airflow: 933 cfm Sensible capacity: 19600 Btuh 97%of load Latent capacity: 8400 Btuh 162%of load Total capacity: 28000 Btuh 110%of load SHR: 70% Heating Equipment Design Conditions Outdoor design DB: 31.8°F Heat loss: 22020 Btuh Entering coil DB: 68.9°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: SpIitASHP Manufacturer: Goodman Mfg. Model: GSZ140301 K+ARUF31 B14A Actual airflow: 933 cfm Output capacity: 27800 Btuh 126%of load Capacity balance: 28 °F Supplemental heat required: 0 Btuh Economic balance: -99 °F Backup equipment type: Elec strip Manufacturer: n/a Model: n/a+n/a Actual airflow: 933 cfm Output capacity: 0 kW 0%of load Temp.rise: 0 °F Meets all requirements ofACCA Manual S. 2019-Feb-05 11:03:46 wrightsoft Right-Suite®Universal 2017 17.0.28 RSU23882 Paget Home`Dropbox\Dud Layoutst36 Dudley St 1505.rup Calc=MJ8 Front Door(aces:N Project Summa Job: wrightsoft Summary Date: Nov22,2018 Entire House By Avalon Heating and Air 3665 Spring Park Rd,Jacksonville,FL 32207 Phone:9042451818 Web:wwwavalonac.com License:CM1249968 Project Information For: American Classic Homes 36 Dudley St,Atlantic Beach,FL 32223 Notes: Design Information Weather: Jacksonville,FL,US Winter Design Conditions Summer Design Conditions Outside db 32 °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 52 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 16828 Btuh Structure 12167 Btuh Ducts 5192 Btuh Ducts 6347 Btuh Central vent(0 cfm) 0 Btuh Central vent(0 cfm) 0 Btuh (none) (none) Humidification 0 Btuh Blower 1707 Btuh Piping 0 Btuh Equipment load 22020 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 20221 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Semi-tight Fireplaces 0 Structure 3732 Btuh Ducts 1441 Btuh Central vent(0 cfm) 0 Btuh Heating Cooling (none) Area(ft) 1445 1445 Equipment latent load 5173 Btuh Volume(ft') 13005 13005 Air changes/hour 0.31 0.16 Equipment Total Load(Sen+Eat) 25 9� Btuh Equiv.AVF(cfm) 67 35 Req.total capa6 at 0.70 SHR ton Heating Equipment Summary Cooling Equipment Summary Make Goodman Mfg. Make Goodman Mfg. Trade GOODMAN;JANITROL;AMANA DISTI... Trade GOODMAN;JANITROL;AMANA DISTI... Model GSZ140301K Cond GSZ140301K AHRI ref 7995113 Coil ARUF31B14A AHRI ref 7995113 Efficiency 8.2 HSPF Efficiency 12.0 EER,14 SEER Heating input Sensible cooling 19600 Btuh Heating output 27800 Btuh @ 47°F Latent cooling 8400 Btuh Temperature rise 27 °F Total cooling 28000 Btuh Actual airflow 933 cfm Actual airflow 933 cfm Air flow factor 0.042 cfm/Btuh Air flow factor 0.050 cfm/Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.80 Capacity balance point=28°F Backup:n/a n/a Input=0 kW, Output=0 Btuh, 100 AFUE Calculations approved byACCA to meet all requirements of Manual J 8th Ed. + Wrl htsoft 2019-Feb-0511:03:46 g Right-Suite®Universal 2017 17.0.28 RSU23882 ACCA ...Home%DropboxtDuctLayoutsl36Dudley St1505.rup Calc=MJ8 FrontDoorlaces:N Page 1 N Level 1 115 cin Master Batty {m 35 cI n Master Bedroom Liv�1g 4„ 7 163 CfTr "5cirn ` t 5 3c 16x8 Dining C1,84 cfmJr Ba, _ S 4„ 14x6 E116 " �; lajynay �r14x6 jiy__ M W cfm t8" 5„ a` Bedroom 3 Entry Laundry V 1- w cfm � 57 cfm � 159cfrn 14x6 Bedroom 4 Garage Job#: Aval on H eati ng an d Air Scale: 1 : 87 Performed for: Page 1 American Classic Homes 3665 Spring Park Rd RightSuite®Universal 2017 36 Dudley St Jacksonville,FL 32207 17.0.28 RSU23882 Atlantic Beach,FL 32223 Phone:9042451818 2019-Feb-05 11:04:16 wwwavalonac.com ct Layouts\36 Dudley St 1505.rup Duct System Summary Job: wrightsoft' Date: Nov22,2018 Entire House By. Avalon Heating and Air 3665 Spring Park Rd,Jacksonville,FL 32207 Phone:9042451818 Web:wwwavalonac.com License:CMC1249968 Project • • For: American Classic Homes 36 Dudley St,Atlantic Beach,FL 32223 Heating Cooling External static pressure 0.50 in H2O 0.50 in H2O Pressure losses 0 in H2O 0 in H2O Available static pressure 0.50 in H2O 0.50 in H2O Supply/return available pressure 0.250/0.250 in H2O 0.250/0.250 in H2O Lowest friction rate 0.326 in/100ft 0.326 in/100ft Actual airflow 933 dm 933 dm Total effective length(TEL) 153 It SupplyDetail Table Design Htg Clg Design Diam H x W Duct Actual Ftg.Egv Name (Btuh) (dm) Orn) FR (in) (in) Matl Ln(ft) Ln(ft) Trunk Bath c 153 4 8 0.465 4.0 Oxo VIFx 12.6 95.0 st1 Bedroom 2 c 1827 91 92 OA23 6.0 Ox 0 VI Fx 23.1 95.0 st1 Bedroom c 1688 79 85 0.459 6.0 Oxo VIFx 19.0 90.0 st1 Bedroom4 h 3760 159 78 0.436 7.0 Oxo VIFx 19.6 95.0 st1 Dining c 1669 51 84 0.331 6.0 0x0 VIFx 30.9 120.0 st2 Entry h 947 40 33 0.473 4.0 Oxo VIFx 10.7 95.0 st1 Kitchen C 2493 71 126 0.448 7.0 Oxo VIFx 16.6 95.0 st1 Laundry c 1140 16 57 0.450 5.0 0x0 VIFx 16.0 95.0 st1 Living c 2279 111 115 0.326 6.0 Ox 0 VIFx 33.2 120.0 st2 Living-A c 2279 111 115 0.347 6.0 Ox 0 VIFx 29.2 115.0 st2 M.Closet c 62 2 3 0.341 4.0 Ox 0 VI Fx 26.5 120.0 st2 Master Bath h 822 35 21 0.335 4.0 Oxo VIFx 29.3 120.0 st2 Master Bedroom h 3855 163 116 0.333 8.0 Oxo VIFx 35.3 115.0 St2 SupplyDetail Table Trunk Htg CIg Design Veloc Diam H x W Duct Name Type (crim) (dm) FR Opm) (in) (in) Material Trunk st2 PeakAVF 472 454 0.326 601 12.0 0 x 0 VinlFlx st1 st1 PeakAVF 933 933 0.326 528 18.0 0 x 0 VinlFlx WI'Ig11tSOft, RighFSuiUe®Universal 201717.02 2019-Feb-0511:03:46 8RSU23882 Pagel ICCK ...Home\Dropbox'DuctLayoutsQ6Dudley St1505.rup Calc=MA Front Door faces:N Return Branch Detail Table Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size(in) (dm) (cfm) (ft) FR (fpm) (in) (in) Opening(in) Mat Trunk rb1 0x0 933 933 0 0 0 0 Ox 0 VIFx wrightsoft Right-Suihe®Universal 201717.0.28RSU23882 2019-Feb-05 11:03:46 4C 4_��',-..- _.Home�DropboxOuctLayouts\36Dudley St1505.rup Calc=MJ8 FrontDoorfaces: N OFFICE COPY Irwwvation ESICCMost Widely Accepted and TrustedEVALUATIONSERVICE Evaluation Re . . ICC-ES 1 (800)423-6587 1 (562) 699-0543 1 vrwwicc-es.org Reissued 03/2018 This report is subject to renewal 03/2020. 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 TM (NEW HARDIESHINGLE°) PANELS, HARDIEPLANKTM LAP SIDING, ARTISAN° LAP SIDING, AND HARDIESHINGLETM (NEW HARDIESHINGLE°) INDIVIDUAL SHINGLES ICC ICC ICC PMG C LISTED Look for the trusted marks of Conformity! kv-492 "2014 Recipient of Prestigious Western States Seismic Policy Council ■an (WSSPQ Award in Excellence" A Subsidiary of coop MINCAAI L ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not "`cs "'0 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 iSC:IEC IOuS to any finding or other matter in this report, or as to any product covered by the report. �e,fi e3aY �warca. 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 Section: 06 16 00—Sheathing James Hardie fiber-cement panels, plank lap siding, and 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 HardieShingle TI (New www.iameshardie.com info{o�jameshardie.com HardieSM Ingle ) panels, HardiePlankT"' (Cemplank®, 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 ll, HARDIESHINGLET. (NEW HARDIESHINGLE) 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 HARDIESHINGLE) 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 1.1 Compliance with the following codes: accordance with ASTM C177. 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)1 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 TM (New HardieShingle®) panels, ■ Types I, II, III, and IV(noncombustible)construction HardiePlankTM (Cemplank®, Prevail TM and RFC®) lap siding, Artisan Lap Siding, and HardieShingle TM (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: half-round, staggered-edge, and square-edge. New Attributes verified: HardieShingle 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 any other attributes not 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 to any 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. Page 1 of 27 ESR-2290 1 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 caulking application instructions; or (b) covered with an 4.0 DESIGN AND INSTALLATION 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 comers must be negative transverse load resistance of HardieShingle T"' installed and the siding must be finished in accordance (New HardieShingle) panels, HardiePlankTM (Cemplank®, with the manufacturer's application instructions. A /8-inch Prevail TM, and RFC ) lap siding, Artisan® Lap Siding, and (3.2 mm) gap must be left at locations where the siding ® butts against door and window trim and at internal or HardieShingle TM (New HardieShingle individual shingles 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, with or without wood structural panel sheathing, a Vertical joints must be made off-stud by means of the water-resistive barrier must be applied over the wood or tongue and groove joint. Tongue and groove joints may be metal framing members or wood structural panel sheathing located centrally between studs but d. closer than 4 inches in accordance with the applicable code. The panels must placed mm) from the edge of a stud. Nails must not be be fastened in accordance with the provisions of Table 4 of placed within 2 inches . mm) l j the tongue and groove this report. at the end of the planks. Vertical joints must be staggered 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 , iITM, 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 HardiePlankTM (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 f ESR-2290 j 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 HardieShingleTm (New HardieShingleo) panels, shingle course; for 12-inch-wide (305 mm) shingles, the HardiePlankTm (CemplanO, PrevailT"" and RFC®) lap third nail (see Table 14) must be installed mid-span of the siding, Artisan Lap Siding, and HardieShingleTm (New shingle. Nails must secure shingles but must not be HardieShingles) individual shingles described in this report over-driven. Trim and comers must be installed and the comply with, or are suitable alternatives to what is shingles must be finished in accordance with the specified in,those codes listed in Section 1.0 of this report, manufacturer's application instructions.A /8-inch (3.2 mm) subject to the following conditions: gap must be left at locations where the shingle butts against door and window trim and at internal or external 5.1 James Hardie®Building Products, Inc, products listed comers; 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 HardieShingleTm (New HardieShingleo) panels, The asymmetrical, load-bearing, one-hour fire-resistance- HardiePlank rmCemplanO, PrevailT"' and RFC®) lap rated wall assembly must consist of nominally 2-by-4 wood siding, Artisan Lap Siding, and HardieShingleTm studs spaced a maximum of 24 inches (610 mm) on (New HardieShinglee) 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 (CemplanO, PrevailT"' and RFC®) lap 7 Under the 2015 or 2012 IBC, Sect siding lapped a minimum of 1 5. ion 1403.5, /4 inches (32 mm). The installation on exterior walls of buildings Section Type I, 5 /2-inch-thick (12.7 mm), Type X, water-resistant core- , 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 a Peru, Illinois inches (102 mm) on center along the perimeter of each Plant City, Florida board.The outer layer of 5/16-inch-thick(7.5 mm), minimum 12-inch-wide (305 mm) HardiePlankTm (Cemplanko, a Pulaski,Virginia PrevailTM, and RFC®) lap siding must be applied over a Sparks, Nevada the /2-inch-thick (12.7 mm), Type X, water-resistant core-treated gypsum sheathing by attaching 11/2-inch-wide a Tacoma,Washington (38 mm) HardiePlankTm (CemplanO, PrevailTM, and RFC®) starter strips through the gypsum sheathing into the Waxahachie,Texas bottom plate and 12-inch-wide (305 mm) HardiePlankTm a Fontana, California (Cemplanko, PrevailTM, and RFC®) lap siding applied a 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., HardieShingleTm (New HardieShingle®) panels, 1. Maximum 100 percent of full allowable axial HardiePlankTm (Cemplanko, PrevailTM, and RFC®) lap compressive design load permitted for the wood siding, Artisan® Lap Siding, and HardieShingleTm (New species. HardieShingle®) individual shingles must cant' a label 2. Maximum allowable wood axial stress of 0.78 Ff,,which bearing the manufacturer's name and telephone number, must not exceed 0.78 Fc at a slenderness ratio la/d 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) HardiePlank®lap siding 4,5'/�,6,6'/4,71/4,7/2,8, 12,14 feet 6/16 8/4,9/4,9/2&12 Artisan®lap siding, 51/4,71/4,81/4 12,14 feet 6/6 Cemplank®lap siding 51/4'6;6'/4,,7'/4,71/2'8, 12,14 feet 6/16 8/4,9/2&12 PrevailTM lap siding 51/4,6,6'/4,,7'/4,71/2,8, 12, 14 feet 6/,6 8/4,9/2&12 RFCO lap siding 61/4,7'/2,8'/4,91/2&12 12,14 feet 6/16 New HardieShingle 5-inch exposure 48 14 inches 1/4 (square&staggered edge) New HardieShingle®7-inch exposure , , , (square&staggered edge) 48 15/4, 15/6 inches /4 HardieShingleTm panel (square&staggered edge) 48 16 inches /4 HardieShingleTm panel 48 16,19 inches '/4 (half round) New HardieShingle®individual 3'/2,41/2,51/2,7,83/4 14 inches 1/4 shingles 5-inch exposure New HardieShingle individual 43/,6,5'/2,63/4,7'/4,10, 151/4 inches 1/4 shingles 7-inch exposure HardieShingleTm 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 (•JI1l!EFF) (R) 1/4 1.95 0.51 7.80 0.13 6/16 2.07 0.48 6.62 0.15 For SI:1 inch=25.4 mm,1 Btu/h-ft2-°F=5.678 W/m2-K. 'Based on 1 inch of panel thickness. 2Actual value for panel thickness shown. ESR-2290 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 IBC1IRC,2006 2012 IBC IBC/IRC (Ultimate Design (Basic Wind Wind Seed, Speed,V,.das,) V„K,e) EXPOSURE EXPOSURE THICK FASTENER FASTENER FRAME STUD BLDG. CATEGORY CATEGORY PRODUCT (IN) TYPE SPACING TMPE, SPACING HEIGHT (IN.) (IN.) (FT.) B C D B C D Attached 0-15 126 85 163 110 HardieShingleTM 0.083" to'l,fi" shank 7/16"WSP (New "0.187"HD wood attached to 20 121 85 156 110 HardieShingle®) 4 13.75 structural Panel strai ht or half x 11/2"long framing per ( 9 rin shank panel code 40 105 85 136 110 round installation) 9 ails sheathing only 60 95 - 123 - Attached 0-15 105 85 136 110 0.083' � " - t0 /1g HardieShingleTM(New shank 7/16"WSP HardieShingle®) ,/� "0.187"HD 13.75 structural I attached to 20 105 - 136 - Panel(staggered x 1 /2"long framing per installation) ring shank panesheathl code 40 95 123 nail only 60 85 110 0.090' Attached 0-15 158 143 130 204 185 168 HardieShingleTM' shank t0 7/18" 7116"WSP (New 0.215"HD wood 20 158 139 127 204 179 164/s , B structural attached to HardieShingle®) x 112"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 Attached 0-15 172 156 142 222 201 183 HardieShingleTM 0.090" to /,s" shank 7/16"WSP wood 20 172 151 138 222 195 178 (New , "0.215"HD attached to 4 , 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 0.083" 2x4''orl 0-15 168 137 116 217 177 150 HardieShingleTM' shank Min.No. 20 168 137 116 217 177 150 (New , "0.187"HD at each 20 ga.x HardieShingle®) /4 x 11/2"long stud 3.62"x 16 40 168 126 105 217 163 136 Panel ring shank 1.375" nail' 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 HardieShingle D) /' 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 Ms. '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 Panelfaste 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. 3For 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,GCp=0.18.,GCp=1.4. 5For application to wood framing or wood-based sheathing,the minimum fastener penetration must be 1 inch into framing or the sheathing thickness as applicable. 6Va,d=nominal design wind speed. 'V�„=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. e 2015 and 2012 IBC Section 1609.3.1,Eqn.16-33, V„d=V„it 40.6 ESR-2290 ;Most Widely Accepted and Trusted Page 6 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)' 2012 IRC,2009 2015 IBC/IRC and IBC/IRC,2006 IBC/IRC 2012 IBC (Basic Wind Speed, (Ultimate Design v""d�,y,12) Wind Speed, V.n ) PRODUCT EXPOSURE EXPOSURE DIMENSION IN. FASTENER FASTENING FRAME STUD BUILDING CATEGORY CATEGORY PRODUCT2 1 a SPACING HEIGHT THICK. WIDTH TYPE METHOD TYPE (IN.) (FT.) B C D B C D Min.No. 0-15 168 168 147 217 217 190 ET&F pin 20 ga.x 20 168 168 147 217 217 190 HardiePlanke 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 HardiePlanke 5/16 6 0.100".1.5" Face Nailed 3.62"1'375 16 x 0.25"HD Metal 40 168 158 137 217 204 177 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 HardiePlanke 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 ET&F pin 20 168 147 126 217 190 163 ® s 7/.or 3.62"" HardiePlank /16 1 0.100".1.5" Face Nailed 6 7/2 x 0.25"HD 1.375" 40 168 137 121 217 177 156 Metal C-stud 60 168 126 116 217 163 150 Min.No. 0-15 168 147 126 217 190 163 ET&F pin 20 ga x3.62" 20 168 147 126 217 190 163 HardiePlank® 5/16 8 0.100".1.5" Face Nailed 1 37 16 x 0.25"HMetal D M 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 HardiePlanke 5/16 8-/4 0.100".1.5" Face Nailed 3.62 16 x 0.25"HD 1.375" 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 ET&F pin 20 168 137 116 217 177 150 s s 91/4 or 3.62 " HardiePlank /16 1 0.100"'1.5" Face Nailed 16 9/2 x 0.25"HD Metal 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 HardiePlanke 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 HardiePlanke 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 HardiePlanke 5/16 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)3(Continued) 2012 IRC,2009 20151BCIIRC and IBC/IRC,20061BC/IRC 2012 IBC (Basic Wind Speed, (Ultimate Design 2'9'12 Wind Speed, V..d ) .nV 10,11) PRODUCT STUD BUILDING EXPOSURE EXPOSURE PRODUCT DIMENSION IN. FASTENER FASTENING FRAME CATEGORY CATEGORY TYPE METHOD' TYPE" SPACING HEIGHT THICK. WIDTH (IN.) (FT.) B C D B C D Min.No. 0-15 160 137 116 207 177 150 ® s , ET&F pin 23 62'X 20 160 126 110 207 163 142 HardiePlank /15 61/4 0.100"'1.5" Face Nailed 1 375" 24 x 0.25'HD Metal 40 147 121 105 190 156 136 C-stud 60 137 116 95 177 150 123 Min.No. 0-15 160 116 100 207 150 129 ET& 20 ga.x .100 pin 20 158 116 95 204 150 123 o s 7/4 or 3.62"" HardiePlank /,6 0.100"'1.5" Face Nailed 24 7112 x 0.25"HD Meal 40 137 105 89 177 136 115 C-stud 60 126 95 89 163 123 115 Min.No. 0-15 160 116 95 207 150 123 ET&F pin 23 fit" x 20 158 116 95 204 150 123 HardiePlank® s/15 8 0.100""1.5" Face Nailed 1 375" 24 x 0.25"HD Metal 40 137 105 89 177 136 115 C-stud 60 126 95 85 163 123 110 Min.No. 0-15 158 116 95 204 150 123 ET&Fin 20 ga.x m s 1 p 3.62 20 158 105 95 204 136 123 HardiePlank /,5 6/� 0.100""1.5" Face Nailed 1 375" 24 x 0.25"HD Metal 40 137 100 85 177 129 110 C-stud 60 126 95 85 163 123 110 Min.No. 0-15 147 105 85 190 136 110 20 ga.x 1 ET&F pin 20 147 105 85 190 136 110 0 5 9/4 or 3.62" ' HardiePlank /,s 91/ 0.100" 1.5' Face Nailed 1 375" 24 ' x 0.25"HD Metal 40 126 95 85 163 123 110 C-stud 60 126 95 - 163 123 - Min.No. 0-15 106 96 87 137 124 112 ET&Fin 20 ga.x e s p 3.62"' 20 106 93 85 137 120 110 HardiePlank l,b 12 0.100"'1.5' Face Nailed 1 375" 24 x 0.25"HD Metal 40 102 87 - 132 112 C-stud 60 96 - - 124 - 0-15 158 126 105 204 163 136 o. HardiePlank ® s ET&F pin/16 4 0.100"'1.5' Blind Nailed Min.62"a X 16 20 158 121 100 204 156 129 x 0.313"HD 1.375" 40 147 110 95 190 142 123 60 137 105 95 177 136 123 0-15 158 126 105 204 163 136 ET&Fin Min.No. ® s p 20 a.x 20 158 121 100 204 156 129 3.62". HardiePlank 115 6 0.100""1.5" Blind Nailed 16 x 0.313"HD 1.375" 40 147 110 95 190 142 123 60 137 105 95 177 136 123 Min.No. ET&F 0-15 168 116 100 217 150 129 HardiePlank in ® s/15 6!4 0.100"'p 1.5" Blind Nailed 20 3 a.x 20 158 116 95 204 150 123". 16 62 x 0.313"HD 1 62" 40 137 105 89 177 136 115 60 126 100 85 163 129 110 0-15 147 105 85 190 136 110 ® s 7'/4 or ET&F pin Min.No.20 ga.x 20 137 100 85 177 129 110 HardiePlank /,5 1 0.100"'1.5" Blind Nailed 16 7/' x 0.313"HD 1.375" 40 121 89 - 156 115 60 110 85 142 110 ESR-2290 Most Widely Accepted and Trusted Page 8 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 3912 Wind Speed, V,.d ) Vm110.11) PRODUCT EXPOSURE EXPOSURE STUD BUILDING DIMENSION IN. FASTENER FASTENING FRAME CATEGORY CATEGORY PRODUCT , i 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 - HardiePlank® 5/16 8 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 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" 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.x162" 24 x 0.313"HD 1.375" 40 126 95 85 163 123 110 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. ® s 71/,or ET&F in 20 ga.x 20 126 95 163 123 HardiePlank /16 0,100"'1.5" Blind Nailed 24 7'/2 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 HardiePlankx 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.No. 20 105 136 HardiePlankx 5/16 81/4 0.100".1.5" Blind Nailed 20 ga.x 24 x 0.313"HD 3.62" 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& 5/16 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 D=i D=i m m m m m m m m AN a d a a n n a n a a O CD m m m m m m m m m 0 >O a a A m a m m m W a n m T y A C O C SS o CDD V V 01 V1 f0 (D 00 V V 5 Z 0 S 0 �D rnCL CL CL CL rn rn rn rn rn rn rn rn rn r 3 3 3 3 3 3 3 3 3 3 T mZ 0 0 0 0 0 ' 3 3 3 3 3 3 r m m 4 > > > > > > > > > > T T T T T T T T T T T I y m m m m m m m m m m m m m m m m m Fpm ,'cs� Fpm ��2 Fpm ,'�sg x�$ x7$ Fpm x�$ mw+ 4 03Z o3Z ooZ o3Z o3Z 03Z 03Z o3Z 0 o3Z =m CD m(0 moi. 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FASTENER FASTENING FRAME CATEGORY CATEGORY THICK. WIDTH TYPE 4METHOD' TYPE1'0 SPACING HEIGHT (IN.) (FT.) B C D B C D No.8-18,1- 0-15 160 145 116 207 187 150 ® s 1 24 5/e long x Face 20 ga.x62" 20 160 141 110 207 182 142 HardiePlanke /,8 6/, 0.323"HD Screwed 3. ' ribbed bugle 1 62" 40 154 131 105 199 169 136 head screw 60 145 126 100 187 163 129 No.8-18,1- 0.15 160 126 105 207 163 136 1 5/a"long x Min.No. 20 160 121 105 207 156 136 HardiePlanke 5/15 7/4 or 0.323"HD Face 20 ga.x 24 7% ribbed bugle Screwed 3.62"' 40 147 110 95 190 142 123 head screw 1.375" 60 137 105 95 177 136 123 No.8-18,1- 0.15 160 126 105 207 163 136 ® s 5/5"long x Face Min a.x 20 160 121 100 207 156 129 HardiePlank /16 8 0.323"HD Screwed 0 ga . 24 ribbed bugle 1 375" 40 147 110 95 190 142 123 head screw 60 137 105 89 177 136 115 No.8-18,1- 0-15 160 121 105 207 156 136 5/9 long x Min.No. 20 160 121 100 207 156 129 HardiePlank® 5/18 81/4 0.323"HD Face 20 ga.x 24 ribbed bugle Screwed 3.62"' 40 137 105 95 177 136 123 head screw 1.375' 60 131 100 89 169 129 115 No.8-18,1- 0.15 158 116 95 204 150 123 1 5/8"long x Min.No. 20 158 110 95 204 142 123 e 5 9/.or 323Face 20 ga.x HardiePlank /,8 9,/z 0. "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 HardiePlank® 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 gau1.25"gong 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 HardiePlanke 5/16 7.5 1.25Through top 2 x 4 16 roofing nail edge of plank 40 125 107 99 161 138 127 60 118 102 95 152 132 123 0-15 125 114 103 162 147 133 No.11 Blind Nailed 20 125 110 101 162 143 130 HardiePlank® 5/1s 8 1.25"song Through top 2 x 4 16 roofing nail edge of plank 0 120 103 95 155 133 122 4 P60 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 IBC/IRC,20061BC/IRC 2012 IBC (Basic Wind Speed, (Ultimate Design 3e12Wind Speed, V..e' V."10,11) PRODUCT EXPOSURE EXPOSURE DIMENSION IN. FASTENER FASTENING FRAME STUD BHEIGHT CATEGORY CATEGORY THICK. WIDTH UILDING PRODUCT z 1e SPACING 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 1 gauge, g Through top 2 x 4 16 roofing nail edge of plank 40 118 101 93 152 130 120 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 HardiePlanO 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 gauge, Through top 2 x 4 16 1 n long 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 566 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 auge g Through 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 7.251 gauge,ng Through top 2 x 4 24 25"lo 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 gauge, Through top 2 x 4 24 1. long roofing nail edge of plank 40 102 87 - 132 113 - in 60 96 - 125 108 0-15 102 93 132 120 No 11 Blind Nailed 20 102 90 132 116 HardiePlank® 5/16 8 gauge, Through top 2 x 4 24 1.25"long edge of plank 40 98 - 127 roofing nail 60 93 - 120 - 0-15 100 91 129 117 No. 11 Blind Nailed 20 100 88 129 114 HardiePlank" 5/16 8.25 gauge, Through top 2 x 4 24 1. n long 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' 5/16 9.25 1 gauge, g Through top 2 x 4 24 roofing nail edge of plank 40 90 116 - 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 a o 12 Wind Speed, �.w'' 1 gum, „) PRODUCT STUD BUILDING EXPOSURE EXPOSURE PRODUCT DIMENSION IN. FASTENER FASTENING FRAME CATEGORY CATEGORY : ,' SPACING HEIGHT THICK. WIDTH TYPE METHOD TYPE' (IN.) (FT.) B C D B C D 0-15 93 119 No.11 Blind Nailed 20 93 119 HardiePlanke 5/16 9.5 1 25 gong 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 HardiePlanke 5/18 5.25 guagge,1.775 Through top 2 x 4 16 h 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 HardiePlanke 5/16 6.25 ging�o ng.75 Through top 2 x 4 16 roofing Nail edge of plank 40 170 148 137 219 191 176 60 164 142 132 211 183 170 0-15 164 149 136 212 193 175 No.11 Blind Nailed HardiePlank® 5/16 7 25 9 inch l ng Through top 2 x 4 16 20 164 145 132 212 187 171 inch long roofing Nail edge of plank 40 158 135 125 204 174 161 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 HardiePlanke 5/16 7.5 gunk,1.75 Through top 2 x 4 16 ng roofing Nail edge of plank 40 155 132 122 200 171 158 60 146 127 118 189 164 152 0-15 155 141 128 200 182 165 No.11 Blind Nailed 20 155 137125 200 176 161 HardiePlanke 5/16 8 gun helong5 Through top 2 x 4 16 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 75 Blind Nailed 20 152 134 123 197 173 158 HardiePlank® 5116 8.25 ginchech lon �g5 Through top 2 x 4 16 roofing Nail edge of plank 40 146 125 115 189 161 149 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 HardiePlanke 5/16 9.25 gincheloln'g5 Through top 2 x 4 16 roofing Nail edge of plank 40 137 117 108 176 151 139 60 129 112 104 167 145 134 0-15 140 1 127 116 1 181 164 149 No.11 Blind Nailed 20 140 124 113 181 160 146 HardiePlanke 5/16 9.5 gun helong5 Through top 2 x 4 16 roofing Nail edge of plank 40 135 115 106 174 1 148 1 137 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 HardiePlanke 5/16 5.25 guagelong5 Through top 2 x 4 24 inchroofing Nail edge of plank 40 158 135 125 204147 161 60 149 129 120 193 167 155 ESR-2290 1 Most Widely Accepted and Trusted Page 16 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 ]912 Wind Speed, v...3 .,e ) Vin10.11) PRODUCT STUD BUILDING EXPOSURE EXPOSURE DIMENSIONIN. FASTENER FASTENING FRAME CATEGORY CATEGORY PRODUCT z " 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® s/16 625 gunge, ng Through top 2 x 4 24 rich 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' s/16 7.25 guage,1.75 Through top 2 x 4 24 rich 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° s/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"' s/16 8 guage,1.75 Through top 2 x 4 24 rich 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 HardiePlank"' 5/16 8.25 guage,1.75 Through top 2 x 4 24 inch long edge of plank 40 119 102 94 154 132 122 roofing Nail 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 g P5 guage, 1.75 Through top 2 x 4 24 rich long edge of plank 40 112 95 88 144 123 114 roofing Nail 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 95 guage,1.75 Through top 2 x 4 24 rich long edge of plank 40 110 94 87 142 121 112 roofing Nail 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 58 137 217 204 177 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/, Min.No. 0-15 168 168 137 217 217 177 in.long x 20 ga.x ® s 0.375 in Blind 3.62"x 20 168 158 137 217 204 177 HardiePlank hs 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 20 168 158 131 217 204 169 HardiePlank® 6/16 61/4 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 60 158 137 121 204 177 156 ESR-2290 i Most Widely Accepted and Trusted Page 17 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 2's'+2 Wind Speed, V..d 1 VW1+0.++) PRODUCT STUD BUILDING EXPOSURE EXPOSURE PRODUCT DIMENSION IN. FASTENER FASTENING FRAME CATEGORY CATEGORY 2 +8 ACING HEIGHT THICK. WIDTH TYPE METHOD TYPE' SP(IN) (FT.) B C D B C D No.8 x 1+/4 Min.No. 0-15 168 152 126 217 196 163 in.long x 20 ga.x 20 168 147 116 217 190 150 HardiePlanke s/+s 7+/�or 0.375 in. Blind 3.62"x 16 waferhead Metal 7'/2 HD ribbed Screwed 1.375" 40 168 137 116 217 177 150 C- screws stud 60 158 126 110 204 163 142 No.8 x 1+/4 Min.No. 0-15 168 147 116 217 190 150 in.long x 20 ga.x 20 168 137 116 217 177 150 HardiePlanke 5/16 8 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 1+/4 Min.No. 0-15 168 1 142 121 217 183 156 in.long x 20 ga.x 20 168 137 116 217 177 150 HardiePlanke s/+s g+/4 0.375 in. Blind 3.62"x 16 HD ribbed Screwed 1.375" 40 waferhead Metal G 158 126 110 204 163 142 screws stud 60 147 116 105 190 150 136 No.8 x 1+/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 9+/4 or 0.375 in. Blind 3.62"x HardiePlank /,s 9+/2 HD ribbed Screwed 1.375" 16 waferhead Metal G 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 HardiePlanke 5/16 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 1+/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* 5/16 6 0.375 in. Blind 3.62"x 24 HD ribbed Screwed 1.375" waferhead Metal C- 40 152 121 105 196 156 136 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 HardiePlanke 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 1+/4 Min.No. 0-15 160 126 105 207 163 136 in.long x 20 ga.x 20 160 116 100 207 150 129 /2 HardiePlank* s/1s 7+/4 or 0.375 in. Blind 3.62"x 24 7 HD ribbed Screwed 1.375" 40 147105 89 190 136 115 waferhead Metal C- screws stud 60 137 89 89 177 115 115 No.8 x 1+/4 Min.No. 0-15 160 121 100 207 156 129 in.long x 20 ga.x HardiePlanke s/16 8 0.375 in. Blind 3.62"x 24 HD ribbed Screwed 1.375" waferhead Metal C- 40 142 105 89 183 136 115 screws stud 60 131 100 89 169 129 115 No.8 x 1+/4 Min.No. 0-15 160 121 100 207 156 129 in.long x 20 ga.x 20 158 116 100 204 150 129 20 158 116 100 204 150 129 HardiePlanke 5/16 8+/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 Most Widely Accepted and Trusted Page 18 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)'(Continued) 2012 IRC,2009 2015 1BCIIRC and IBC/IRC,2006 IBC/IRC 2012 IBC (Ultimate Design (Basic Wind Speed, V 3912 Wind Speed, „ e" VWi ) ) PRODUCTSTUD BUILDING EXPOSURE EXPOSURE DIMENSION IN. FASTENER FASTENING FRAME CATEGORY CATEGORY PRODUCT • : s SPACING HEIGHT THICK. WIDTH TYPE METHOD TYPEI's (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 9'/4 or 0.375 in. Blind 3.62"x HardiePlank /16 9% HD ribbed Screwed 1.375" 24 40 131 95 85 169 123 110 waferhead Metal C- 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® 5/16 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 2 x 4 16 Through top 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 HardiePlanke 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 wood 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 8.25 shank X Through top 2 x 4 16 0.222 inch edge of plank wood 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 wood 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 Most Widely Accepted and Trusted Page 19 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)'(Continued) 2012 IRC,2009 20151BC/IRC and IBCIIRC,2006 IBC/IRC 2012 IBC (Basic Wind Speed, (Ultimate Design 2e1: Wind Speed, Vuh ) PRODUCT STUD BUILDING EXPOSURE EXPOSURE DIMENSION IN. FASTENER FASTENING FRAME PRODUCT 1e SPACING HEIGHT CATEGORY CATEGORY THICK. WIDTH TYPE METHOD TYPE' (IN.) (FT.) B C D B C D binch longong X 0-15 115 104 95 148 134 123 0.093 inch shank X Blind Nailed 20 115 102 93 148 132 120 HardiePlank® 5/16 5.25 0.222 inch Through top wood 24 40 110 94 87 142 121 head edge of plank 112 diameter 60 104 91 - 134 117 siding nail binch 0-15 103 93 133 120 longong X - 0.093 inch shank X Blind Nailed 20 103 91 133 117 HardiePlank® s 2 x 4/16 6.25 0.222 inch Through top Wood 24 head edge of plank 40 99 - 128 - diameter 60 93 - 120 siding nail 6d-2 inch 0-15 94 85 121 110 longong X - 0.093 inch Blind Nailed 20 94 - 121 HardiePlank® 5/16 7.25 shank X Through top 2 x 4 24 0.222 inch edge of plank Wood 40 90 head 116 diameter 60 85 110 siding nail 6d-2 inch long X 0-15 92 119 0.093 inch Blind Nailed 20 92 119 HardiePlank® 5/16 7.5 0 shank X 222 inch Through top wood 24 head edge of plank 40 88 114 diameter siding nail 60 - _ 6d-2 inch long X 0-15 89 115 0.093 inch Blind Nailed 20 89 115 HardiePlank® s/16 8 shank X Through top 2 x 4 24 0.222 inch edge of plank Wood 40 85 110 head diameter sidingnail 60 6d-2 inch long X 0-15 87 112 0.093 inch Blind Nailed 20 87 112 HardiePlank® 5/16 8.25 shank X Through top 2 x 4 24 0.222 inch Wood 40 head edge of plank diameter sidinq nail 60 - _ 0.092" 0-15 153 138 126 198 178 163 shank X face nailed 20 153 135 123 198 174 159 HardiePlank® 5/16 58.25 0.222"HD X through plank 2 x 4 16 2.5"long overlap Wood 40 146 125 116 188 161 150 galy.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 2 x 4 16 2.5"long overlap Wood 40 137 117 108 177 151 139 galv.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 20151BC/IRC and IBCARC,2006 IBCARC 2012 IBC (Basic Wind Speed, (Ultimate Design „1 N„d'' ) vun10,11) PRODUCT STUD BUILDING EXPOSURE EXPOSURE DIMENSION IN. FASTENER FASTENING FRAME CATEGORY CATEGORY PRODUCT TYPE` METHOD TYPE" SPACING HEIGHT THICK. WIDTH (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® 5/16 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 60 128 111 103 165 143 133 0-15 123 112 101 159 144 131 0.092" shank X face nailed 20 123 108 99 159 140 128 HardiePlank® 5/15 12 0.222"HD X through plank 2 x 4 16 2.5"long overlap wood 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® 5115 58.25 nail,0.113' through plank 2 x 4s 16 0.260"HD X shank Xoverlap 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 HardiePlank® 5/16 58.25 nail,0.113" through plank 2 x 4s 24 0.260"HD X overlap wood 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® 5/15 58.25 0.222"HD X through plank 2 x 4s 16 2"long galv. overlap wood 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® 5/16 58.25 0.222"HD X through plank woods 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® 5/15 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 screws center sheathin g only 60 188 163 152 243 210 196 Attached 0-15 183 166 151 236 214 195 No.8 X 1- blind screw to 7/16" 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 screws 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 screws center sheathin g only 60 150 130 120 194 168 155 Attached 0-15 150 136 124 194 176 160 No.8 X 1- blind screw to 7/16" 5/8"long X through top wood 7/16"WSP 20 150 133 121 194 172 156 HardiePlank® 5115 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 screws center sheathin g only 60 136 118 110 176 152 142 ESR-2290 Most Widely Accepted and Trusted Page 21 of 27 TABLE 4-MAXIMUM BASIC WIND SPEED(mph)'(Continued) 2012 IRC,2009 20151BC/IRC and IBC/IRC,2006 IBCIIRC 2012 IBC (Basic Wind Speed, (Ultimate Design c'alx Wind Speed, �/uy ) Vu"10.11) PRODUCT STUDBUILDING EXPOSURE EXPOSURE ME PRODUCT DIMENSION IN. FASTENER FASTENING FRACATEGORY CATEGORY s x 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® 5/15 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 screw' 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® 5/15 58.25 0.215"HD X edge of plank structural attached 1.5"long at 8 in.on ring shank Panel per code 40 139 119 110 179 154 142 nails center sheathin 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® 5/15 58.25 0.215'HD X edge of plank structural attached 1.5"long at 6 in.on ring shank Panel per code 40 159 136 125 205 176 161 nails center sheathin g only 60 150 130 121 194 168 156 0.091" Attached 0-15 100 91 - 129 117 - shank, Face Nailed to 7/16" ® 5 0.221"HD, through the wood 7/16"WSP 20 100 88 129 114 HardiePlank /15 `91/2 1.5"long overlap at 12" structural attached ring shank O.C. panel sheathin per code 40 96 - 124 nail g only 60 91 - 117 0-15 184 167 152 238 216 196 0.092" shank X blind nail 20 2X4 184 162 148 238 209 191 Artisan®Lap 5/8 5.25 0.225"HD X through top 7 16 2.25"long edge of plank Wood 40 177 151 140 229 195 181 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 5/5 7.25 0.225"HD X through top Wood? 16 2.25"long edge of plank 40 129 111 102 167 143 132 galv.Nail 60 122 106 98 158 137 127 0.092" 0-15 117 106 96 151 137 124 shank X blind nail 20 117 103 94 151 133 121 Artisan®Lap 5/e 8.25 0.225"HD X through top 2X4 7 16 2.25"long edge of plank WOod 40 112 96 88 145 124 1 114 galv.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 5/5 5.25 0.225"HD X through top Wood? 24 2.25"long edge of plank 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 5/5 7.25 0.225"HD X through top Wood? 24 2.25"long edge of plank 40 95 - 123 galv.nail 60 90 116 0.092" 0-15 88 114 shank X blind nail 20 88 114 Artisan®Lap 5/5 8.25 0.225"HD X through top 2X4 7 24 2.25"long edge of plank Wood 40 - galv.nail 60 ESR-2290 Most Widely Accepted and Trusted Page 22 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, Vasd7,9.12) Wind Speed, V,,10,11) PRODUCT STUD BUILDING EXPOSURE EXPOSURE DIMENSION IN. FASTENER FASTENING FRAME CATEGORY CATEGORY PRODUCT 2 e 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- x 5/8"long X blind screw 20 ga. 20 181 159 146 234 205 188 Artisan®Lap % 5.25 0.323"HD through top 3.62"x 16 ribbed bugle edge of plank 1.375" 40 174 148 137 225 191 177 Metal C- 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 5/9 7.25 0.323"HD through top 1 37 x 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 5/8"long X blind screw 20 ga. 20 149 131 120 192 169 155 Artisan®Lap 5/9 8.25 0.323"HD through top 3.62"x 16 ribbed bugle edge of plank 1.375 40 143 122 113 185 158 146 head screw Metal C- stud 60 135 117 109 174 151 141 Min.No. 0-15 180 163 148 232 210 191 No 8 X 1- x 5/8"long X blind screw 20 ga. 20 180 158 145 232 204 187 Artisan®Lap 5/9 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 Metal C- head screw stud 60 163 141 131 210 182 169 Min.No. 0-15 144 130 118 186 168 152 No.8 X 1- x 5/8"long X blind screw 20 ga. 20 144 127 116 186 164 150 Artisan®Lap % 7.25 0 323"HD through top 3.62"x 24 ribbed bugle edge of plank 1'375" 40 138 118 109 178 152 141 head screw Metal C- stud 60 130 113 105 168 146 136 Min.No 0-15 132 119 108 170 154 139 No 8 X 1- . 5/8"long X blind screw 20 gax 20 132 116 106 170 150 137 Artisan®Lap 5/9 8.25 0.323"HD through top 1 375'.x 24 Metal 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 Sl: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. 4ETSF pin fasteners have knurled shanks. 'Fastener length shall be sufficient to penetrate back side of the minimum 7/16"WSP sheathing by at least 1/4"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-d=nominal design wind speed. 1OV„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. 22015 and 2012 IBC Section 1609.3.1,Eqn.16-33, V-d=V111 X0.6 ESR-2290 !Most Widely Accepted and Trusted Page 23 of 27 TABLE 5-(V,.d 100 MPH;V,,,,129 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-&71/2-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 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 W7-ICC,head diameter.=0.30 in.,shank diameter.=0.145 in., length=1.5 in.),Aerosmith SurePin block Nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.5 in.),or Jaaco Nail Pro(NP145S head diameter=0.30 in.,shank diameter=0.145 in.,length=1.5 in.)'Maximum nominal design wind speed(Vasa)shall be 100 mph.Maximum ultimate design wind Speed(V,„)shall be 129 mph. °Interpolation of spacing to address building height and other plank widths is permitted. SThe lap conceals the fasteners of the previous course(Blind Nailed). TABLE 6-(V.,d 110 MPH;V,,,,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 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 24 24 22 24 24 19 24 21 17 23 19 15 20 24 24 21 24 22 18 24 20 16 23 18 15 30 24 24 20 24 20 17 24 18 15 23 16 14 40 24 22 19 24 19 16 24 17 15 21 15 13 50 24 21 18 24 18 16 22 16 14 20 14 12 60 24 20 18 23 18 15 21 16 14 19 14 12 For SI:1 inch=25.4 mm,1 foot=305 mm, 1 mph=0.44 m/s. 'HardiePlank"Lap Siding fasteners must be ET&F Fastening Systems,Inc.ET&F block Nail(ET&F No.ASM-144-125,head diameter.=0.30 in.,shank diameter.=0.144 in.,length=1.25-in.long),Max System block Nail(CP-C 832 W7-ICC,head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.3 in.), Aerosmith SurePin block nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.25 in.),or Jaaco Nail Pro(NP145S head diameter=0.30 in., shank diameter=0.145 in.,length=1.25 in.). '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 W7-ICC,head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.5 in.), Aerosmith SurePin block Nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.5 in.),or Jaaco Nail Pro(NP145S head diameter=0.30 in.,shank diameter=0.145 in.,length=1.5 in.). 'Maximum nominal design wind speed(Vasa)shall be 110 mph Maximum ultimate design wind speed(V,„)shall be 142 mph. °Interpolation to address building height and other plank widths is permitted. SThe lap conceals the fasteners of the previous course(Blind Nailed). TABLE 7-(V„d 120 MPH;V.,155 MPH)' ALLOWABLE FASTENER SPACING(IN.) JAMES HARDIE LAP SIDING FASTENED TO ASTM C90 CONCRETE MASONRY UNIT WALL'3,4 Building :502-inch wide 71/4-&7'/2-inch wide 8-&8'/,-inch wide 9'/4-&02-inch wide Height(feet) Exposure Exposure Exposure Exposure B C D B C D B C D B C D 0-15 24 23 19 24 20 17 21 18 15 19 16 13 20 24 22 18 24 19 16 21 17 14 19 15 12 30 24 20 17 24 17 15 21 15 13 19 14 12 40 24 19 16 22 16 14 20 14 12 18 13 11 50 24 18 16 21 16 13 18 14 12 17 12 11 60 23 17 15 20 15 13 18 13 11 16 12 10 For SI:1 inch=25 4 mm,1 foot=305 mm, 1 mph=0.44 m/s. HardiePlank®Lap Siding fasteners must be ET&F Fastening Systems,Inc.ET&F block Nail(ET&F No.ASM-144-125,head diameter.=0.30 in.,shank diameter.=0.144 in.,length=1.25-in.long),Max System block Nail(CP-C 832 W7-ICC,head diameter.=0.30 in,shank diameter.=0.15 in.,length=1.3 in.). Aerosmith SurePin block nail(head diameter=0.30 in.,shank diameter=0 144 in.,length=1.25 in.),or Jaaco Nail Pro(NP145S head diameter=0.30 in., Shank diameter=0.145 in,length=1.25 in.). '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 W7-ICC,head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.5 in.), Aerosmith SurePin block Nail(head diameter=0.30 in.,shank diameter=0.144 in,length=1.5 in.),or Jaaco Nail Pro(NP145S head diameter=0.30 in., shank diameter=0.145 in.,length=1.5 in.).'Maximum nominal design wind speed(Vasa)shall be 120 mph.Maximum ultimate design wind speed(V,,n)shall be 155 mph. °Interpolation to address building height and other plank widths is permitted. 5 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-( ld 130 MPH;V,,,,168 MPH)' ALLOWABLE FASTENER SPACING(IN.) JAMES HARDIE LAP SIDING FASTENED TO ASTM C90 CONCRETE MASONRY UNIT WALL'2,4.5 Building :502-inch wide V/4-&V/2-inch wide 8-&81/4-inch wide 9'14-&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 15 13 17 13 11 15 11 10 13 10 9 For SI: 1 inch=25.4 mm,1 foot=305 mm,1 mph=0.44 m/s. 'HardiePlank®Lap Siding fasteners must be ET&F Fastening Systems,Inc.ET&F block Nail(ET&F No.ASM-144-125,head dia.=0.30 in.,shank dia.=0.144 in.,length=1.25-in.long),Max System block Nail(CP-C 832 W7-ICC,head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.3 in.),Aerosmith SurePin block nail(head diameter=0.30 in.,shank diameter=0 144 in,length=1.25 in.),or Jaaco Nail Pro(NP145S head diameter=0.30 in.,shank diameter =0.145 in.,length=1.25 in.) '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 W7-ICC,head diameter,=0.30 in.,shank diameter.=0.145 in.,length=1.5 in.), Aerosmith SurePin block Nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.5 in.),or Jaaco Nail Pro(NP145S head diameter=0.30 in.,shank diameter=0.145 in.,length=1.5 in.). 'Maximum nominal design wind speed shall be 130 mph Maximum ultimate design wind speed(V„„)shall be 168 mph. °Interpolation to address building height and other plank widths is permitted. 'The lap conceals the fasteners of the previous course(Blind Nailed). TABLE 9-(V„d 140 MPH;V„i,181 MPH)' ALLOWABLE FASTENER SPACING(IN.) JAMES HARDIE LAP SIDING FASTENED TO ASTM C90 CONCRETE MASONRY UNIT WALL''2'`'s Building <02-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 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. 'HardiePlanks'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.). '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 W7-ICC,head diameter.=0.30 in.,shank diameter =0.145 in.,length=1.5 in.), Aerosmith SurePin block Nail(head diameter=0.30 in.,shank diameter=0.144 in,length=1.5 in.),or Jaaco Nail Pro(NP145S head diameter=0.30 in.,shank diameter=0.145 in.,length=1.5 in.).'Maximum nominal design wind speed shall be 140 mph.Maximum ultimate design wind speed(V„„)shall be 181 mph. °Interpolation to address building height and other plank widths is permitted. 'The lap conceals the fasteners of the previous course(Blind Nailed) TABLE 10-(V-d 150 MPH;V,,,,194 MPH)' ALLOWABLE FASTENER SPACING(IN.) JAMES HARDIE LAP SIDING FASTENED TO ASTM C90 CONCRETE MASONRY UNIT WALL ''2,a,s Building <61/2-inch wide 7'/4-&7'/2-inch wide 8-&81/4-inch wide 91/4-&91/2-inch wide Height(feet) Exposure Exposure Exposure Exposure B C D B C D B C D B C D 0-15 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 'HardiePlank8 Lap Siding fasteners must be ET&F Fastening Systems,Inc.ET&F block Nail(ET&F No.ASM-144-125,head diameter.=0.30 in.,shank diameter =0.144 in.,length=1.25-in.long),Max System block Nail(CP-C 832 W7-ICC,head dia.=0.30 in,shank dia.=0.145 in.,length=1.3 in.),Aerosmith SurePin block nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1 25 in.),or Jaaco Nail Pro(NP145S head diameter=0.30 in.,shank diameter =0.145 in,length=1.25 in.). 'Artisanr'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,,,,)shall be 194 mph. °Interpolation 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 HARDIESHINGLET (NEW HARDIESHINGLE-) INDIVIDUAL SHINGLE EXTERIOR WALL FINISH 2012 IRC,2009 IBC/IRC,2006 2015 IBC/IRC and 2012 IBC IBC/IRC (Ultimate Design Wind Speed, (Basic Wind Speed,V„d''2,S Vd') Weather Exposure and Height of Exposure Cate o Exposure Category Sheathing Type Siding Fastener Type Fastener Location Building B C B C feet 8 inch exposure 0-15 126 110 163 142 2 roofing nails 9 inches from 20126 105 163 136 butt edge 40 126 95 163 123 60 126 89 163 115 7 inch exposure 0-15 126 126 163 163 2 roofing nails 8 inches from 20 126 121 163 156 is Min. HD in.shank x 40 126 110 163 142 Minimum /yi inch thick 0 371 in.HD x 1'/,in.long butt edge 60 126 105 163 136 plywood complying with DOC corrosion resistant roofing PS 1-95 9 0-15 126 126 163 163 Nail 6 inch exposure 20 126 126 163 163 2 roofing nails 7 inches from 40 butt edge 126 121 163 156 60 126 116 163 150 5 inch exposure 0-15 126 126 163 163 2 roofing nails 6 inches from ?0126 126 163 163 butt edge 40 126 121 163 156 60 126 116 163 1 150 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. 'V„d=nominal design wind speed. 'Vd=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„d0.6 TABLE 12—ALLOWABLE BASIC WIND SPEEDS(MPH)FOR HARDIESHINGLET”' (NEW HARDIESHINGLE'm) INDIVIDUAL SHINGLE EXTERIOR WALL FINISH 2012 IRC,2009 IBC/IRC,2006 20151BC/IRC and 2012 IBC IBC/IRC (Ultimate Design Wind Speed, (Basic Wind Speed,V-141) Vx'A) Weather Exposure and Height of Exposure Category Exposure Category Sheathing Type Siding Fastener Type Fastener Location Building B C B C feet 8 inch exposure 0-15 126 89 163 115 2 siding nails 9 inches from 20 126 89 163 115 butt edge 40 105 85 136 110 60 100 129 7 inch exposure 0-15 126 105 163 136 2 siding nails 8 inches from 20 126 100 163 129 Min.0.091 in.shank x butt edge 40 121 95 156 123 Minimum'/,s inch thick OSB 0.221 in.HD x 1 Iz in.long 9 60 116 89 150 115 sheathing complying with corrosion resistant siding 0-15 126 116 163 150 DOC-PS 2-95 Nail 6 inch exposure PO 126 110 163 142 2 siding nails 7 inches from butt edge 40 126 105 163 136 60 126 95 163 123 5 inch exposure 0-15 126 116 163 150 8 110 163 142 2 siding nails 6 inches from 20 12 40 126 105 163 136 butt edge For SI:1 foot=305 mm,1 inch=25 4 mm,1 mph=0.44 m/s. 60 126 1 95 1 163 123 '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. zV„d=nominal design wind speed. 'Vit=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=Vi, -06 TABLE 13—ALLOWABLE BASIC WIND SPEEDS(MPH)FOR HARDIESHINGLE'm(NEW HARDIESHINGLET-) INDIVIDUAL SHINGLE EXTERIOR WALL FINISH 2012 IRC,20091BC/1RC,2006 2015 IBC/IRC and 2012 IBC IBC/IRC (Ultimate Design Wind Speed, (Basic Wind Speed,V„d''''S) V„i,, Weather Exposure and Fastener Height of Exposure Category Exposure Category Sheathing Type Siding Fastener Type Location Building B C B feet C 8 inch 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 40 100 100 129 129 narrower,9 inches from drip edge 60 0 95 123 123 7 inch exposure 0-15 126 126 163 163 7 Min.0.091 in.shank x 3 nails for shingles greater than 8 in. 20 121 121 156 156 Minimum /,6 inch thick OSB wide,2 nails for shingles 8 in.wide and 40 110 110 142 142 0.221 in.HD x 1/Z in.long sheathing complying with corrosion resistant siding narrower,8 inches from drip edge 60 105 105 136 136 DOC-PS 2-95 Nail 6 inch 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,7 inches from drip edge 60 121 121 156 156 5 inch exposure 0-15 126 126 163 163 3 nails for shingles greater than 8 in. 20 1 126 126 163 163 wide,2 nails for shingles 8 in.wide and 40 126 126 163 163 narrower,6 inches from drip edge 60 121 121 156 156 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 A 2V„d=nominal design wind speed. 'Vd=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, -d=V„i, ESSERKE 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.iameshardie.com infoCDjameshardie.com EVALUATION SUBJECT: HARDIESHINGLETM(NEW HARDIESHINGLE) PANELS, HARDIEPLANK TM 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 Code`s(CBC) ■ 2016 California Residential Code®(CRC) 2.0 CONCLUSIONS 2.1 CBC: 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 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 Responsibilit4 Areas or any Wildland–Urban Interface Area requires installation in accordance with the 2015 International Building Code (IBC)provisions of the master report and the additional requirements of CBC Sections 701A.3, 704A.3 and 707A.3, as applicable. 2.2 CRC: The HARDIESHINGLETM (NEW HARDIESHINGLE) PANELS, HARDIEPLANKTM LAP SIDING, ARTISAN' LAP SIDING, and HARDIESHINGLETM (NEW HARDIESHINGLE) INDIVIDUAL SHINGLES, described in Sections 2.0 through 7.0 of the master evaluation report ESR-2290, comply with CRC Chapter 7, provided the design and installation are in accordance with the 2015 International Residential Code(IRC)provisions noted in the master report. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not 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 ..� to any 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. 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 in 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. UFFICE CUPY REVALUATIONMost Widely Accepted and TrustedSERVICE reportLK �SEAPCH LASS ICC-ES Evaluation Report ESR-1844 This 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: HARDIEPANEL° (PREVAILT"", CEMPANEL®) SIDING, HARDIFLEX° SIDING AND HARDITEX° BASEBOARD IN IN IN C PMG �� LISTED Look for the trusted marks of Conformity! "2014 Recipient of Prestigious Western States Seismic Policy Council AT10MAt (WSSPC)Award in Excellence" A Subsidiary of cooE�NiERNc2"i r ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not "`ca"—W1° specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a t recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as 150:IEC to any finding or other matter in this report, or as to any product covered by the report. gyp,.'« •«wauca. Copyright® 2017 ICC Evaluation Service, LLC. All rights reserved. ES ICC-ES Evaluation Report ESR-1844 Reissued November 2017 This report is subject to renewal November 2019. 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 3.0 DESCRIPTION COMPOSITES 3.1 General: Section: 0616 OO—Sheathing The panels are single-faced, cellulose fiber–reinforced DIVISION: 07 00 00—THERMAL AND MOISTURE cement TQber-cement)products identified as HardiePanel® PROTECTION (Prevail Cempanel ) panel siding, Hardiflexe panel Section: 07 46 46—Fiber-Cement Siding siding and Harditex® Baseboard; and are supplied either unprimed or primed for subsequent application of a REPORT HOLDER: compatible primer and/or exterior-grade top coat(s). JAMES HARDIE BUILDING PRODUCTS,INC. The panels comply with ASTM C1186, Grade II, Type A. 10901 ELM AVENUE They have a nominal density of 83 Ibs/ft (1332 kg/m ); a FONTANA,CALIFORNIA 92337 flame-spread index of 0 or less and a smoke-developed (909)356-6300 index of 5 or less when tested in accordance with ASTM infofthresearchusa.com E84; and are classified as noncombustible when tested in accordance with ASTM E136. Thermal conductance www.iameshardie.com ( and thermal resistance (R) values for the panels are as EVALUATION SUBJECT: shown in Table 2. When tested in accordance with ASTM E96, products with a thickness of 1/4 inch (6.4 mm) and HARDIEPANEL®(PREVAILT"",CEMPANEL )SIDING, 5/16 inch (7.5 mm) have permeance values given in HARDIFLEX®SIDING AND HARDITEX®BASEBOARD Table 3. 3.2 Materials: 1.0 EVALUATION SCOPE 3.2.1 HardiePanel® (PrevailT"", Cempanel Siding: Compliance with the following codes: HardiePanel®PrevailTM, Cempanel®siding is available with ■ 2015, 2012, 2009 and 2006 International Building various surface textures including smooth. Nominal Code®(IBC) product dimensions are noted in Table 1 of this report. ■ 2015, 2012, 2009 and 2006 International Residential 3.2.2 Hardiflexe Siding: Hardiflexe siding is available in Code®(IRC) various textures including smooth. Nominal product dimensions are noted in Table 1 of this report. ■ 2006 International Energy Conservation Code®(IECC) 3.2.3 Harditex Baseboard: Harditex Baseboard is ■ 2013 Abu Dhabi International Building Code(ADIBC)t used as a starter strip for exterior applications of walls and 1The ADIBC is based on the 2009 IBC.2009 IBC code sections referenced soffits. Harditex Baseboard has an untextured finish and in this report are the same sections in the ADIBC. is available with either tapered or trough edges on the two Properties evaluated: long sides for joint treatment or all square edges. Harditex Baseboard is supplied either sealed or unsealed for the ■ Weather protection subsequent application of a primer or sealer by the end ■ Structural user as a component in a direct-applied exterior coating or finish system. Nominal dimensions are noted in Table 1 of ■ Noncombustible(Types I, II, III and IV)construction this report. ■ Fire-resistance-rated construction 3.3 Fasteners: ■ Thermal resistance Fastener type, size and spacing must be as shown in 2.0 USES Table 4. The James Hardie fiber-cement panels described in this 4.0 DESIGN AND INSTALLATION report are used as exterior wall coverings.The panels may 4.1 Design: be used in fire-resistance-rated construction as set forth in Section 4.3 and may be used on exterior walls of Types I, The maximum basic wind speeds for positive and negative II, III, IV and V construction. transverse load resistance are presented in Table 4. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not 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 to any finding or other matter in this report,or as to any product covered by the report. w�,w Copyright©2017 ICC Evaluation Service,LLC. All rights reserved. Page 7 of 6 ESR-1844 ! Most Widely Accepted and Trusted Page 2 of 6 4.2 Installation: members. All board joints must be backed by framing 4.2.1 General: The manufacturer's published installation members. The 5/8-inch-thick (15.9 mm) gypsum board instructions and this report must be strictly adhered to and joints and screw heads must be finished in accordance a copy of this report and the instructions must be available with ASTM C840. on the jobsite during construction. The panels must be 4.3.1.2 Exterior Face: The exterior side of the studs must installed in accordance with IBC Section 1405.15 and IRC be covered with one layer Of (12.7 mm), Type Tables R703.4 and R703.10.2, and the manufacturer's X, water-resistant gypsum board complying with ASTM installation instructions. C1396, followed by one layer of minimum 1/4-inch-thick 4.2.2 HardiePanel® (PrevailTM, Cempanel®) Siding: The (6.4 mm) HardiePanel® (Prevail TM, Cempanel®), or panels are applied with the long dimension either parallel Hardiflex siding or Harditex Baseboard. The Type X or perpendicular to framing. Vertical joints are fastened at gypsum boards must be applied vertically to framing abutting sheet edges. Vertical joints must occur over members with vertical edges staggered 24 inches framing or wood furring members except where the panels (610 mm). The /2-inch-thick (12.7 mm), Type X gypsum are installed and fastened to wood structural panel board must be fastened to the framing members with sheathing in accordance with Table 4. The vertical joints 1 /4-inch-long (32 mm), Type S, gypsum board screws must be sealed with caulking covered with battens, or must spaced 24 inches (610 mm) on center. All gypsum board be designed to comply with IBC Section 1403.2 and IRC joints must be backed framing members. HardiePanel® Section R703.1 Horizontal joints must be flashed with (Prevail n, Cempanel , or Hardiflex siding and Harditex Z-flashing. Fasteners must be installed with a minimum Baseboards, must be fastened through the gypsum board 3/8-inch (9.5 mm) edge distance and a minimum 2-inch to the framing members with minimum 1 /8-inch-long (51 mm) clearance from corners. Where a specified level (41 mm) by minimum 0.323-inch (8.2 mm) HD self-drilling, of wind resistance is required, the panel siding is attached corrosion-resistant, ribbed buglehead or ribbed waferhead to framing members, furring members, or wood structural screws located a maximum of 8 inches 0203 mm) o n panel sheathing, appropriately s aced, with fastener types, center. HardiePanel (Prevail , Cempane ), Hardiflex oo lengths, and spacing described in Table 4. siding and Harditex° Baseboard joints require treatment similar to that described in Sections 4.2.2, 4.2.3 and 3.2.3, 4.2.3 Hardiflex Siding: The panels are applied with the respectively. long dimension either parallel or perpendicular to framing and with all panel edges supported by framing. Fasteners 4.3.2 Assembly 2-One-hour Nonload-bearing: The must be installed with a minimum 3/8_inch (9.5 mm) edge nonload-bearing, one-hour, fire-resistance-rated wall distance and a minimum 2-inch (51 mm) clearance from assembly consists of minimum 35/8-inch-deep (92 mm), corners. Joints must be fastened at abutting sheet edges. No. 20 gage [0.0359 inch (0.91 mm)], steel "C" studs Vertical joints must occur over framing members and must spaced at a maximum of 24 inches (610 mm) on center, be protected by PVC joint treatment, lumber battens, or with corresponding top and bottom tracks. Both sides of sealant. Horizontal joints must be flashed with metal the wall must be covered with one layer of 1/2-inch-thick Z-flashing and blocked with solid framing. Where a (12.7 mm), Type X gypsum board (interior side)/gypsum specified level of wind resistance is required, the panel sheathing (exterior side) complying with ASTM C1396, siding is attached to framing members, appropriately followed by one layer of minimum /4-inch-thick (6.4 mm) spaced, with fastener types, lengths, and spacing as noted HardiePanel® (Prevail TM, Cempanel°), or Hardiflexz' siding, in Table 4. or Harditex Baseboard.The panels must be applied either 4.2.4 Harditex Baseboard: The panels are applied with Perpendicular (horizontally) or parallel (vertically) to framing members. All board joints must be backed by framing and with all panel edges sup the long dimension either parallel supported framing.or perpendicular to framing. Base layer and face layer board joints of both wall sides must be offset by 24 inches (610 mm). The 1/2-inch- Vertical and horizontal joints must be sealed with a thick (12.7 mm), Type X gypsum board/sheathing must be sealant or bedding compound, including any required joint fastened to the framing members with minimum 1-inch- reinforcing mesh or tape, specified by the coating or finish long (25.4 mm), Type S, gypsum board screws spaced a system manufacturer. Fasteners must be installed with a maximum of 24 inches (610 mm) on center. The panels minimum /8-inch (9.5 mm) edge distance and a minimum must be fastened through the gypsum board to the level off inch mm) clearance from corners. Where a specified framing members with minimum 15/8-inch-long (41 mm) by lewind resistance is required, the baseboard is minimum 0.323-inch (8.2 mm) HD self-drilling, corrosion- attached to framing members, appropriately spaced, with resistant, ribbed, buglehead or ribbed waferhead screws fasteners types, lengths, and spacing as noted in Table 4, located a maximum of 8 inches (203 mm)on center. Panel 4.3 Fire-resistance-rated Assemblies: joints and fasteners require treatment similar to that 4.3.1 Assembly 1-One-hour Asymmetrical Nonload- described in Section 4.2.2,4.2.3 or 4.2.4,of this report. bearing: 5.0 CONDITIONS OF USE 4.3.1.1 Interior Face: The asymmetrical, nonload- The HardiePanel` (PrevailT""I Cempanel°) and Hardiflex bearing, one-hour fire-resistance-rated wall assembly panel sidings, and Harditex baseboard products, consists of minimum 35/8-inch-deep (92 mm), No. 20 gage described in this report comply with, or are suitable [0.0359-inch (0.91 mm)] steel "C" studs spaced at a alternatives to what is specified in, those codes listed in maximum of 24 inches (610 mm) on center, with Section 1.0 of this report, subject to the following corresponding top and bottom tracks. One layer of /8-inch- conditions: thick (15.9 mm), Type X gypsum board complying with ASTM C1396, 48 inches (1219 mm) wide, is applied 5.1 The panels must be installed in accordance with the vertically to the interior side of the studs and secured with applicable code, this report and the manufacturer's 1'/4-inch-long (32 mm), Type S, gypsum board screws, published installation instructions. In the event of a spaced 8 inches (203 mm) on center at board edges and conflict between this report and the manufacturer's 12 inches (305 mm) on center at intermediate framing instructions, this report governs. ESR-1844 1 Most Widely Accepted and Trusted Page 3 of 6 5.2 Design wind loads applied to the siding panels must • Cleburne, Texas be determined in accordance with the applicable code Plant City, Florida and must be equal to, or less than, the allowable ' loads shown in Table 4. • Tacoma,Washington 5.3 Use of the products listed in this report as a lateral- • Waxahachie,Texas force-resisting element of a shear wall that resists wind or seismic forces is beyond the scope of this • Peru, Illinois report. Walls must be braced by other means as • Pulaski,Virginia required by the applicable code. 5.4 The exterior plank and panel products installed on • Sparks, Nevada exterior walls must be installed over a weather- • Fontana, California resistive barrier in accordance with applicable codes. 6.0 EVIDENCE SUBMITTED In jurisdictions adopting the 2015 and 2012 IBC, Data in accordance with the ICC-ES Acceptance Criteria vertical and lateral flame propagation IBC Section for Fiber Cement Siding Used as Exterior Wall Siding 1403.5, exterior walls on buildings of Type I, ll, III or (AC90), dated June 2012 (revised September 2015). IV construction that are greater than 40 feet (12 192 mm) in height above grade plane and that contain a 7.0 IDENTIFICATION combustible water-resistive barrier must be shown to For field identification, James Hardie Building Products comply with NFPA 285. Inc., HardiePanel® (Prevail TM Cempanel®) and Hardiflexd 5.5 Flashing must be installed at all penetrations and panel sidings, and Harditex� baseboards, must bear a terminations in accordance with the applicable code label with the manufacturer's name and telephone number, and the manufacturer's instructions. the product name, and the evaluation report number 5.6 The products are manufactured at the following (ESR-1844). locations under a quality-control program with inspections by ICC-ES: TABLE 1—STANDARD NOMINAL PANEL DIMENSIONS"' PRODUCT WIDTH LENGTH THICKNESSES (inches) (feet) (inch) HardiePanel siding 48 8,9& 10 1/4&5/16 Cempanel siding 48 8,9, 10, 12 5/16 PrevailTM siding 48 8, 10,& 12 5/16 Hardiflex5 panel 48 8,9& 10 /4&5/16 Harditex'�baseboard 48 8, 9& 10 1/4&5h6 For SI: 1 inch=25.4 mm, 1 ft=305 mm. TABLE 2—"M'and"R"VALUES FOR FIBER-CEMENT PRODUCTS PRODUCT THERMAL THERMAL ACTUAL THERMAL ACTUALTHERMAL THICKNESS' CONDUCTANCE' RESISTANCE' CONDUCTANCE RESISTANCE (inch) KeH=Btu/hr-ft'°F R=1/Ker, (Kan) (R) 1/4 1.95 0.51 7.80 0.13 5/16 2.07 0.48 6.62 0.15 For SI: 1 inch=25.4 mm, 1 Btu/h-ft2-°F=5.678 W/m2-K. 'Based on 1 inch of panel thickness. 2Actual value for panel thickness shown. TABLE 3—PERMEANCE VALUES FOR FIBER-CEMENT PRODUCTS PRODUCT THICKNESS' PERMEANCE (inch) (perms) 1/4 1.75 5/16 1.54 For SI: 1 inch=25.4 mm, 1 perm=57 mg/(s m2 Pa). ESR-1844 Most Widely Accepted and Trusted Page 4 of 6 TABLE 4—MAXIMUM WIND SPEEDS FOR EXPOSURE CATEGORY(mph)2 2012 IRC,2009 IBC/IRC, 2012 IBC,2015 IBC/IRC 2006 IBC/IRC (Ultimate Design Wind (Basic Winds Speed, Speed,V„."') V-d' ) EXPOSURE EXPOSURE CATEGORY CATEGORY Minimum Stud Building Product Fastener Fastener Product Thickness Type Spacing(in.) Frame Type Spacing Height B C D B C D (in.) (ft.) (in.) 20 105 136 HardiflexO 1/4 4d common, 8 2 x 4 wood' 16 40 95 123 HardiePanelTM 11/,in long 60 85 110 Hardiflex® 4d common, 3 HardiePanelTM 11/2-in long 8 2 x 4 wood 24 20 85 110 20 137 116 177 150 Hardiflex® 1/ 6d common, 6 2 x 4 wood' 16 40 137 105 177 136 HardiePanelTM 2 in.long 60 137 105 177 136 No.11 ga.x 20 126 95 163 123 Hardiflex® 1/ 11/.-in.long 6 2 x 4 wood' 16 HardiePanelTM galvanized 40 121 95 156 123 roofing nail Hardiflex® No.11 ga.x 20 95 - 123 - HardiePanelTM y galvanized nized long 6 2 x 4 wood' 24 Harditexroofingnail ® galva40 95 123 Hardiflex® No.11 ga.x 20 137 105 177 136 HardiePanelTM 1/. 1Y.-in.long 4 edge, 2 x 4 wood' 16 40 137 105 177 136 Harditex® galvanized 12 field roofing nail 60 126 95 163 123 0.091-in. 20 112 98 90 145 127 116 shank x Hardiflex® s .225-in HD x 4 edge, 2 x 4 wood' 16 40 107 92 85 138 119 110 HardiePanelTM /16 1Yrin.long 8field - ring shank 60 101 88 130 114 - nail Hardiflex® s/16 4d common, 8 2 x 4 wood' 16 40 126 95 163 123 HardiePanelTM 11/,in long Hardiflex® s 4d common, a 20 105 - 136 - HardiePanelTM /16 1%-in long 8 2 x4 wood 24 40 95 123 0-15 181 164 149 234 212 192 Hardiflex® s 6d common, 3 20 181 159 146 234 205 188 HardiePanelTM /16 2 in.Ion 4 2 x 4 wood 16 g 40 174 148 137 225 191 177 60 164 142 132 212 183 170 0-15 141 128 116 182 165 150 Hardiflex® s 6d common, 3 20 141 124 113 182 160 146 HardiePanelTM /16 2 in.Ion 4 2 x4 wood 24 g 40 135 116 107 174 150 138 60 128 111 103 165 143 133 0-15 144 130 118 186 168 152 Hardiflex® s 6d common, 20 144 127 116 186 164 150 HardiePanelTM /16 2 in.Ion 6 2 x 4 wood 16 g 40 138 118 109 178 152 141 60 130 113 105 168 146 136 0-15 114 103 94 147 133 121 Hardifleas 6d common, 3 20 114 101 92 147 130 119 HardiePanelTM /16 2 in.long6 2 x 4 wood 24 40 109 94 86 141 121 111 60 103 90 - 133 116 - ESR-1844 Most Widely Accepted and Trusted Page 5 of 6 TABLE 4—MAXIMUM WIND SPEEDS FOR EXPOSURE CATEGORY(mph)'(Continued) 2012 IRC,2009 IBC/IRC,Wind 20121BC,201518CARC 200 (Ultimate Design Wind (Basic Wind Speed, Speed,V„naa) Vud" ) EXPOSURE EXPOSURE CATEGORY CATEGORY Minimum Product Fastener Fastener Stud Building Product Thickness Type Spacing(in.) Frame Type Spacing Height BC D B C D (in.) (in.) (ft.) Hardiflex& s 6d common, 6 edge, 3 40 137 105 177 136 HardiePanel'"' /76 2 in.long 12 field 2 x 4 wood 16 60 126 100 - 163 129 - 0.091-in. 20 126 95 163 123 shank x HardifleADs HardiePanelTM /16 1%rin.long 8 field 2 x 4 wood' 16 ring shank 60 100 85 - 129 110 nail No.8 X 1- Attached to 0-15 150 136 123 194 176 159 5/8 in.long 6"OC 7/16*wood 7/16" ,,, s X 0.375 in. vertically/ structural WSP 20 150 132 120 194 170 155 HardiePanel /16 HD ribbed 12"OC panel attached waferhead horizontally sheathing per code 40 143 123 113 185 159 146 screw only 60 136 118 109 176 152 141 Min.No.8 x Min.No.20 20 137 105 - 177 136 - 1-in.long x 33 mil)a. Hardiflex® 0.323-in.HD g40 126 105 163 136 HardiePanel^ � ribbed 6 X 3/6 in.x 16 bu d 13/6 in.metal C-stud 60 116 95 150 123 screw Min.No.8 x Min.No.20 1-in.long x 20 105 85 136 110 HardiFlex® 0.323-in.HD ga. 33 mil) HardiePanelTM ribbed 6 X 3/6 in.x 24 buglehead 13/6 in.metal 40 95 - 123 - screw C-stud &F 0.1.10-in. 15 153 139 127 198 179 164 knurled Min.No.20 Hardifleashank x 1% 9 ga.133 mil) 20 153 135 124 198 174 160 HardiePanel- 5/16 in.long x g fie ' X 3/e in.x 16 0.25-in.HD field 13/8 in.metal 40 147 126 116 190 163 150 pin fastener C-stud (AKN100- 60 139 121 112 179 156 1 145 0150NA ET&F 0.10-in. 15 118 107 98 152 138 127 knurled Min.No.20 shank x 1Y edge, ga. 33 mil) 20 118 104 95 152 134 123 Hardis/16 in.long x 4 ed , X 3�/6 in.x 24 HardiePanPanelo 0.25-in.HD 8 field 13/6 in.metal 40 114 97 90 147 125 116 pin fastener C-stud (AKN 100- 60 107 93 87 138 120 112 0150NA For SI:1 ft=305 mm,1 inch=25.4 mm,1 mph=0.44 m/s. 1 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. Y Installation must be in accordance with Section 4.2 of this report. 3 Values are for species of wood having a specific gravity of 0.42 or greater. 4 Vlaues are for species of wood having a specific gravity of 0.36 or greater. s Vasd=nominal design wind speed. 6 Vult=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. 6 2012 IBC Section 1609.3.1,Eqn.16-33, V,sd=Vu1i 0.6 ESR-1844 j Most Widely Accepted and Trusted Page 6 of 6 TABLE 4—MAXIMUM WIND SPEEDS FOR EXPOSURE CATEGORY(mph)'(Continued) 2012 IRC,2009 IBC/IRC, 2012 IBC,2015 IBC/IRC 2006 IBC/IRC (Ultimate Design Wind (Basic Wind eSpeed, Speed,V,") Vaud ) EXPOSURE EXPOSURE CATEGORY CATEGORY Minimum Fastener Furring Building Product Product Fastener Spacing Frame Type Spacing Height 8 C D B C D Thickness Type (in) (in) (ft.) (in.) No 8 X 1.25" 2X4 wood or 20 15 149 135 123 193 175 159 long X 6"O.C. ga (33 mil)steel 20 149 132 120 193 170 155 D HardiePanel® 5/16 0.323"Hinto framing, /a thick 16 ribbed bugle furring w f wide 40 143 122 113 185 158 146 head screws only woodd curring 60 135 117 109 175 152 141 No.8 X 2X4 wood or 20 0-15 135 122 111 174 158 144 1.25"long X 8"O.C. ga.( mil)steel 20 135 119 109 174 154 140 HardiePanel, 5/16 0.323"HD into framing, /a thick 16 ribbed bugle furring by 3.5"wide 40 129 111 102 167 143 132 head screws only wood Curr ng 11 60 122 106 99 158 137 127 No 8 X 1.25" . . 2X4 wood or 20 0-15 127 115 105 164 149 135 10"OCga.(33 mil)steel long X 20 127 112 102 164 145 132 HardiePanel® 5/16 ribbed into framing,3/4" 18 HD furring thick by 3.5" 40 122 104 96 157 134 124 ribbed bugle only wide wood head screws furrin 9 10 11 60 115 100 93 149 129 120 No 8 X 1.25" 2X4 wood or 20 0-15 121 110 100 157 142 129 12"into framing, /O.0 ga (33 mil)steel ong X 3 20 121 107 98 157 138 126 HardiePanel& 5/16 0.323"HD w ide thick 16 ribbed bugle furring by 3.5"w 40 116 100 92 150 128 119 head screws only wood o 1 60 110 95 89 142 123 114 No 8 X 1.25" 2X4 wood or 20 0-15 107 97 88 138 125 114 long X 8"O.0 ga.(33 mil)steel 20 107 94 86 138 122 111 HardiePanel® 5/16 0.323"HD into framing, /a thick 24 ribbed bugle furring by 3.5"wide 40 103 88 81 133 113 105 head screws only wood furring 91011 60 97 1 84 1 78 125 109 101 0.090"shank 2X4 wood or 20 0-15 143 130 118 185 168 152 X 0.215"HD 6"O.C. ga.(33 mil)steel 20 143 126 115 185 163 149 HardiePanel® 5/16 x 1.5"long into framing, /a thick 16 ring shank furring by 3.5"wide 40 137 117 108 177 151 140 nail only wood furring 60 130 113 105 168 145 135 For 51: 1 ft=305 mm,1 inch=25.4 mm,1 mph=0.44 m/s 1 Wind speed design assumptions per Section 6 5,Method 2,of ASCE 7-05:1=1.0,Kn=1,Kd=0.85,GCpi=0.18,GCp=-1 4. 'Installation must be in accordance with Section 4.2 of this report. 3 Values are for species of wood having a specific gravity of 0.42 or greater. "Values are for species of wood having a specific gravity of 0.36 or greater. e V-d=nominal design wind speed. e V„„=ultimate design wind speed. 'Wind speed design assumptions per Section 30.4,of ASCE 7-10.Kr=1,Kd=0.85,GCpi=0.18,GCp=-1.4. e 2012 IBC Section 1609.3.1,Eqn.16-33, V-d=V.1t 0.6. 9 Furring attachment to structural members(framing)or alternative furring width shall be designed by the project engineer. 10 Wood furring shall be preservative treated per AWPA." Wood furring shall be specific gravity of 0.42 or greater per AFPA/NDS,or wood structural panel, conforming to DOC PS-1 or DOC PS-2 or APA PRP-108. ES rusted ICC-ES Evaluation Report ESR-1844 CBC and CRC Supplement Reissued November 2017 This report is subject to renewal November 2019. wwwAcc-es.orq 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION:06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 16 OO—Sheathing DIVISION: 07 00 00—THERMAL AND MOISTURE PROTECTION Section: 07 46 46—Fiber-Cement Siding REPORT HOLDER: JAMES HARDIE BUILDING PRODUCTS,INC. 10901 ELM AVENUE FONTANA,CALIFORNIA 92337 (909)356-6300 www.iameshardie.com infoO-i h researchusa.com EVALUATION SUBJECT: HARDIEPANEL®(PREVAILT"",CEMPANEL )SIDING, HARDIFLEX®SIDING AND HARDITEX®BASEBOARD 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that HardiePanel®(PrevailT*', Cempanelo)siding, HardiFlex siding and Harditex® baseboard, recognized in ICC-ES master evaluation report ESR-1844, have also been evaluated for compliance with the codes noted below. Applicable code editions: ■ 2016 California Building Codes(CBC) ■ 2016 California Residential Code®(CRC) 2.0 CONCLUSIONS 2.1 CBC: The HardiePanel® (PrevailTM', Cempanelo) siding, HardiFlex siding and Harditex baseboard, described in Sections 2.0 through 7.0 of the master evaluation report ESR-1844, 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, 707A.3 as applicable. 2.2 CRC: The HardiePanel® (PrevailTm, Cempanell) siding, HardiFlex siding and Harditex baseboard, described in Sections 2.0 through 7.0 of the master evaluation report ESR-1844, comyly 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. 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 in 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 November 2017. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not 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 to any finding or other matter in this report,oras to any product covered by the report. Copyright 0 2017 ICC Evaluation Service,LLC. All rights reserved. Page 1 of 1 ® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 del�ss designs rely on lumber values established by others. ®�FFICEt . MiTek® RE: 1617623 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: American Classic Project Name: 1617623 Model: 1505F Tampa, FL 33610-4115 Lot/Block: NA Subdivision: NA Address: 36 Dudley St. City: Duval State: Florida Name Address and License#of Structural Engineer of Record, If there is one,for the building. Name: Charles P. DiGiacomo, PE License #: 59660 Address: 770 Wakemont Dr. City: Orange Park State: Florida 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: 32.0 psf Floor Load: N/A psf This package includes 19 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# I Truss Name I Date No. I Seal# I Truss Name Date 1 T16154920 1 CJ01 11/30/19 118 IT16154937IT13 1/30/19 12 1 T16154921 1 CJ02 11/30/19 1 19 I T16154938 I T14 11/30/19 13 1 T16154922 1 CJ03 11/30/19 14 1 T16154923 1 EJ01 11/30/19 15 1 T16154924 1 HJ01 11/30/19 1 16 I T16154925 I T01 1/30/19 GENS 17 I T16154926 I T02 1/30/19 1 �Eo Fo kwcf- 18 I T16154927 I T03 11/30/19 1 REVx ONF6FZ 0\1 19 I T16154928 I T04 11/30/19 1 G \ges OgJEG 110 I T16154929 I T05 11/30/19 1 E NXA OV' 11 I T16154930 I T06 11/30/19 1 REV\S 4\NG�N\�N 112 I T16154931 I T07 11/30/19 1 /R'elo MO P 113 I T16154932 I T08 11/30/19 1114 IT16154933IT9 11/30/19 1 \NGO 115 I T 16154934 I T10 11/30/19 I G.P Nva" \G 116 I T16154935 I T11 11/30/19 117 I T16154936 I T12 11/30/19 The truss drawing(s)referenced above have been prepared by MiTek USA,Inc. under my direct supervision based on the parameters ��`0�N 4 provided by Builders FirstSource-Jacksonville. �`��;••'• C ��c ;�'L�% Truss Design Engineer's Name: Albani, Thomas = 39 My license renewal date for the state of Florida is February 28,2021. - � tit - IMPORTANT NOTE: The seal on these truss component designs is a certification = ' :� . ST E OF 44Y-Z that the engineer named is licensed in the jurisdiction(s)identified and that the O , 44/designs comply with ANSI/TPI 1. These designs are based upon parameters .�'•,�` p ,•'�� shown(e.g.,loads,supports,dimensions,shapes and design codes),which were �� '• O R �.• �� fileereferenMiTek. ce purposeponly,anect d was not ecific �taken into account infor the preparation ofcustomers �'�SS�O N A,E��``� these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use,the building designer Thomas A.Mani PE No.39380 should verify applicability of design parameters and properly incorporate these designs MiTek USA,Inc.FL Cert 6634 into the overall building design per ANSI/TPI 1,Chapter 2. 6904 Parke East Blvd.Tampa FL 33610 Date: January 30,2019 Albani, Thomas 1 of 1 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTeV' RE: 1617623 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: American Classic Project Name: 1617623 Model: 1505F Tampa, FL 33610-4115 Lot/Block: NA Subdivision: NA Address: 36 Dudley St. City: Duval State: Florida Name Address and License#of Structural Engineer of Record, If there is one, for the building. Name: Charles P. DiGiacomo, PE License#: 59660 Address: 770 Wakemont Dr. City: Orange Park State: Florida 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: 32.0 psf Floor Load: N/A psf This package includes 19 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 611315-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name I Date No. Seal# Truss Name Date 1 IT16154920 ICJ01 1/30/19 118 IT16154937 IT13 1/30/19 12 IT16154921 ICJ02 11/30/19 119 IT16154938 IT14 J 1/30/19 13 IT16154922 ICJ03 11/30/19 14 IT16154923 JEJ01 11/30/19 15 IT16154924 IHJ01 11/30/19 16 IT16154925 IT01 11/30/19 17 IT16154926 IT02 11/30/19 18 IT16154927 IT03 11/30/19 J 19 IT16154928 IT04 11/30/19 110 IT16154929 IT05 11/30/19 X11 IT16154930 IT06 11/30/19 112 IT16154931 T07 11/30/19 113 IT16154932 IT08 11/30/19 114 IT16154933 IT09 11/30/19 115 IT16154934 I T10 11/30/19 116 IT16154935 IT11 11/30/19 117 IT16154936 I T12 11/30/19 �irrrrr►r� The truss drawing(s)referenced above have been prepared by ��•``�NS MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource-Jacksonville. ��;•'�,�G•ES4z';9,L�'�= Truss Design Engineer's Name: Albani, Thomas No 39380 My license renewal date for the state of Florida is February 28,2021. _ IMPORTANT NOTE: The seal on these truss component designs is a certification STATE O F that the engineer named is licensed in the jurisdiction(s)identified and that the 44J z . designs comply with ANSIfTPI 1. These designs are based upon parameters ��.(�•••A' shown(e.g.,loads,supports,dimensions,shapes and design codes),which were O R k'0 given to MiTek. Any project specific information included is for MiTek's customers �'i SS' •• •�� file reference purpose only,and was not taken into account in the preparation of t.,,1�N A; these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use,the building designer Thomas Albani PE No.39360 should verify applicability of design parameters and properly incorporate these designs MiTek USA,Inc.FL Cert 6634 into the overall building design per ANSI/TPI 1,Chapter 2. 6904 Parke East filvd.Tampa FL 33610 Date: January 30,2019 Albani, Thomas 1 of 1 Job Truss Truss Type Qty Ply T16154920 1617623 CJ01 Jack-Open 4 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Jan 30 14:52:49 2019 Page 1 ID S WmBapgtHE7INtQ1 s8WgDnzEf5S-WmQKB08r77ShJirhf4d?6SIUMVI t33DdS9KNfzg7vS -1-4-0 1-0-0 1-4-0 1-0-0 Scale=1:6.7 3 5.00 12 2 1 4 3x4 = i 1-0-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/def] Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 5.0 Code FBC2017rTP12014 Matrix-MP Weight:5 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 2=159/0-3-8,4=20/Mechanical Max Horz 2=35(LC 8) Max Uplift 2=-106(LC 8),4=20(LC 1) Max Grav 2=159(LC 1),4=23(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown NOTES- (6) 1)Wind:ASCE 7-10,VuK=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf,h=25ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4 except(jt=lb) 2=106. 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. Thomas A.Albani PE No.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33616 Date: January 30,2019 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.1010312015 BEFORE USE. aaaaaa Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �' a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall R building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Welk' I elk` 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/TPH Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 36610 Job Truss Truss Type Qty Ply T16154921 1617623 CJ02 Jack-Open 4 TJob Reference(optional) Builders FirstSource, Jacksonville,FI 32244 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Jan 30 14.52 52 2019 Page 1 ID:S WmBapgtH E71NtQ 1 s8 WgDnzEf5S-wQ SZyD2182V 1 YnRQMndKdl4pkZWR4PogJQN_zg7vP -1-4-0 3-0-0 1-4-0 30-0 Scale=1:10.9 3 5,D0 12 0 N 2 1 4 3x4 = 30-0 30-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) 0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 5.0 Code FBC2017(TPI2014 Matrix-MP Weight:12 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=57/Mechanical,2=187/0-3-8,4=19/Mechanical Max Horz 2=61(LC 12) Max Uplift 3=-34(LC 12),2=11 O(LC 8),4=-27(LC 9) Max Grav 3=57(LC 1),2=187(LC 1),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;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;porch left and right exposed,C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)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)3,4 except(jt=lb) 2=110. 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. Thomas A.Albani PE No.39380 MiTek USA,Inc-FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: January 30,2019 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED Iii REFERENCE PAGE MIF74T3 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 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/TPH Quality Criteria,OSS-89 and BCSI Building Component 6904 Parke East 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 716154922 1617623 CJ03 Jack-Open 4 1 Job Reference o tional " Builders FirstSource, Jacksonville,FI 32244 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Jan 30 14:52 52 2019 Page 1 I D:S WmBapgtHE71NtQ 1 s8 WgDnzEf5S-wQ SZyD2182V 1 YnRQMndKdl4nRZU 14PogJQ N_zg7vP 1 4 0 5-0-0 5-0-0 Scale=1:15.0 3 5.00 12 o N d r 2 1 4 3x4 = 5-0-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.04 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.04 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:18 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=109/Mechanical,2=244/0-3-8,4=39/Mechanical Max Horz 2=91(LC 12) Max Uplift 3=-65(LC 12),2=76(1_C 8) Max Grav 3=109(LC 1),2=244(LC 1),4=67(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;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)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)3,2. 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. Thomas A.Albani PE No.39380 MiTek USA,Inc.FL Cort 6634 6904 Parke East Blvd.Tampa FL 33610 Date: January 30,2019 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M147473 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 properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job ' , T uss Truss Type Qty Ply 716154923 1617623 EJ01 Jack-Partial 12 1 i Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Jan 30 14 52 54 2019 Page 1 ID:SWmBapgtHE71NtQ1 s8WgDnzEf5S-spaJNu4Hgfmlo5boUCgoiA977N7YYIcymks53tzg7vN -1-4-0 3-8-2 7-0-0 1-4-0 3-8-2 3-3-14 Scale=1:19.0 4 5.D0 Fl_2 2x4 3 o A d N 2 1 6 5 3x4 = 3x4 7-0-0 7-0-0 Plate Offsets(X Y)— [2:0-3-010-1-81 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) -0.07 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.11 6-9 >785 180 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) -0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:29 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 REACTIONS. (Ib/size) 4=73/Mechanical,2=305/0-3-8,5=142/Mechanical Max Horz 2=122(LC 12) Max Uplift 4=-49(LC 12),2=85(LC 12),5=-46(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-290/194 BOT CHORD 2-6=-332/259 WEBS 3-6=-286/366 NOTES- (6) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft,Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4,2,5. 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Thomas A.Albani PE No.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: January 30,2019 A WARNING-Verify 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 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 ANSUMI Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandna.VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply , T16154924 1617623 HJ01 Diagonal Hip Girder 2 1 Job Reference(optional) ' Builders FirstSource. Jacksonville,FI 32244 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Jan 30 14:52:55 2019 Page 1 ID:S WmBapgtHE71NtQ1 sBWgDnzEf5S-K?BibE5vRzucPEA?2vB 1 FNiHPnTrH in6?OcebJzg7vM -1-10.10 5-2-3 9-9-5 1-10.10 5-2-3 4-7-2 Scale=1.22.2 4 NAILED NAILED 3 54 12 12 NAILED 3x4 NAILED 3 11 0 d N 2 Li 1 13 14 7 15 6 NAILED NAILED 2x4 II NAILED 3x4 = 5 NAILED NAILED NAILED 3x4 = 5-2-3 9-9-5 5-2-3 4-7-2 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.03 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.06 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.31 Horz(CT) 0.01 5 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 8-11-13 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=122/Mechanical,2=434/0-4-9,5=262/Mechanical Max Horz 2=134(LC 4) Max Uplift 4=-73(LC 4),2=-283(LC 4),5=-135(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-714/364 BOT CHORD 2-7=-423/658,6-7=-423/658 WEBS 3-6=-700/450 NOTES- (8) 1)Wind:ASCE 7-10;VuK=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf,BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4 except(jt=1b) 2=283,5=135. 6)"NAILED"indicates 3-1Od(0.148'x3")or 2-12d(0.148'x3.25')toe-nails per NDS guidlines. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(ptf) Vert:1-4=54,5-8=-10 Concentrated Loads(Ib) Vert:12=-65(F=-32,B=-32)13=32(F=16,B=16)14=-11(F=-5,B=-5)15=-49(F=-25,13=25) Thomas A.Albani PE No.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: January 30,2019 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIL7473 rev.1010312015 BEFORE USE. seesei Design valid for use ony with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TP11 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 Job Truss Truss Type Qty Ply T16154925 1617623 T01 Hip Girder 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Jan 30 14:52:57 2019 Page 1 ID SWmBapgtHE71NtQ1sBWgDnzEf5S-HOFS?w6Aza8KfYJN9KDVKonYQa7TIWGPSi5lfBzg7vK r1.4-0 4-0-5 7-0-0 12-3-14 17-6-0 22-8-2 28-0-0 30-11-11 35-0-0 1-4-0 4-0-5 2-11-11 5-3-14 5-2-2 5-2-2 5314 2-11-11 4-0-5 Scale:3/16"=1' NAILED 4x10 MT20HS = NAILED NAILED NAILED NAILED NAILED NAILED 4x10 MT20HS 500 12 NAILED NAILED NAILED — Special 4x12 = 2x4 11 4x6 =4x12 = Special 4 24 25 5 26 27 628 29 30 7 31 8 32 33 9 2x42x4 3 10 c5 14 2 11 1fin in in nn in in nn iin 12 I� 19 34 35 1B 36 17 37 16 38 3940 15 41 14 42 43 13 300 4x12 NAILED NAILED 6x12 MT20HS = 3x8 = NAILED 2x4 11 NAILED 4x12 3x10 Special 2x4 11 NAILED NAILED 6x12 MT20HS =NAILED Special NAILED NAILED NAILED 7-0-0 12-3-14 17-6-0 22-8-2 28-0-0 35-0-0 -0-0 75-3-14 5-2-2 5-2-2 5-3-14 720-0 Plate Offsets(X Y)— [2:0-3-110-1-81,[4:0-6-0,0-1-121,[7:0-3-0 Edge] [9:D-6-0,0-1-121,[11:D-3-10-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.62 16 >682 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.94 16 >445 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.69 Horz(CT) 0.18 11 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:201 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-1-7 oc purlins. 4-7,7-9:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 5-8-11 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 1 Row at midpt 5-19,8-13 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=2392/0-3-8,11=2392/G-3-8 Max Horz 2=-47(LC 9) Max Uplift 2=-991(LC 4),11=991(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-5694/2405,3-4=-5530/2381,4-5=5178/2252,5-6=-7906/3411,6-8=7906/3411, 8-9=5178/2252,9-10=-5530/2381,10-11=-5694/2405 BOT CHORD 2-19=-2159/5221,18-19=-3048/7252,16-18=-3048/7252,14-16=3051/7252, 13-14=-3051/7252,11-13=2172/5221 WEBS 4-19=-729/1809,5-19=-2415/1025,5-18=-128/459,5-16=-313/784,6-16=314/197, 8-16=-312/784,8-14=-128/459,8-13=2415/1025,9-13=-729/1809 NOTES- (11) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b) 2=991,11=991. 8)"NAILED"indicates 3-10d(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)111 Ib down and 133 Ib up at 7-0-0,and 111 Ib down and 133 Ib up at 28-0-0 on top chord,and 380 Ib down and 205 Ib up at 7-0-0,and 380 Ib down and 205 Ib up at 27-11-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 10) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 11)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Thomas A.Albani PE No.39380 LOAD CASE(S) Standard MiTek USA,Inc,FL Cert 6834 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 6904 Parke East Blvd.Tampa FL 33610 Date: January 30,2019 Continued on a e 2 ,&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 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 ANSUTPI7 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Salary Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply e 716154925 1617623 T01 Hip Girder 1 IL (optional) � Builders FirstSource, Jacksonville,FI 32244 8.220 s Nov 16 2018 MiTek Ind Wries,Inc. Wed Jan 3014:52:58 2019 Page 2 I D:S Wr BapgtHE71NtQ1 sBWgDnzEf5S-IapgDG7ojuGBGivaj2kktOKA_TiUzWYhMglCezg7vJ LOAD CASE(S) Standard Uniform Loads(plf) Vert:1-4=54,4-9=54,9-12=54,2-11=10 Concentrated Loads(Ib) Vert:4=-64(B)9=-64(B)19=380(8)13=380(B)24=19(6)25=19(6)26=19(B)27=19(13)28=19(6)29=19(13)30=19(B)31=19(B)32=19(B)33=19(6) 34=132(8)35=132(8)36=132(B)37=-132(B)38=132(8)39=-132(B)40=-132(B)41=132(B)42=-132(B)43=-132(B) WARNING-Verily design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.1010312015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based onty 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 ANSITPIi Quality Criteria,DS"9 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Mexandna.VA 22314. Tampa,FL 36610 Job TrussTruss Type Qty Ply 716154926 1617623 T02 Hip 1 1 Job Reference(optional) Builders FirstSource. Jacksonville,FI 32244 8220 s Nov 16 2018 MiTek Industries,Inc. Wed Jan 30 14 52:59 2019 Page 1 ID:SWmBapgtHE7lNtOl s8WgDnzEf5S-DnNCQc8QUB02usTmHIFzPDsxAOIEDRhiw0ask4zg7vl F1' 4-9-14 9-0-0 14-8-0 20-4-0 26-0-0 30-2-2 35-0-0 36-4-0 1-4-0 4-9-14 4-2-2 5-8-0 5-8-0 5-8-0 4-2-2 4-9-14 11U 0 Scale=1:61.7 4x6 = 3x4 = 3x6 =3x4 = 4x6 = 5.00 12 4 5 6 7 8 2x4<-- >2x4 -- 3 9 2 10 'y1 11 Id 16 15 14 13 12 4x4 = 3x8 = 4x6 = 3x4 = 4x6 = 3x8 = 4x4 = i 9-0-0 17-0-0 26-0-0 35-0-0 9-0-0 8-6-0 8-6-0 9-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.26 14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.42 12-14 >991 180 BCLL 0.0 Rep Stress Ina YES WB 0.63 Horz(CT) 0.13 10 n/a n/a BCDL 5.0 Code FBC20171TPI2014 Matrix-MS Weight:168 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-10-10 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1195/0-3-8,10=1195/0-3-8 Max Horz 2=58(LC 12) Max Uplift 2=-346(LC 8),10=346(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2487/1615,3-4=-2199/1405,4-5=-2008/1354,5-7=-2561/1683,7-8=2008/1354, 8-9=-2199/1405,9-10=-2487/1615 BOT CHORD 2-16=-137312269,14-16=-1454/2531,12-14=-1457/2531,10-12=1392/2269 WEBS 3-16=-311/323,4-16=-319/575,5-16=721/428,7-12=-721/428,8-12=-319/575, 9-12=-311/323 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;Encl., GCpi=0.18'MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b) 2=346,10=346. 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.Albani PE No.39380 MiTek USA,Inc.FL Cert 6634 69U Parke East BNd.Tampa FL 33610 Oats: January 30,2019 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev.101032015 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 ANSUTPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314, Tampa,FL 36610 Job Truss Truss Type Qty Ply 716154927 1617623 T03 Hip 1 1 Job Reference(optional) ' Builders FirstSource, Jacksonville,FI 32244 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Jan 30 14:53:00 2019 Page 1 ID:S Wm BapgtHE71NtQ 1 s8 WgDnzEf5S-hzxaey92FV WuVv02ygSm CyRP5io3Oyvrr9fJPG Wzg7vH r1-4-0 5-9-14 11-0-0 17-6-0 24-M 29-2-2 35-0-0 1-0-0 5-9-14 5-2-2 6-6-0 6-6-0 5-2-2 5-9-14 1-0-0 Scale=161.7 4x6 — 3x8 = 4x6 = 4 5 6 5.00 12 2x4 2x4 i 3 7 S _ 2 8 �1 9 Id 14 13 12 11 10 3x6 4x6 2x4 II 3x8 = 3x6 zzz- 3x8 = 4x6 = 11-M176-0 24-0-0 35-0-0 11-M ' 6-6-0 ' 6-6-0 11-0-0 Plate Offsets(X,Y)— [2:0-3-0,0-1-8],[8:0-3-0,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.34 14-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.56 14-17 >756 180 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(CT) 0.12 8 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:170 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5.3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-11-2 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1195/0-3-8,8=1195/0-3-8 Max Horz 2=69(LC 12) Max Uplift 2=-326(LC 8),8=326(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2439/1615,3-4=-2058/1341,4-5=1858/1298,5-6=-1858/1298,6-7=2058/1341, 7-8=-2439/1615 BOT CHORD 2-14=-1367/2224,12-14=-1207/2155,10-12=-1207/2155,8-10=-1382/2224 WEBS 3-14=-418/420,4-14=-262/485,5-14=-492/256,5-10=-492/256,6-10=-262/485, 7-10=-418/420 NOTES- (7) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuR=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;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b) 2=326,8=326. 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.Albani PE No,39380 MiTek USA,Inc.FL Can 6634 6904 Parke East Blvd.Tampa FL 33610 Date: January 30,2019 AWARNING-Varity design parameters and READ NOTES ON TFtlS AND INCLUDED MITEK REFERENCE PAGE Mil-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 propedy incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Qualify Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandna,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 716154928 1617623 TD4 Hip 1 1 ' Job Reference(optional) Builders FirstSource. Jacksonville,FI 32244 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Jan 30 14:53:01 2019 Page 1 I D:S WmBapgtH E7lNtQ t s8 WgDnzEf5S-99Vzrl9gOpeI79d9OA1 RUeyE WC RmhMq_NJ3youg7vG r1.4-0 6-9-14 13-0-0 171-0 22-0-0 26-2-2 35-0-0 36-4-0 14-0� 6-9-14 6-2-2 4-6-0 41-0 6-2.2 6-9-14 Scale=1:61.7 4x6 = _ 3x4 = 4x6 4 5 6 5.00 12 3x4 i:�- 3x4 3 7 _ d 2 8 �1 g Ib 15 14 t3 22 23 12 11 10 4x4 = 2x4 II 3x6 = 3x8 = 2x4 II 4x4 = 3x8 = 3x6 = 6-9-14 130-0 22-0-0 28-2.2 35-0-0 6-9-14 6-2-2 9-0-0 6-2-2 6-9-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.25 12-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.42 12-13 >998 180 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.11 8 n/a n/a BCDL 5.0 Code FBC2017ITP12014 Matrix-MS Weight:175 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-1 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-11-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1195/G-3-8,8=1195/0-3-8 Max Horz 2=80(LC 16) Max Uplift 2=-314(LC 12),8=314(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2438/1585,3-4=-1895/1275,4-5=1693/1240,5-6=1693/1240,6-7=1895/1275, 7-8=-2438/1585 BOT CHORD 2-15=-1329/2199,13-15=-1329/2199,12-13=977/1793,10-12=-1343/2199, 8-10=-1343/2199 WEBS 3-13=-573/496,4-13=-255/439,5-13=-295/129,5-12=-295/129,6-12=-255/439, 7-12=-573/496 NOTES- (7) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10,VuB=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 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=5.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Gt=1b) 2=314,8=314. 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.Albani PE No.39380 MiTek USA,Inc.FL Can 6634 6904 Parke East Blvd.Tampa FL 33610 Oafs: January 30,2019 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 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 ANSLITP11 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 716154929 1617623 TOS Hip 1 1 Job Reference optional) Builders FirstSource. Jacksonville,FI 32244 8.220 s Nov 16 2016 MiTek Industries,Inc. Wed Jan 30 14:53:02 2019 Page 1 ID:SWmBapgtHE71NtQ1 s8WgDnzEf5S-dM3L3dA1n6mclJCLytpgl sUN9bmLQk28czoWLPzg7vF r1-4-0 7-9-14 15-0-0 20-0-0 27-2-2 35-0-0 36-4-0 7-9-14 7-2-2 5-0-0 7-2-2 7-9-14 1-4-0 Scale=1:62.7 5.00 12 4x8 = 4x6 = 5 6 3x6 � 3x6 3x4 � 4 7 3x4 3 8 r 2 B 1 10 Id 16 15 14 13 12 11 4x4 — 2x4 II 3x6 3x4 = 3x8 = 3x6 2x4 II 4x4 = 7-9-14 15-0-020-0-0 27-2-2 35-0-0 7-9-14 7-2-2 5-0.0 7-2-2 7-9-14 Plate Offsets(X,Y)— [5:0-5-4,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.18 13-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.29 14-16 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(CT) 0.11 9 n/a n/a BCDL 5.0 Code FBC2017/rP12014 Matrix-MS Weight:173 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-11 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-10-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1195/0-3-8,9=1195/0-3-8 Max Horz 2=91(LC 12) Max Uplift 2=-328(LC 12),9=328(1_C 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2399/1575,3-5=-1741/1209,5-6=1537/1185,6-8=1742/1209,8-9=2399/1574 BOT CHORD 2-16=-1310/2156,14-16=-1310/2156,13-14=-795/1536,11-13=-1322/2156, 9-11=-1322/2156 WEBS 3-14=-691/582,5-14=-200/365,6-13=200/365,8-13=-690/582 NOTES- (7) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuK=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.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 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(lt=1b) 2=328,9=328. 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.Albani PE No.39380 MiTek USA,Inc.FL Cort 6634 6904 Parke East Blvd.Tampa FL 33610 Date: January 30,2019 AWARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. aaaaaa Design valid for use only with MiTek®connectors.This design is based only upon parameters shown.and is for an individual building component,not ' a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabncation,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPH Ouslity Criteria,DSB-89 and BCSI Building Component 6904 Parke East BIW. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 716154930 1617623 T06 Hip 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 8.220 s Nov 16 2018 MiTek Industries,Inc Wed Jan 30 14:53:03 2019 Page 1 ID:S Wm BapglHE71NtO1 sBWgDnzEf5S-5YdjGzBwYOuTNTnXWbKva31 cY?6e9FrHrdY3trzg7vE 1-0 0 6-1-3 1111-10 17-0-0 18-0-0 23 5 6 28-10-13 35-0 0 36-4-0 1 4 0 6-1-3 5-5 6 5-5-6 -0-0 5-5 6 5-5-6 6-1.3 1 4-0 Scale=1:62.7 4x6 = 4x6 = 5.00 12 6 7 3x4 3x4 5 8 3x6 % 3x6 2x4 O 4 9 2x4 -i 3 10 2 11 1 1z Id 18 17 16 15 14 13 3x4 = 3x6 = 3x4 = 3x6 = 3x4 = 4x4 = 4x4 = 3x4 = 8-9-14 17-0-0 18-0- 26-2-2 35-0-0 8-9-14 8-2-2 -0-0 B-2-2 8-9-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.18 16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.31 13-15 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(CT) 0.11 11 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:181 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-13 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-10-9 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1195/0-3-8,11=1195/0-3-8 Max Horz 2=102(LC 16) Max Uplift 2=-340(LC 12),11—340([_C 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2447/1651,3-5=-2197/1522,5-6=1551/1154,6-7=1381/1121,7-8=1551/1154, 8-10=-2197/1521,10-11=-2447/1651 BOT CHORD 2-18=-1397/2215,16-18=-1055/1804,15-16=-684/1381,13-15=-1058/1804, 11-13=-1412/2215 WEBS 3-18=-319/338,5-18=-205/392,5-16=586/503,6-16=-303/417,7-15=-303/417, 8-15=-586/503,8-13=-205/392,10-13=319/338 NOTES- (7) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=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,C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b) 2=340,11=340. 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.Albani PE No.39380 MiTek USA,Inc.FL Cert 8834 6804 Parke East Blvd.Tampa FL 33810 Date: January 30,2019 A WARNING-Verify design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 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,we 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,Mexandna,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 716154931 1617623 T07 GABLE 1 1 Job Reference(optional) " Builders FirstSource, Jacksonville,FI 32244 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Jan 30 14:53:05 2019 Page 1 ID:S Wm BapgtH E7lNtQ 1 s8 WgDnzEf5S-2wkThfC B418BcnxwdOM NfU61 VpzKd INalx 1 Axkzg7vC -1-40 10-0-0 20-0-0 2-4-0 1-4-0 10-0-0 10-0-0 1:�-0 Scale=1:37.9 4x4 = 8 9 10 5.00 12 7 11 6 12 5 13 3x4 4 14 3x4 3 15 2 Ci M 16 i 17 I$ 4x6 II 28 27 26 25 24 23 22 21 20 19 18 4x8 II 3x4 = 3x4 = 5x6 = 20-0-0 20-0-0 1 Plate Offsets(X,Y)— [2:0-3-8,Edge],[2:0-3-13,Edge],[16:0-3-8 Edge] f16:0-3-13 Edge) [23:0-3-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) -0.00 17 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(CT) -0.00 17 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 16 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:106 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 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-0-0. (lb)- Max Horz 2=-1 OO(LC 13) Max Uplift All uplift 100 Ib or less at joint(s)24,25,26,27,22,21,20,19 except 2=-109(LC 8),16=-113(LC 9),28=-101(LC 12),18=-106(LC 13) Max Grav All reactions 250 Ib or less at joint(s)2,16,23,24,25,26,27,28,22,21,20,19,18 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (10) 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)gable end zone 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 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.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. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)24,25,26,27,22, 21,20,19 except(jt=1b)2=109,16=113,28=101,18=106. 10)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Thomas A.Albani PE No.39380 MiTek USA,Inc.FL Cert 6834 6904 Parke East Blvd.Tampa FL 33610 Date: January 30,2019 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. reenee Design valid for use only with MiTek®connectors.This design is based onty 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 Duality Criteria,DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plane Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Tampa,FL 36610 Job Truss Truss Type Qty Ply 716154932 1617623 T08 Common 3 1 • Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Jan 3014:53:06 2019 Page 1 ID:S Wm BapgtH E71NtQ 1 s8WgDnzEf5S-W71su?DprLG2ExV6BjlcB it9sD8LMizkXbmjUAzg7vB -1�-0 5-3-14 10-0-0 14-8-2 20-0-0 21-4-0 1-0-0 5-314 4-8-2 4-8-2 5-3-14 1-4-0 Scale=1:36.7 4x4 = 4 5.00 12 2x4 2x4 i 3 5 2 6 Id 8 44 = 5x8 = 44 = 10-0-0 20-0-0 10-0-0 10-0-0 Plate Offsets(X Y)— [8:D-4-0,0-3-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.16 8-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.26 8-11 >922 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.03 6 n/a n/a BCDL 5.0 Code FBC20171TPI2014 Matrix-MS Weight:87 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-11-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=715/0-3-8,6=715/0-3-8 Max Horz 2=-63(LC 17) Max Uplift 2=-209(LC 12),6=209(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1250/869,3-4=-907/624,4-5=907/624,5-6=-1250/868 BOT CHORD 2-8=-690/1130,6-8=-701/1130 WEBS 4-8=-251/448,5-8=-391/380,3-8=-391/380 NOTES- (6) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vu@=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=lb) 2=209,6=209. 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. Thomas A.Albani PE No,38380 MiTek USA,Inc.FL Cert 6634 6801 Parke East Blvd.Tampa FL 33610 Date: January 30,2019 0 WARNING-VerNy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-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 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 ANSVTPI7 Quality Criteria,DSS-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 ��Job 716154933 1617623 709 GABLE 1 Reference o tional Builders FirstSource, Jacksonville,FI 32244 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Jan 30 14:53:08 2019 Page 1 ID:SWmBapgtHE71NtOl s8WgDnzEf5S-SVQcJhF3NyWmTEfVl8w4G7kUvOrUgU90_vFgY3zg7v9 6-3-311-10-10 17-6-0 23-1-0 28-8-13 35-0-0 36-4-0 -3-3 ' 5-7-6 5-7-6 5-7-6 5-7-6 1-4-0 Scale.3116"=1' 4x4 = 5.00 12 7 4x4 i 4x4 6 8 4x6 i 4x6 5 9 4 10 4x8 4x8 3 11 2 12 1 13 I� 26 25 24 4x6 = 6x8 = 5x12 = 5x12 = 6x8 = 4x6 = 3x8 = 2223 21 20 19 18 17 16 15 14 [ 9-0-14 17-6-020-0-0 25-11-2 35-0-0 9-0-14 ' 8-5-2 2-6-0 5-11-2 9-0-14 Plate Offsets(X,Y)- [2:0-4-12,0-3-4),[5:0-3-0,0-24],[5:0-0-0,0-1-12],19:0-3-0,0-2-4],[9:0-0-0,0-1-12],[12:0-4-12,0-3-4],119:0-0-0,0-1-12],[20:0-3-0,0-1-4),[20:0-1-12,D-0-0), [25:0-3-0,0-1-4],[25:0-0-0,0-1-12],[36:0-1-12,0-0-0],[44:0-1-14,0-0-0],[64:0-1-14,0-0-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.12 24-26 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.21 24-26 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.03 23 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:276 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 31`Except* TOP CHORD Structural wood sheathing directly applied or 4-6-6 oc purlins. 1-3,11-13:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: BOT CHORD 2x4 SP No.2 6-3-8 oc bracing:2-26 WEBS 2x4 SP No.3 8-9-10 oc bracing:24-26. OTHERS 2x4 SP No.3 REACTIONS. All bearings 15-3-8 except(jt=length)2=0-3-8,23=0-3-8. (lb)- Max Horz 2=-171(LC 13) Max Uplift All uplift 100 Ib or less at joint(s)21,15,14 except 2=-432(LC 12), 17=-646(LC 13),22=-597(LC 1),12=107(LC 13),23=-456(LC 12) Max Grav All reactions 250 Ib or less at joint(s)21,20,18,16,15,14,12,12 except 2=789(LC 1),17=1292(LC 1),22=407(LC 12),23=677(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-4=-1500/1040,4-6=-1213/857,6-7=-467/429,7-8=-468/429,8-10=-438/779, 10-12=-281/501 BOT CHORD 2-26=-853/1396,24-26=-439/842,16-17=-410/361,15-16=-410/361,14-15=-410/361, 12-14=-410/361 WEBS 8-24=-228/504,8-17=-1258/894,10-17=-327/349,6-24=615/531,6-26=-248/452, 4-26=-422/407 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph,TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable studs spaced at 1-4-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)21,15,14 except Gt=1b)2=432,17=646,22=597,12=107,23=456,12=107. Thomas A.Albani PE No.39380 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any MiTek USA,Inc.FL Cert 6634 particular building is the responsibillty of the building designer per ANSI TPI 1 as referenced by the building Code. 6904 Parke East Blvd.Tampa FL 33610 Date: January 30,2019 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 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 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,we ANSI/TPH Duality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 716154934 1617623 T10 Common 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Jan 30 14:53:10 2019 Page 1 ID:S Wm BapgtH E71NtQ 1 s8 WgDnzEf5S-OuYMkNGJvanUiYptQZyYMYppRgZDIOSJSDkxdxzg7v7 r1-4-0 6-3-3 11-10-10 17-6-0 23-1-6 28-8-13 35-0.0 36-4-0, 1-4-0 6-3-3 5.7� 5-7-6 5-7-6 57-6 6-3.3 1-4-0 Scale=1:60.7 4x6 = 6 5.00 112 3x4 3x4 5 7 3x6 3x6 2x4 \\ 4 8 2x4 3 B 2 10 �1 11 Id 17 16 15 24 25 14 13 12 3x4 = 3x6 = 6x8 = 6x8 = 3x6 = 3x4 = 3x4 = 3x4 = 7-10.12 15-1-12 19-10-4 27-1-4 35-0.0 7-10.12 7-3-0 4-8-8 7-3-0 7-10.12 Plate Offsets(X,Y)- [2:0-0-6,Edge],[10:0-0-6,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.18 12-23 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) 0.15 12-23 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(CT) 0.01 14 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:179 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-9 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 SP No.3 10-0-0 oc bracing:2-17. WEBS 1 Row at midpt 6-14 REACTIONS. (Ib/size) 2=545/0-3-8,14=1502/0-3-8,10=343/0-3-8 Max Horz 2=105(LC 16) Max Uplift 2=-185(LC 12),14=544(LC 8),10=-252(LC 9) Max Grav 2=587(LC 23),14=1502(LC 1),10=418(LC 24) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 6-7=-398/633,7-9=291/501,9-10=453/551,2-3=-885/398,3-5=724/355 BOT CHORD 2-17=-281/783,15-17=-83/331,14-15=212/524,12-14=-280/353,10-12=409/385 WEBS 6-15=-347/515,5-15=-527/486,5-17=321/456,3-17=-311/330,6-14=-1058/773, 7-14=-528/744,7-12=-869/458,9-12=314/372 NOTES- (6) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10,Vuft=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Extenor(2)zone;porch right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=5.Opsf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=lb) 2=185,14=544,10=252. 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. Thomas A.Albani PE No.39360 MiTek USA,Inc.FL Cert 6634 6904 Parke East Btvd.Tampa FL 33610 Ode: January 30,2019 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 ANSUTPH 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,AJexandna.VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 716154935 1617623 T11 Common 2 1 Job Reference o tional Builders FirstSource, Jacksonville,FI 32244 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Jan 30 14:53:11 2019 Page 1 ID.SWmBapgtHE71NtQls8WgDnzEf5S-s461xiHyftvLKi04 GTnulMyTErAlrFTgtUU9Nzg7v6 r1.4-0 6-3-3 11-10-10 i 17$0 23-1-6 28-8-13 35-0.0 ,36-4-0 6-3-3 57-6 5-7-6 5-7-6 5-7-6 6-3-3 Scale=1:60.7 4x4 = 6 5.00 112 3x6 i 3x6 5 7 3x6 3x6 2x4 4 8 2x4 ' 3 9 2 10 EE 17 16 15 14 13 12 4x6 = 3x8 = 6x8 = 3x6 3x8 6x8 = 4x6 = 10-10-4 17-6-020-0-0 24-1-12 350-0 10-10-4 6-7-12 2-6-0 4-1-12 10.10 Plate Offsets(X,Y)— [2:D-30,0-1-81,[10:0-3-0,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.53 12-23 >246 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) 0.44 12-23 >297 180 BCLL 0.0 Rep Stress Incr YES WB 0.66 HOIz(CT) 0.03 14 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:175 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-9 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-38. (lb)- Max Horz 2=105(LC 16) Max Uplift All uplift 100 Ib or less at joint(s)14 except 2=-236(LC 12),12=508(1-C 8),10=-193(LC 9) Max Grav All reactions 250 Ib or less at joint(s)14 except 2=750(LC 1),12=1387(LC 1),10=302(LC 24) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 6-7=-360/413,7-9=289/573,9-10=138/297,2-3=-1280/938,35=924/700, 5-6=-360/415 BOT CHORD 2-17=-734/1153,15-17=-352/728,14-15=-237/348,12-14=-237/348,10-12=250/110 WEBS 5-15=-616/502,5-17=-152/389,3-17=-406/409,7-15=-423/687,7-12=-1111/832, 9-12=-424/552 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.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;porch right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)14 except(jt=1b) 2=236,12=508,10=193. 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. Thomas A.Albani PE No.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Btvd.Tampa FL 33610 Date: January 30,2019 AWARNING-Verffy design parameters and READ NOTES ON TENS AND INCLUDED KTEK REFERENCE PAGE 11411-7473 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 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-e9 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 716154936 1617623 T12 Common 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Jan 30 14:53:12 2019 Page 1 ID:SWmBapgtHE71NtQ1 s8WgDnzEf5S-KHf792laQB1 CyszGX_ORzvAcdG2mM_cvXD2hgzg7v5 r1-4-0 633 11-10-10 17-6-0 23-1-6 28-8-13 3r 0_0 0, 1-4-0 6-3-3 5.7.6 5-7-6 5-7-6 5-7-6 6-3-3 1-4-0 Scale=1:60.7 4x6 = 6 5.00 112 3x4 3x4 5 7 3x6 3x6 2x4 \\ 4 8 2x4 3 9 2 10 _ 17 16 15 24 2512 14 13 3x4 = 3x6 = 6x8 = 6x8 = 3x6 = 3x4 = 3x4 = 3x4 = 7-10.12 15-1-12 19-104 27-1-4 35-0-0 7-10.12 7.3-0 4-8-8 7-3-0 7-10.12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.08 17-20 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.13 17-20 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(CT) 0.01 14 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:179 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-9 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 SP No.3 9-5-7 oc bracing:2-17. WEBS 1 Row at midpt 6-14 REACTIONS. (Ib/size) 2=54510-3-8,14=1502/0-3-8,10=343/0-3-8 Max Horz 2=105(LC 16) Max Uplift 2=-185(LC 12),14=364(1_C 12),10=145(LC 13) Max Grav 2=587(LC 23),14=1502(LC 1),10=418(LC 24) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 6-7=-218/633,7-9=291/178,9-10=-453/189,2-3=-885/545,3-5=724/502 BOT CHORD 2-17=-368/783,15-17=-83/331,14-15=228/390,12-14=280/331,10-12=101/385 WEBS 6-15=-381/515,5-15=-527/482,5-17=313/456,3-17=-311/330,6-14=-1058/670, 7-14=-528/483,7-12=-314/458,9-12=314/332 NOTES- (6) 11 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.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 will ft between the bottom chord and any other members,with BCDL=5.Opsf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b) 2=185,14=364,10=145. 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. Thomas A.Albani PE NoA9380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: January 30,2019 AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 rev.10/032015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPf1 Qualify 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 716154937 1617623 113 COMMON 1 1 Job Reference(optional) ' Builders FirstSource, Jacksonville,FI 32244 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Jan 30 14:53:14 2019 Page 1 ID:SWmBapgtHE7lNtQ1s8WgDnzEf5S-HfntakJgyoHvB97efP1UWO PiRtZE8 vNri8mizg7v3 1-4-0 6-3-3 11-10-10 17-6-0 231-6 26-8-13 35-0-0 0 F1' -4-0 6-33 -7-6 5-7-6 5-7-6 57-6 6-33 1-40 Scale=1:60.7 4x6 I I 6 5.00 112 5x6 i::� 5x6 5 7 3x6 i 3x6 2x4 \\ 4 8 2x4 3 9 2 10 _ �{1 11 I� 3 iJ 6x8 = 6x8 = 6x8 = 13 12 17 16 15 24 25 14 3x6 = 6x8 = 4x6 = 4x6 = 3x6 = i 7-10-12 151-12 19.10-4 27-1-4 350-0 7-10-12 7-30 4-8-8 7-30 7-10-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.09 12-23 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.13 12-23 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.03 14 n/a n/a BCDL 5.0 Code FBC20171TP12014 Matrix-MS Weight:179 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-4-6 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-15,5-17,6-14 REACTIONS. All bearings 0-3-8 except(jt=length)15=19.10-4,17=19-10-4,14=19-10-4. (Ib)- Max Horz 2=-105(LC 38) Max Uplift All uplift 100 Ib or less at joint(s)except 2=976(LC 27),15=-161(LC 35),17=-1918(LC 35), 14=-1735(LC 38),10=-1374(LC 38) Max Grav All reactions 250 Ib or less at joint(s)except 2=981(LC 48),2=286(LC 1),15=392(LC 1),17=1905(LC 48),14=1779(LC 47),10=1376(LC 47) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 6-7=-1081/1246,7-9=-1894/1925,9-10=-3297/3299,2-3=2166/2183,3-5=802/830, 5-6=-1574/1671 BOTCHORD 2-17=-1989/2048,15-17=-1847/1903,14-15=-1240/1409,12-14=1211/1200, 10-12=-2918/2885 WEBS 6-15=-1042/1027,5-15=1306/1408,5-17=-2273/2320,3-17=-317/344,6-14=1767/1747, 7-14=-528/489,7-12=-345/457,9-12=-313/347 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)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=5.Opsf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 976 Ib uplift at joint 2,161 Ib uplift at joint 15,1918 Ib uplift at joint 17,1735 Ib uplift at joint 14 and 1374 Ib uplift at joint 10. 6)This truss has been designed for a total drag load of 7800 Ib.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 35-0-0 for 222.9 plf. 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.Albani PE NoA9380 MiTek USA,Inc.FL Cart 6834 6904 Parke East Blvd.Tampa FL 33610 Date: January 30,2019 AWARN/NG-Verity design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members ony.Additional temporary and pemtanent bracing MiTek'ek 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 ANSbTPI1 Duality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 716154938 1617623 T14 Common 11 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Jan 3014:53:15 2019 Page 1 ID SWmBapgtHE71NtQ1 sBWgDnzEf5S-IsLFn4KSj6PmpJirD6Yj3bXgPrCCzfV2bVSil9zg7v2 r1-4-011-10.10 17$0 23-1-6 28-8-13 35.0.0 r36-4-0 1-4-0 6-3-3 5-7-6 57� 57-6 57-6 6-3-3 1-4-0 Scale=1:60.7 4x6 = 5.00 12 6 3x4 i 3x4 5 7 3x6 i 3x6 2x4 4 8 2x4 3 9 2 10 e11 11 jY do 16 15 14 13 12 3x4 = 3x6 = 3x8 — 3x6 = 3x4 = 4x4 = 4x4 = 9-0-14 1780 25-11-2 350.0 9-0-14 8-5-2 &s-2 9-0-14 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 0.50 Vert(LL) -0.18 14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.31 14-16 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(CT) 0.11 10 n/a n/a BCDL 5.0 Code FBC20171TPI2014 Matrix-MS Weight:172 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-10-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1195/0-3-8,10=1195/0-3-8 Max Horz 2=105(LC 16) Max Uplift 2=-343(LC 12),10=343(1-C 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2428/1652,3-5=-2180/1517,5-6=1524/1145,6-7=-1524/1145,7-9=2180/1517, 9-10=-2428/1652 BOTCHORD 2-16=-1397/2206,14-16=-1039/1779,12-14=-1043/1779,10-12=1411/2206 WEBS 6-14=-623/845,7-14=-585/510,7-12=-214/400,9-12=-334/350,5-14=-585/510, 5-16=-215/400,3-16=334/351 NOTES- (6) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuK=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C,Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will TR between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate Capable of withstanding 343 Ib uplift at joint 2 and 343 Ib uplift at joint 10. 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. Thomas A.Albani PE Ni:19360 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: January 30,2019 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanerx 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(TPIf Quality Criteria,DSB-69 and SCSI BWlding Component 6904 Parke East Blvd Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. (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. diagonal or x-bracing,TOP CHORDS 9 g,is always required. See SCSI. O �� c1-2 c2-3 2. Truss bracing must be designed by an engineer.For le wide truss spacing,individual lateral braces themselves 0 WEBS civ 4 may require bracing,or alternative Tor I Of Tp bracing should be considered. O ��1 of M o� O 3. Never exceed the design loading shown and never rl M stack materials on inadequately braced trusses. 0 p 4. Provide copies of this truss design to the building c�-s cs-� cs� F designer,erection supervisor, roe owner and For 4 x 2 orientation,locate s p property rtv plates 0- 1114'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/TP1 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 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that 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.Bottom chords require lateral bracing at 10 ff.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. __ 17.Install and load vertically unless indicated otherwise. Min size shown Is for crushing only. ,8< 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. W1 is not sufficient.tr BCSI: Building Component Safety Information, Tek 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MANSIIfPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 -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, Michael Magid, PE AUGUST 1, 2016 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY MII-T-BRACE 2 n00 ® MiTek USA,Inc. Page 1 of 1 Note:T-Bracing/I-Bracing to be used when continuous lateral bracing 0o is impractical. T-Brace/I-Brace must cover 90%of web length. Note:This detail NOT to be used to convert T-Brace/I-Brace MiTek USA,Inc. webs to continuous lateral braced webs. Y=O Brace Size A Mrrek Anillate for One-Ply Truss Nailing Pattern T-Brace size Nail Size Nail Spacing Specified Continuous Rows of Lateral Bracing 2x4 or 2x6 or 2x8 10d(0.131"X 3") 6"o.c. Web Size 1 2 Note: Nail along entire length of T-Brace/I-Brace 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace (On Two-Ply's Nail to Both Plies) 2x6 2x6 T-Brace 2x6 I-Brace 2x8 2x8 T-Brace 2x8 I-Brace Nails Brace Size for Two-Ply Truss t Specified Continuous Rows of Lateral Bracing SPACING Web Size 1 2 k 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace WEB A" 2x6 2x6 T-Brace 2x6 I-Brace --A 2x8 2x8 T-Brace 2x8 I-Brace k --A T-Brace/I-Brace must be same species } T-BRACE and grade (or better) as web member. PSt A. A4��i ONails Section Detail �,�� C E N SF•:9Z�� \ No 39380 T-Brace Web * ,:.aSTA E •4/�1/� Nails J* /ON A1,.E Web I—Brace Thomas A.Albani PE No.39380 MiTek USA,Inc.Fl.Cert 6634 6904 Parke East Blvd.Tampa F!33610 Date: Nails February 12,2018 AUGUST 1, 2016 WEB BRACING RECOMMENDATIONS I WEBBRACE ®R MiTek MiTek USA,Inc. Page 1 Of 1 MAXIMUM TRUSS WEB FORCE(lbs.)(See note 7) a 0o BRACE 0 0 • 24"O.C. 48"O.C. 72"0. BAY SIZE BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE MiTek USA, Inc. A B C D A B C D C D p 10'-0" 1610 1886 1886 2829 - A MIT*AM _-lista 12'-0" 1342 1572 1572 2358 3143 3143 4715 4715 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. GENERALNOTES TYPE BRACING MATERIALS 1.DIAGONAL BRACING IS REQUIRED TOTRANSFER THECUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM.THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. 1 X4 IND.45 SP 2.THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2%OF THE WEB FORCE. A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER,AS THE LATERAL BRACE MATERIAL,AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 X 4#2 SRB(DF,HF,SPF) AT APPROX.45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d (0.131"x2.5")FOR 1x4 BRACES,2-10d(0.131"x 3")FOR 24 and 2x4 BRACES,AND 3-10d(0.131"x3")FOR 2x6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d(0.131"X2.5")NAILS FOR 1x4 LATERAL BRACES, 2-10d(0.131"x3")NAILS FOR 2a 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.conn and w .tpinst.org D 2 X 6#3 OR BETTER(SPF,DF,HF,OR SP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. S. 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) op S A No 39380 G -*--STAtrE TRUSS WEB lS;O N A—�0..%%0 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 Date: of the overall roof system.The method shown here is just one February 12,241 H method that can be used to provide stability against web buckling. ' e AUGUST 1, 2016 SCAB-BRACE DETAIL MII-SCAB-BRACE FI LJLJ ® MiTek USA,Inc. Page 1 Of 1 O 00 Note:Scab-Bracing to be used when continuous lateral bracing at midpoint(or T-Brace) is impractical. MiTek USA,Inc. Scab must cover full length of web+/-6". ENGMIEEREDB_ V O k A MITek Affiliate "'THIS DETAIL IS NOT APLICABLE WHEN BRACING IS " REQUIRED AT 1/3 POINTS OR I-BRACE IS SPECIFIED. APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d (0.131"X 3") NAILS SPACED 6"O.C. SCAB MUST BE THE SAME GRADE,SIZE AND SPECIES(OR BETTER)AS THE WEB. MAXIMUM WEB AXIAL FORCE = 2500 lbs MAXIMUM WEB LENGTH = 12'-0" SCAB BRACE 2x4 MINIMUM WEB SIZE MINIMUM WEB GRADE OF#3 ```11111111111/1) o�p,S A. No 39380 Nails / Section Detail r. ST_ E ®E Scab-Brace ' ` Q• �� FS O R Web t JJJS jO N Thomas A.Albans PE No.39380 MiTek USA,Inc.FL Cert 6634 Scab-Brace must be same species grade (or better) as web member. 6W4 Parke East Blvd.Tampa FL 33610 Date: February 12,2018 STANDARD REPAIR TO REMOVE END AUGUST 1, 2016 VERTICAL (RIBBON NOTCH VERTICAL) MII-REP05 MiTek USA,Inc. Page 1 of 1 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 MiTek USA, Inc. THE LOADS INDICATED. 2.ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE ENGINEERED BY APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. L� J LY�JLSIJO� 3.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. A URek AIBIlste 4.LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5.THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 4X ORIENTATION ONLY. 6.CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. 500#MAXIMUM WALL 500#MAXIMUM WALL LOAD FROM ABOVE LOAD FROM ABOVE TRUSSES BUILT REFER TO INDIVIDUAL WITH 4x2 MEMBERS TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES DO NOT OVERCUT DO NOT OVERCUT 1 1/2" 1 1/2" 4000#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 %��ltlllltfl�l�fl - DO NOT OVERCUT `%��0��`S A No 39380 DO NOT OVERCUT z , _ - ��• Yom'^" -�_�� : '•,� T E ,0 R,1. C? �` 11/2° 11/2 .,�SS,QNA` ��`�% 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. MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: February 12,2018 AUGUST 1, 2016 Standard Gable End Detail Mil-GE130-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 a 00 Vertical DIAGONAL (4)-16d Nails B CE MiTek USA,Inc. ENGNEERED r 16d Nails o O SECTION B-BSpaced 6"o.c. Ii A rek Affiliate (2)-10d Nails into 2x6 2x6 Stud or DIAGONAL BRACE2x4 No.2 of better TRUSS GEOMETRY AND CONDITIONS R 4'-0"O.C.MAX Typical Horizontal Brace SHOWN ARE FOR ILLUSTRATION ONLY. \ Nailed To 2x Verticals SECTION A-A 2x4 Stud w/(4)-1od Nails 12 A Q Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING * * TO TRUSSES WITH(2)-1 Did NAILS AT EACH END. SEE INDIVIDUAL MITEK ENGINEERING ATTACH DIAGONAL BRACE TO BLOCKING WITH A DRAWINGS FOR DESIGN CRITERIA (5)-1Dd NAILS. ** (4)-8d(0.131"X 2.5")NAILS MINIMUM,PLYWOO B B 3x4= SHEATHING TO 2x4 STD SPF BLOCK * -Diagonal Bracing ** -L-Bracing Refer Roof Sheathin 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)-10$k WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. Max. N (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" ACES SPECIFIED AADES:1 x4 SRB OR2x4 STUD OR BETT RRWITOH ONE ROW OF 10d NBE FULL LENGTH. AILS SPACED 6"O.C. �rUS 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. 6 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. if needed TO BLOCKING WITH(5)-10d NAILS. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE End Wall HORIZONTAL BRACE 06-01-13 BY SPIB/ALSC. (SEE SECTION A-A) 11.NAILS DESIGNATED 10d ARE(0.131"X 3")AND NAILS DESIGNATED 16d ARE(0.131"X 3.5") 2 DIAGONAL Minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS `,`,�ttt1 A######ti Species �� SPS A4,S,"i,� and Grade Maximum Stud Length �� O GE 2x4 SP No.3/Stud N S"• �� ' 12"O.C. 3-9-13 4-1-1 5-9-6 7-1-3 11-5-7 '• • ' 2x4 SP No.3/Stu 16"O.C. 3-5-4 3-6-8 5-0-2 6-10-8 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 % T attached to both edges. Fasten T and I braces to narrow edge % •- �✓ of diagonal brace with 10d nails 8"o.c.,with 3"minimum ��'`� •• ( Q •' %�� end distance. Brace must cover 90%of diagonal length. �i S' R �?% s�0 N Ai- MAX MEAN ROOF HEIGHT=30 FEET "#####t i ittt"� CATEGORY II BUILDING Thomas A.Albanl PE No.39380 EXPOSURE D ASCE 7-98,ASCE 7-02,ASCE 7-05 130 MPH L Cd.Tampa FL 33610 ASCE 7-10 160 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. 6904 Parke East MiTek USA,Inc.FCert 6634 DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. Date: February 12,2018 • AUGUST 1, 2016 Standard Gable End Detail MII-GE130-SP L—ILIMTek 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 Vertical Stud (4)-16d Nailski DIAGONAL ACE MiTek USA,Inc. y7zn[n d Nails SECTION B-B aced 6"o.c. A rrtrok Annur. --► (2)-10d Nails into 2x62x6 Stud or DIAGONAL BRACE TRUSS GEOMETRY AND CONDITIONS 2x4 No.2of 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 * 7)�� * TO TRUSSES WITH(2)-10d NAILS AT EACH END. SEE INDIVIDUAL MITEK ENGINEERING ATTACH DIAGONAL BRACE TO BLOCKING WITH A DRAWINGS FOR DESIGN CRITERIA (5)-10d NAILS. (4)-8d(0.131"X2.5")NAILS MINIMUM,PLYWOOD B B 3x4= SHEATHING TO 2x4 STD SPF BLOCK * -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 WALL 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:1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. /Trusses @ 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. 6 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. If needed TO BLOCKING WITH(5)-10d NAILS. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE End Wall HORIZONTAL BRACE 06-01-13 BY SPIB/ALSC. �, (SEE SECTION A-A) 11.NAILS DESIGNATED 10d ARE(0.131"X 3")AND NAILS DESIGNATED 16d ARE(0.131"X 3.5") 2 DIAGONAL Minimum Stud WithoutDIAGONAL) 1x4 2x4 BRACES AT �tttttliiltttt� Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS �� S A. Species �.hP` q� and Grade Maximum Stud Length •`�1•0 y�G E NS* e9.y�',, 2x4 SP No.3/Stud 12"O.C. 4-0-7 4-5-6 6-3-8 8-0-15 12-1-6 2x4SPNo.3/Stu 16"O.C. 3-8-0 3-10-4 5-5-6 7-4-1 11-0-1 NO 39380 2x4SPNo.3/Stu 24"O.C. 3-0-10 3-1-12 4-5-6 6-1-5 9-1-15 = , Diagonal braces over 6'-3' require a 2x4 T-Brace attached to �� •� g q T Jl! one edge. Diagonal braces over 12-6"require 2x4 1-braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d nails 8"D.C.,with 3"minimumR \ end distance. Brace must cover 90%of diagonal length. ,,�10 S S/ NAL��&,` MAX MEAN ROOF HEIGHT=30 FEET 1111111111 tt`` CATEGORY II BUILDING Thomas A.Albani PE No.39380 EXPOSURE B or C MiTek USA,Inc.FL Cert 6634 ASCE 7-98,ASCE 7-02,ASCE 7-05 130 MPH 6904 Parke East Blvd.Tampa FL 33610 ASCE 7-10 160 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING Date: DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. February 12,2018 JANUARY 6, 2017 Standard Gable End Detail Mil-GE140-001 RMiTek 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 D 00 \ E=nVertical Stud (4)-16d Nails DIAGONAL RACE MiTek USA, Inc. ENGINEERED BY 16d Nails =In Flo SECTION B-B Spaced 6"o.c. A Wait Amllate -► (2)-10d Nails into 2x6 2x6 Stud or DIAGONAL BRACE 2x4 Horizontal Brace of better 4'-0"O.C.MAX TRUSS GEOMETRY AND CONDITIONS Typical Horizon SHOWN ARE FOR ILLUSTRATION ONLY. Nailed To 2x_Verticals 2 SECTION A-A w/(4)-1od Nails x4 Stud 12 QVaries to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST F-ATWO TRUSSES AS NOTED. TOENAIL BLOCKING * * TO TRUSSES WITH(2)-10d NAILS AT EACH END. SEE INDIVIDUAL MITEK ENGINEERING ATTACH DIAGONAL BRACE TO BLOCKING WITH A DRAWINGS FOR DESIGN CRITERIA (5)-10d NAILS. 1k (4)-8d(0.131"X 2.5")NAILS MINIMUM,PLYWOOD RI B B 3x4= SHEATHING TO 2x4 STD DF/SPF BLOCK * -Diagonal Bracing ** -L-Bracing Refer Roof Sheathin Refer to Section A-A to Section B-B NOTE: 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. max. (2)-100, 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND NJ I/ (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 10d NAILS SPACED 6"O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF / DIAPHRAM AT 4'-0"O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL 6 DIAGONAL BRACE SPACED 48"O.C. BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. 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) If needed TO BLOCKING WITH(5)-10d NAILS. 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. End Wail 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 Minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT Stud Size BRACE ��ttt��l��i Species Spacing Brace L-Brace L-Brace 1/3 POINTS `%�pMPS A. and Grade Maximum Stud Length `.``.j� .y�C SF E N .;9,��.�� 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 -STA E r:/w Diagonal braces over 6'-3"require a 2x4 T-Brace attached to �U one edge. Diagonal braces over 12'-6"require 2x4 I-braces % t(`•' O R 1 O.•'�j��:� oftached to web with both 10d naillsedges. 8"o.csten T and I w with 3' minimums to narrow edge ,�''sS/ON A;E?" 'N / end distance. Brace must cover 90 of diagonal length. Thomas A.Albani PE No.39380 MITek USA.Inc.R. MAXIMUM WIND SPEED=140 MPH 6904 Parke East Blvd.T�R-33610 MAX MEAN ROOF HEIGHT=30 FEET Date: CATEGORY II BUILDING EXPOSURE B or C January 19,2018 ASCE 7-98,ASCE 7-02,ASCE 7-05 STUD DESIGN IS BASED ON COMPONENTS AND CLADDING DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. AUGUST 1, 2016 Standard Gable End Detail MII-GE170-D-SP LJ ® MiTek USA,Inc. Page 1 of 2 Typical 2x4 L-Brace Nailed To o 00 2x4 Verticals W/10d Nails spaced 6"o.c. Vertical Stud a 00 Vertical Stud (4)-16d Nails 2X6 SP OR SPF No.2 DIAGONAL BRACE MiTek USA,Inc. 16d Nailsy=12 SECTION B-B �—Spaced 6"o.c. A AITak Attlllate + DIAGONAL BRACE (2)-10d Nails into 2x6 4'-0"O.C.MAX 2X6 SP OR SPF No.2 F USS GEOMETRY AND CONDITIONS \Typical Horizontal Brace OWN ARE FOR ILLUSTRATION ONLY. Nailed To 2x4 Verticals SECTION A-A w/(4)-10d Nails 12 2X4 SP OR SPF No.2 A Varies to Common Truss * * PROVIDE 2x4 BLOCKING BETWEEN THE FIRST INDIVIDUAL MITEK ENGINEERING TWO TRUSSES AS NOTED. TOENAIL BLOCKING WINGS FOR DESIGN CRITERIA TO TRUSSES WITH(2)-10d NAILS AT EACH END. A ATTACH DIAGONAL BRACE TO BLOCKING WITH RI litL� (5)-10d NAILS. x4= (4)-8d(0.131"X 2.5")NAILS MINIMUM,PLYWOOD SHEATHING TO 2x4 STD SPF BLOCK * -Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B ROOF Sheathln 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) 1 OA ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENTN� (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. Jrus S @ 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 XLZ" (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. 11.NAILS DESIGNATED 10d ARE(0.131"X 3")AND End Wall -HORIZONTAL BRACE 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 Secies and Grade Maximum Stud Length ��.�`'�p�,gt A��q��,, 2x4 SP No.3 l Stud 12"O.C. 3-9-7 5-8-8 6-11-1 11-4-4 ��.r \C E N 2x4 SP No.3/Stud 16"O.C. 3-4-12 4-11-15 6-9-8 10-2-3 �' �•�� i 2x4 SPNo.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. 1 3-1-15 1 4-0-7 6-3-14 9-5-14 Diagonal braces over 6'-3"require a 2x4 T-Brace attached to w one edge. Diagonal braces over 12'-6"require 2x4 I-braces ��✓c "� ` ' :�� attached to both edges. Fasten T and I braces to narrow edge �i�Cc •' R V•' �\�% of diagonal brace with 10d nails 6"o.c.,with 3"minimum �i�Ss/O••"•��`��% end distance. Brace must cover 90%of diagonal length. N 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 MiTek USA,Inc.FL Cert 6634 EXPOSURE D 6904 Parke East Blvd.Tampa FL 33610 ASCE 7-10 170 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING 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-GE180-D-SP MiTek USA,Inc. Page 1 of 2 U Typical 2x4 L-Brace Nailed To 0 00 2x4 Verticals W/1 Od Nails spaced 6"o.c. Vertical Stud O Old Vertical Stud 2X6 SP OR SPF(4)-16d Nails DIAGSP ONAL BRACE z MiTek USA,Inc. r+E 16d Nails D O SECTION B-B Spaced 6"o.c. A 111ek Atflllat I DIAGONAL BRACE 2 -1 Od 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)-1 Od Nails 12 SECTION A-A 2X4 SP OR SPF No.2 r—AQ 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 111�-1'7111111711111 / * Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B Roof Sheathin NOTE: 24 Max �L 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. 1-O" 2 1 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. M3XS ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT . /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 1 O NAILS SPACED 6"O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0"O.C. jrLIS S @ 24" o.c. ONSTRUCT RIZONTAL ACE CONNECTING A 2x6 AND A 6.BRACEx4 AS TO LOHOWN CATS 6d NAR E SPACMIDS A OF E LONGHORIZESTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. 1691 ATTACH TO VERTICAL GABLE STUDS WITH(4)10d NAILS THROUGH 2x4. Dlag. Brace (REFER TO SECTION A-A) at 1/3 points j2x6DlAGONAL BRACE SPACED 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. If n@eded 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 11.NAILS DESIGNATED 10d ARE(0.131"X 3")AND End Wall SEE SECTION A-A) NAILS DESIGNATED 16d ARE(0.131"X 3.5") DIAGONAL 2 DIAGONAL Minimum Stud Without 2x4 BRACES AT Stud Size Spacing Brace L-Brace BRACE 1/3 POINTS Species , 11111it1,��t, and Grade Maximum Stud Length ,`�. _RPrj A- ,q4 �i4� 2x4 SP No.3/Stud 12"O.C. 3-7-12 5-4-11 6-2-1 10-11-3 `' 0 ••"Ci E N e9��i 2x4 SP No.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 N o 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 Diagonal braces over 6-3"require a 2x4 T-Brace attached to 4(7 one edge. Diagonal braces over 12'-6"require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge �� L O R O• \,�� of diagonal brace with 10d nails 6in o.c.,with 3in minimum �i�SS'Jp •"•��`�� end distance. Brace must cover 90%of diagonal length. T or I braces must be 2x4 SPF No.2 or SP No.2. FAE AN ROOF HEIGHT=30 FEET Thomas A.Albani PE No.39380 RE D MTek USA,Inc.FL Cert 6634 10 180 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. 6904 Parke East Blvd.Tampa FL 33610 ON OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. Date: February 12,2018 AUGUST 1, 2016 STANDARD PIGGYBACK MII-PIGGY-7-10 TRUSS CONNECTION DETAIL 00 ® MiTek USA,Inc. Page 1 of 1 MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT=30 FEET a oo MAX TRUSS SPACING=24"O.C. 0 oto CATEGORY IIBUILDING EXPOSURE B or C ASCE 7-10 DURATION OF LOAD INCREASE:1.60 MiTek USA,Inc. DETAIL IS NOT APPLICABLE FOR TRUSSES ENGIN TRANSFERING DRAG LOADS(SHEAR TRUSSES). ° o ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. A Wait Affiliate 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 MITEKTRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH(2) (0.131"X 3.5")NAILS EACH. D-2 X X 4'-0"SCAB,SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS,MIN GRADE#2,ATTACHED TO ONE FACE,CENTERED ON INTERSECTION,WITH(2)ROWS OF(0.131"X 3")NAILS @ 4"O.C. F Li 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.WND 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 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 WEBFOR LARGE CONCENTRATED LOADS APPLIED >j�111tttt� EXTEND THROUGH BOTTOM CHORD TO CAP TRUSS REQUIRING A VERTICAL WEB: �� Pg A. OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS ♦♦ Q 8 MUST MATCH IN SIZE,GRADE,AND MUST LINE UP ,♦♦��` .••\G•E N S• �� AS SHOWN IN DETAIL. •• 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) 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LBS(@ 1.15). REVIEW i r•� 8T- E BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, 0 R 'i NUMBER OF PLYS OF PIGGYBACK TRUSS TO 5) THOS PIGGYBACK NTREAODAD MUSST THE BE E APPLIRUSS DESIGN.TT MATCH BASE TRUSS. '��ISSQ N A;,;,`�,♦ Thomas A.Mani PE No.39380 MiTek USA,Inc.FL Gert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: February 12,2018 STANDARD PIGGYBACK MII-PIGGY-ALT AUGUST 1, 2016 TRUSS CONNECTION DETAIL 7-10 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. a oo 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 ENG�NEEREDVBY� TRANSFERING DRAG LOADS(SHEAR TRUSSES). L1 tJ LS��S�O� ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. A Mffek AHIIIN I 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 3.57 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 SHEATHINGLi IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT.IN BOTH DIRECTIONS AND: 1.WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN,OR 2.WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12 ft. C E-FOR WIND SPEED IN THE RANGE 126 MPH-160 MPH ADD 9"x 9"x 1/2"PLYWOOD(or 7/16"OSB)GUSSET EACH SIDE AT 48"O.C.OR LESS.ATTACH WITH 3-6d(0.113'X 2")NAILS INTO EACH CHORD FROM EACH SIDE(TOTAL-12 NAILS) B D 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 A VE This sheet is provided as a Piggyback connection 7"x 7"x 1/2"PLYWOOD(or 7/16"OSB)GUSSET EACH SIDE AT 24"O.C. detail only.Building Designer is responsible for all ATTACH WITH 3-6d(0.113"X 2')NAILS INTO EACH CHORD permanent bracing per standard engineering practices or FROM EACH SIDE(TOTAL-12 NAILS) refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. VERTICAL WEB TO EXTEND GH FOR LARGE CONCENTRATED LOADS APPLIED BOTTOM CHORDSPS,A. TO CAP TRUSS REQUIRING A VERTICAL WEB: .�� OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS �� O�• �e �� MUST MATCH IN SIZE,GRADE,AND MUST LINE UP Z ,•��G E N S�. 9ijj AS SHOWN IN DETAIL. 2) ATTACH 2 x_x 4'-0"SCAB TO EACH FACE OF No 393$.Q TRUSS ASSEMBLY WITH 2 ROWS OF 10d(0.131"X 3•)NAILS yF" SPACED 4"O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH _ r VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) p (MINIMUM 2X4) 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUMr� CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW ° BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS0 LBS. iS• O R S O %GREATER THAN � 4) FOR PIGGYBACK 4TRUSSES CARRYING GIRDER LOADS, ,��Ise••N A1..Ear`�` NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. , #"Or r r 1114 % 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH Thomas A.Albanl PE No.39380 THE PIGGYBACK AND THE BASE TRUSS DESIGN. MiTek Usk Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: January 19,2018 AUGUST 1, 2016 STANDARD REPAIR DETAIL FOR BROKEN CHORDS,WEBS M11-REP01 Al AND DAMAGED OR MISSING CHORD SPLICE PLATES MTek USA,Inc. Page 1 of 1 TOTAL NUMBER OF MAXIMUM FORCE(Ibs)15%LOAD DURATION NAILS EACH SIDE 0 0o OF BREAKX SP DF SPF HF INCHES LM=a 2x4 2x6 2x4 2x6 2x4 2x6 2x4 2x6 2x4 2x6 MiTek USA,Inc. 20 30 24" 1706 2559 1561 2342 1 1320 1980 1352 2028 Y=M] 26 39 30" 2194 3291 2007 3011 1697 2546 1738 2608 A W rok MOM 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 L G BREAK 3 l�,lpl •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 011111111111 NOTES: s�%. PS A• 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN.THIS REPAIR DOES %% 0 ..... NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED.THE ENTIRE TRUSS ��Z •'•�C EN S+'•.; SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED.WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED,THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. No 39380 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLING REPAIR *` AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE,EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS,THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID $TAE0e • Jj .t0 1 �(/. LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. � .,�"• � -'�-;•'� � 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2x ORIENTATION ONLY. �� O R 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. S�ON AE �\j��,, /11/1111110 Thomas A.Albani PE No.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: January 19,2018 AUGUST 1, 2016 LATERAL TOE-NAIL DETAIL Mil-TOENAIL-SP F---1= ® NOTES: MiTek USA,Inc. Page 1 of 1 =00 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 oo 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. E17, I I� i ANRdt (�• 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 0 .131 88.0 80.6 69.9 68.4 59.7 p .135 93.5 85.6 74.2 72.6 63.4 J ;n .162 108.8 99.6 86.4 84.5 73.8 SIDE VIEW Cl) (2x3) 2 NAILS Z 128 74.2 67.9 58.9 57.6 50.3 0 .131 75.9 69.5 60.3 59.0 51.1 NEAR SIDE N .148 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 NEAR SIDE 3(nails)X 84.5(Ib/nail)X 1.15(DOL)=291.5 Ib Maximum Capacity NEAR SIDE NEAR SIDE PS A, q�e�,�i NEAR SIDE NEAR SIDE NEAR SIDE No 39380 AZ0' T E ,:�vfu: �. �•, � OR,p• . Thomas A.A@anl PE No.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East 8W.Tampa FL 33610 oft January 19,2018 ANGLE MAY ANGLE MAY VARY FROM ANGLE MAY VARY FROM 30°TO 60° VARY FROM 30*TO 601 30,TO 60° 45.00* 45.000 45.00° AUGUST 1, 2016 TRUSSED VALLEY SET DETAIL MII-VALLEY HIGH WIND1 OMiTek USA,Inc. Page 1 Of 1 a oo 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 ENGINEER SECURE PER DETAIL A °B GABLE END,COMMON TRUSS 4.BRACE VALLEY WEBS IN ACCORDANCE WITH THE OO �Ilrr,k,wlnala 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. --- -- ----- -- -- BASE TRUSSES VALLEY TRUSS TYPICAL VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P 12 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 W/TWO USP WS3(1/4"X 3") EXPOSURE C WOOD SCREWS INTO EACH BASE TRUSS. WIND DURATION OF LOAD INCREASE:1.60 MAX TOP CHORD TOTAL LOAD=50 PSF MAX SPACING=24"O.C.(BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES No 39380 DETAIL A AT '`ry (NO SHEATHING) '�,;c .4 N.T.S. Thomas A.Albam PE No.39380 MiTek USA.Inc,FL Cert WU 6904 Parke East Blvd.Tampa FL 33610 Date: January 19, 2018 AUGUST 1, 2016 TRUSSED VALLEY SET DETAIL MII-VALLEY HIGH WIND2 MiTek USA,Inc. Page 1 Of 1 0 0o GENERAL SPECIFICATIONS 1.NAIL SIZE 10d(0.131"X 3•) 2.WOOD SCREW=4.5"WS45 USP OR EQUILIVANT 3.INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. MiTek USA,Inc. GABLE END,COMMON TRUSS 4.INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND =lfl OR GIRDER TRUSS SECURE TO BASE TRUSSES AS PER DETAIL A 5.BRACE VALLEY WEBS IN ACCORDANCE WITH THE A MRek AMlllns INDIVIDUAL DESIGN DRAWINGS. 6.NAILING DONE PER NDS-01 7.VALLEY STUD SPACING NOT TO EXCEED 48"O.C. q q u u u u ii ii BASE TRUSSES VALLEY TRUSS TYPICAL -LL VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P l2 OR GIRDER TRUSS SEE DETAIL A BELOW(TYP.) SECURE VALLEY TRUSS W/ONE ROW OF 10d NAILS 6"O.C. WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05 146 MPH WIND DESIGN PER ASCE 7-10 160 MPH MAX MEAN ROOF HEIGHT=30 FEET ROOF PITCH=MINIMUM 3/12 MAXIMUM 6/12 CATEGORY II BUILDING ATTACH 2x4 CONTINUOUS NO.2 SP EXPOSURE C WIND DURATION OF LOAD INCREASE :1.60 TO THE ROOF W/TWO USP WS45(1/4"X 4.5") WOOD SCREWS INTO EACH BASE TRUSS. MAX TOP CHORD TOTAL LOAD= PSF MAX SPACING=24"O.C.(BASE AND VAD VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES .`% O�PS' ��,�� •••1G E lVS'' .'9.y �� Na 39380 X1.5'Max C -QST E,, �3fi° • �u Ss;O N A1-%E� r it l 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 TRUSSED VALLEY SET DETAIL MII—VALLEY SP �Jfl� OMiTek USA,Inc. Page 1 Of 1 GENERAL SPECIFICATIONS O 00 O 00 (� 1.NAIL SIZE 16d(0.131"X 3.5") lug 2.INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND SECURE PER DETAIL A MiTek USA, Inc. 3.BRACE VALLEY WEBS IN ACCORDANCE WITH THE Eacw er^O INDIVIDUAL DESIGN DRAWINGS. LAN Q 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. A WTek Meeate 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 I h I n u u n II it it I q n I I u u u ❑ I I II II I II ii ❑ I II II II it II II II II II II I I II �I 11 �� it II II II II II II 1 II II II II 11 11 II II II 11 1� 11 I I II 11 II II I I II 11 II �I II 11 II II 1 1 I I BASE TRUSSES VALLEY TRUSS TYPICAL II 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 NO.2 SP MAX MEAN ROOF HEIGHT=30 FEET TO THE ROOF W/TWO 16d NAILS ROOF PITCH=MINIMUM 3/12 MAXIMUM 10/12 CATEGORY II BUILDING INTO EACH BASE TRUSS. EXPOSURE C OR B WIND DURATION OF LOAD INCREASE:1.60 MAX TOP CHORD TOTAL LOAD=60 PSF MAX SPACING=24"O.C.(BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 4.2 PSF ON THE TRUSSES oo No 39380 DETAIL AST E (MAXIMUM 1" SHEATHING) N.T.S. .,�0� 0 R is'G N A1_ ��N�� ►1111 Thomas A.Alban!PE No.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: February 12,2018 TRUSSED VALLEY SET DETAIL M11-VALLEY AUGUST 1, 2016 (HIGH WIND VELOCITY) �aa ® NOTE:VALLEY STUD SPACING NOT MiTek USA,Inc. Page 1 of 1 uQ TO EXCEED 48"O.C. SPACING 0 00 0 00 a MiTek USA,Inc. Y=10 FOR BEVELED BOTTOM CHORD,CLIP MAY BE APPLIED TO EITHER FACE CLIP MAY BE APPLIED TO THIS FACE UP TO / A MAXIMUM 6/12 PITCH 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 ��.`�tS. . A 144e'��,�� VALLEY TRUSSES MUST BE DESIGNED :��,• E nisF.9ti�.�� WITH A MAXIMUM UNBRACED LENGTH OF 2'-10"ON AFFECTED TOP CHORDS. NON-BEVELED ? No 39380 BOTTOM CHORD - -SHEATHING APPLIED AFTER %3 TACE-- u INSTALLATION OF VALLEY TRUSSES �,��:•.,< p R O '°��` THISDETAIL ETAILSPECI SNOUMBERLICABLE FOR '�,�SS�O .... % CLIP MUST BE APPLIED Thomas XNbani PENo.39360 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 AUGUST 1.. 2016 Standard Gable End Detail Mll-GE146-001 =Ell] MiTek USA,Inc. Page 1 of 2 Typical_x4 L-Brace Nailed To 2x_Verticals W/10d Nails spaced 6"o.c. Vertical Stud 0 00 O 00 Vertical Stud (4)-16d Nails DIAGONAL ACE YMME10 MiTek USA,Inc. 141ENGBiEERED BY t p NailsSpaced 6"o.c. SECTION B-B A Walk ArfllWe �-� 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 SECTION A-A w/(4)-1 od Nails 2x4 Stud 12 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)-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 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. (2)_10�' 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND Max. NAILS' 2 10d NAILS WALL TO BE PROVIDED BY PROJECT ENGINEER3.BRACING SHOWN S FOR INDIVIDUAL TRUSS ONLOY.CONSULT BLDG. ( ) ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 14- �rUS s @ 24" O.C. 2x4 No 3/STUD SP OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. 5 DIARA DIAGONAL AT ACE TO O. C.E APPROXIMATELY 45 DEGREES TO ROOF / 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL 2 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)10d NAILS THROUGH 2x4. at 1/3 point NAILS AND ATTACHED (REFER GABLE STOUD DEFLECTISECTION ON 7. N MEETS OR EXCEEDS U240. If needed TO BLOCKING WITH(5)-10d NAILS. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. End wail — HORIZONTAL BRACE 10.NAILS DESIGNATED 10d ARE(0.131"X 3")AND NAILS DESIGNATED 16d ARE(0.131"X 3.5") (SEE SECTION A-A) 2 DIAGONAI. DIAGONAL Minimum Stud Without 2x4 BRACES AT Stud Size Spacing Brace L-Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length ,,��►�ti��t<<�l�' 2x4 SP No 3/Stud 12"O.C. 3-11-3 6-8-0 7-2-14 11-9-10 J`•0,$PS A. At$'�i, 2x4 SP No 3/Stud 16"O.C. 3-6-14 5-9-5 7-1-13 10-8-11 :��;•'�,�C E NSF'' 2x4 SP No3/Stud 24"O.C. 3-1-8 4-8-9 6-2-15 9-4-7 No 39380 Diagonal braces over 6-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 1-braces attached to both edges. Fasten T and I braces to narrow edge :. <—STATE .0� 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/O1 r A►► ��,,` MAX MEAN ROOF HEIGHT=30 FEET Thomas A Albam PE No.39360 CATEGORY II BUILDING MiTek USA,Inc.FL Cert 6634 EXPOSURE B or C 6904 Parke East Blvd.Tampa FL 33670 ASCE 7-98,ASCE 7-02,ASCE 7-05 STUD DESIGN IS BASED ON COMPONENTS AND CLADDING Date. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. January 19,2018 OCTOBER 5, 2016 REPLACE BROKEN OVERHANG MII-REP13B R MTek USA,Inc. Page 1 of 1 TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR:1.15 u SPACING:24"O.C. TOP CHORD:2x4 OR 2x6 MiTek USA,Inc. PITCH:4/12- 12/12 HEEL HEIGHT:STANDARD HEEL UP TO 12"ENERGY HEEL �O END BEARING CONDITION A Mrrek Aftlllet I NOTES: 1.ATTACH 2x_SCAB(MINIMUM NO.2 GRADE SPF, HF,SP, DF)TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d(0.131"X 3")SPACED 6"O.C. 2.THE END DISTANCE, EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3.WHEN NAILING THE SCABS,THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2x_ SCAB CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED (L) (2.0 x L) 24" MAX 24" MIN `,��t►urrrrrrr�� %`� �p,S A'Nq +` O No 39380 r%'C7 IMPORTANT s This detail to be used only with trusses(spans less than 40')spaced � 24"o.c. maximum and having pitches between 4/12 and 12/12 and i �?♦` loadstotal top chord t exceeding 50 psf. Trusses not fitting the ecriteria should be examined individually. ',,��Str�jri A' 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 R.3361D Date: February 12,2018 AUGUST 1, 2016 LATERAL BRACING RECOMMENDATIONS MII-STRGBCK I—JII ® MTek USA,Inc. Page 1 of 1 O 00 O OD a MiTek USA,Inc. TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, r R�a2x6 "STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ° ALONG A FLOOR TRUSS. A NRek Affiliate NOTE 1:2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2:STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR,AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT WOOD SCREW THROUGH OUTSIDE USE METAL FRAMING SCAB WITH(3)-10d FACE OF CHORD INTO EDGE OF STRONGBACK ANCHOR TO ATTACH WEB WITH(3)-10d (0.131"X 3")NAILS TO TOP CHORD (0.131"X 3")NAILS (DO NOT USE DRYWALL TYPE SCREWS) ATTACH TO VERTICAL WEB WITH(3)-10d (0.131"X 3")NAILS BLOCKING BEHIND THE ATTACH 2x4 VERTICAL TO FACE ATTACH TO CHORD -- 72W VERTICAL WEB IS OF TRUSS. FASTEN TO TOP AND RECOMMENDED WHILE BOTTOM CHORD WITH(2)-10d WITH TWO# x . WOOD SCREWS(.216"DIAM.) ((.2 NAILING THE STRONGBACK (0.131"X 3")NAILS IN EACH CHORD USE METAL FRAMING ATTACH TO VERTATTACH TO VERTICAL INSERT SCREW THROUGH OUTSIDE VERTICAL ANCHOR TO ATTACH ATEA WITH(3)-1 SCAB WITH(3)-10d FACE OF CHORD INTO EDGE OF TO BOTTOM CHORD (0.131"X 3")NAILS STRONGBACK(DO NOT USE (0.131"X 3")NAILS DRYWALL TYPE SCREWS) TRUSS 2x6 4-0-0 WALL BLOCKING HERS) STRONGBACK (TYPICAL SPLICE) BY OT (BY OTHERS) ``,�Iilllifl/11lI No 39380 THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, � TAtf E_ � DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4'-0"LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH(12)-10d (0.131"X 3")NAILS EQUALLY SPACED. �i �� •O R � ALTERNATE METHOD OF SPLICING: JONAL %%, OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-0"AND FASTEN WITH(12)-10d !!!lt1111111��t,, (0.131"X 3")NAILS STAGGERED AND EQUALLY SPACED. (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL) Thomas A.Atbani PENo.39380 MTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa R.33610 Date: February 12,2018 A LLJOiSt 8 . Boise Cascade INSTALLATION Engineered Wood Products s. GUIDE The information in this document Includes AJ S° pertains to use in the UNITED STATES ONLY,Allowable Stress Design.Refer to 140 / 150 / 20 / 190 / 25 the ALLJOIST Specifier Guide Canada for use in Canada,Limit States Design, and VERSA-LAM" BEAMS �-x {"vz x US Version product manufactured in St. Jacques, New Brunswick CANADA Lifetime Guaranteed Quality and Performance Boise Cascade warrants its BCI° Joist, VERSA-LAW, and ALLJOISTO 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 Conrrighi,�Boise Cascade ffbod Products, L.L.C. 2013 AIG US 08/29/2013 ALLJOIST° Product Profiles -- AJS® 140 AJS® 150 AJS° 20 AJS° 190 AJS° 25 t 91/2" 91/2 91/z' 91/2 3/,. 117/8" " 7 " 117/811 117/6" /8 —+- -+— n s/s��_„_ �14"/s 3/a"—. .._14"/s Xs/s"—' '-14„ 14 16" 16" 16" 16" 1{6" 1'/2" L 11/"T 11h° T i 1'/z"T i 11/2�� ,....,,. I-----I I-�--I I---1 4---•-( I,�I 21/2" 21/2 21/2" 21/2" 31/21- 2x3 1/z'2x3 Flanges 1 I 2x4 Flanges AJS° 25 AJS° 30 Deeper Depths Deeper Depths Y .. 18" 18" 7/16" 20" 7/ 16,_i 20" . 22 22" 24" 24" 11/2 r 11/2"T Information on deeper depth AJS®joists is 1-1 1-1 available in the ALLJOIST11 Commercial Guide 31/2" 2x4 Flanges 1 3/2" THE FOLLOWING USES ARE NOT ALLOWED SAFETY WARNING DO NOT notch or drill beams without prior DO NOT cut beyond inside edge of bearing. approval from Boise Cascade EWP Engineering. DO NOT ALLOW WORKERS ON AJS"JOISTS UNTIL ALL HANGERS,AJSf RIM JOISTS, - RIM BOARDS,AJSy BLOCKING - DO NOT PANELS,X-BRACING AND j JO support joist TEMPORARY 1x4 STRUT ' on web. I LINES ARE INSTALLED AS ; SPECIFIED BELOW. SERIOUS DO N07 cut holes too close to DO NOT nail closer than 11h"from end ofjoist. DO NOT cut or notch flange. ACCIDENTS CAN RESULT FROM supports or to each other. DO NOT use INSUFFICIENT ATTENTION TO 16d common nails. PROPER BRACING DURING CONSTRUCTION. ACCIDENTS Refer to hole See roof and floor CAN BE AVOIDED UNDER location and sizing Use Sd nails or details,this sheet, NORMAL CONDITIONS BY chart for size and J.Od/i6d box nails. = for allowed cutting spacing. of flange. FOLLOWING THESE GUIDELINES: • Build a braced end wall DO NOT walk on joist until proper bracing is DO NOT install tongue of floor sheathing flush with either 1" DO NOT hammer on web unless in place. I or 11/1x"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 I tongue Trim to the first eight feet of design capacity. T&G Floor ofmto AJS®Joists and the first Sheathing DO NOT stack ; sheathing Course of sheathing. AS building materials on . regardless an alternate,temporary unbraced joists. " tof hrimb's's sheathing may be nailed 1•or 1/16 thickness. to the first four feet of I thick B01SE;' AJS®Joists at the end of CASCADE' Trim tongue DO NOT hammer on flange. rimboard flush with rim. the bay. • All hangers,AJS11 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'/2 inch DO NOT stack construction materials • Install temporary 1x4 strut lines at no more of true alignment before attaching strut lines (sheathing,drywall,etc)in the middle of than eight feet on center as additional AJS and sheathing. AJS1`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 AJS11 Joist with two 8d nails. ALLJOIST° Residential Floor Sin 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 subfioor,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 floors an tables listed below offer three very different the joists closer together does little to affect the perception of the p ry 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**** CAUMN *MINIMUM STIFFNESS ALLOWED BY CODE* , Live Load deflection limited to L1480: The Live Load deflection limited to L1960+: Live Load deflection limited to Lt360: Floors common industry and design community n that meet the minimum building code L/360 A floor that is 10010 stiffer than the three star standard for residential floor joists,33°f"stiffer criteria are structurally sound to carry the than Lt360 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 risk of floor performance issues. This table hg homeowner. applications,especially with 9112"and 11 la" should only be used for applications where floor deep joists without a direct-attached ceiling. performance is not a concern. Joist ALLJOIST® 12" 16" 19.2" 24" 12"=: 16" 19.2" 24" 12" 16" 19.2" 24" Depth I Series O.C. 1 ojc. o.c. o.c, o.c, C.C. o.c, Q.C. O.C. C.C. O.C. O.C. 140 17'-9" 16-3" ' 16-4" 'IT-11" 13'-11" 12'-8" 11'-11" 11'-1" 19'-8" 17'-0" 16-6" 13'-11" 150 18'-1" 16`-7" 15-8" 14'-7" 14'-2" 12'-11" 12'-2" 11'-3" 20'-0" 18'-3" 16-8" 14'-11" 9'/z 20 19'-1" 1T-5" 16-5" 16-4" 14'-19' 13'-6" 12'-9" 11'-10" 21'-1" 19'-3" 18'-2" 16-4" --._...... ----... ..._.-- _.. _ ----- ...... ................................................... ..........................._.._. _...................._......---- 190 19'-4' 1 T-8" 16-8" ! 15'-6" 15'-1' 13'-9" 12'-11" 12'-0"' 21'-4' 19'-7" 18'-0" ' 17'-3" 25 21'-0" 19'-1" 18'-0" 16'-9" 16-4" 14'-10" 14'-0" 12'-11" 23'-2" 21'-1" 19'-3" 17'-2" 140 21'-2" 19'-4" IT-8" ' 15'-10" 16'4" 15'-1" i 14'-3" 13'-3" 22'-0" 19'-S' 17'-8" 15-10" 150 21'-T' 19'-8" ; 18'-7" 1T-0" 16'-10" 16-4" f 14'-6" 13'-5" 23'-10" 20'-10" 19'-0" 1T-0" 11ya' 20 22'-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'-8" 18'-0" 16-4" 15-5" 14'-4" ` 25'-5' 23'-3" 21'-11" 19'-0" ........ ___ ____ . . m ..._...__ W............................. .. _...... -- _-- 25 24'-11' 22`-9" 21'-5" 18'-3" 191-6" 1 T-8" 16-8" 15'-5" 27'-T' 24'-0" 21'-11" 18'-3" 140 24'-0" 21'-4" 19'-5" 17'-4" 18'-10" 1 T-2" 16-2" 15'-0" 24'-T' 21'-4" 19'-5' 17'-4" 150 24'-0" 22'-4" 20'-11" 18'-9" 19'-2" 1T-6" 16-5" 15'-3" 26'-6" 22'-11" 20'-11 18'-9" 14" 20 25'-9" 23'-6" 22'-2" 19'-1" 20'-2" 1 18'-4" 1T-3" 16-0" 28'-5" 25'-1" 22'-11" 19'-1" 190 26-1" 23'-10 22'-0" ', 19'-1" 20'-5" 18'-7" 17-6" 16'-3 28'-10" 26'-4" 23'-11 19'-1" _._ -_._ __._ _.._ _._._ .__ __ __�___._. _ ._.._._........ ..... 25 28'-4" 25'-10" 22-11" 18'-4" 22'-Il 20'-1" 18-11" 1T-6" 30'-5" 26-4" 22'-11" " 18'-4" 140 26-6" ! 22'-11" 20'-11" 18'-9" 20'-10" 19-0" 17-11" 16-8 26-0" 22'-11" 20'-11": 18'-9" 150 2T-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'-0" 26-0" 24'-2" 19'-3" 22'-4" ; 20'-4" 19'-1" 1 T-9" 31'-3" 27'-0" 24'-2" 19'-3" 190 28'-11" 26-5" 24'-2" : 19'-3" 22'-8" '> 20'-7" 19'-5" 18'-0" 31'-11" 28'-11" 24'-2" 19'-3" 25 31'-4" 2T-10" 23'-2" 18'-6" 24'-6" 22'-3" 20'-11" 18'-6" 32'-9" 2T-10" 23'-2" 18'-0" Table values based on residential floor loads of 40 psf live load and 10 psf dead load(12 psf Floor tile will increase dead load and may require specific deflection limits,contact Boise dead load for AJ S®25 joists). Cascade EWP Engineering for further information. • Table values assume that 23132"min.plywood/OSB rated sheathing is glued and nailed to joists. This table was designed to apply to a broad range of applications. It may be possible to Table values represent the most restrictive of simple or multiple span applications. exceed the limitations of this table by analyzing a specific application with the BC CALC® • Table values are the maximum allowable clear distance between supports.Analyze multiple sizing software. span joists with BC CALC®sizing software if the length of any span is less than half the length of an adjacent span. Shaded values do not satisfy the requirements of the North Carolina State Table values assume minimum bearing lengths without web stiffeners for joist depths of 16" Building Code. Refer to the THREE STAR table when spans exceed 20 feet inches and less. Ore Deur Floor/Ceiling Assembly y . .. M FIRE ASSEMBLY COMPONENTS 1. Min."h2-inch T&G Wood Structural Panels. A construction adhesive must be 1 applied to the top of the joists prior to placing sheathing. The sheets shall be installed with their long edge perpendicular to the joists with end joists centered J� 2 over the top flange of joists and staggered one joist spacing with adjacent sheets. 2. AJS-Joists at 24"o.c.or less. 3 3. Two layers'/"Type C or two layers W 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%"sheathing and STC=61 IIC=50 Cascade representative. 9'/2'glass fiber insulation to fire assembly: 'd '..:.:. .....:.,,. ...!..:;_,IST"'Irstatlat;n ��i;1e•ti3_'2;3,'2;3�;? Floor Framin Additional roof framing details available with BC FRAMERS software NOTE When installing Boise Cascade EWP The illustration below is showing several suggested AJSI 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 ALLJOIST'r PRODUCT VERSA-LAM®header 1, or an AJS®header. FOR INSTALLATION STABILITY, �' /apknockout holes at proximately 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 ,( floor systems. � AJS11 rim joist. ° See Floor Details page 5. Yir �ifr� See page 8 for allowable hole sizes and location. BOISE CASCADE®Rimboard. See pages 6 and 27 of the VERSA-LAM"LVL beam. ALLJOISP Specifier Guide. Endwall blocking as required per For load-bearing cantilever details, governing building code. see page 9. AJS6'Blocking is required when joists are cantilevered. Web Stiffener Requirements See Web Small Gap: Stiffener _ Stiffener Schedule ' Nailing Web 2 max. Schedulechart Stiffener 2 Width AJS11 Series Joist Depth Nailing 4"maxim 140 ,,r-Gap 150 9'�2'— 11Y8' 3-10d 20 Clinch 190 14"— 16" 5-10d Nails 2"min Tight Fit Web Stiffener 25 4"maz. 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 AJS1`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 AJS®Series Hanger Hanger Width Framing Details on page 7. • Web stiffeners are always required under concentrated loads that exceed 140/150/20/190 1" 11/2' 25/16' 1000 pounds. Install the web stiffeners snug to the top flange in this situation. Follow the nailing schedule for intermediate bearings. 25 2x4 lumber(vertical) • Web stiffeners may be used to increase allowable reaction values.See AJS® Design Properties on page 26 of the ASG or the BC CALC®software. Boise Cas-aoe EVVP•ALUOEST�InstaWtation iauic3e. f if 9!2{13 Floor Framing Details Additional floor framing details available with BC FRAMER°software END BEARING DETAILS AJS* AJSe �i rim joist. blocking. 1 Dimension lumber i Nail BOIS isnot suitable for J CASCADE' use as rimboard Rimboard to with AIS°Joists. i AJS"Joists with Dimension lumber is not Blocking may be required 8d nail into suitable for use as rim perpendicular to wall, each flange. board with AJS•Joists. €consult design professionalrecord and/or local conal n afficia1. Use of AJS rimjoist requires 2x6gwall for minimum Joist bearing. { j -.v-_ One 8d nail - �` __�-_._._ BOISE CASCADE® I Rimboard Top Flange or Face Mount /each side at E Joist Hanger t/ bearing Solid block all posts Note:AIS"floor from above joist must be '• to bearing i designed to carry 11h"minimum wall above when not bearing length below. stacked over wall To limit splitting flange,start nails at least:I%" below. from end.Nails may need to be driven at an Blocking required underneath braced wall VERS Me angle to limit splitting of bearing plate. panels and shear walls consult design professional of record. INTERMEDIATE BEARING DETAILS� AJS®Joist Slope Cut Reinforcement Detail below restores original allowable For load bearing wall above Blocking maybe required,consult design professional � ��Pb shear/reaction value to cut end of AJS°joist.AJS° 1��f (stacked over wall below). j of record and/or local building official. • __ Joist shall not be used as a collar or rafter tension tie. I JoJstSpacip4paj Size 12 1 16 19.2 1 24 2 x 6 min.rafter.Rafter shall 1 be supported by ndge beam or 2x4 4463 3347 2789 2231 other upper bearing support Load bearing 2.6 7013 5259 4383 3506 1 - wall above 1 6 12 ' 16" X*2x (stacked aver 1. Squash blocks are to be in full contactln��n max. wall below) withupperfloorandlowerwallplate. AJS*'blo Joist Heel tlepth blocking. . 2. Capacities shown are for a double Depth _ squash blocks ateachlolst,SPF see Nail block with one 10d nail into each flange. or better. table L4„ __ .�. belowi I Backer block Double AJS®Joist 2z blocking required at bearing(not shown for clarity). (minimum 12" Connection �� Sheathing or n/„”min.plywood/OSB rated sheathing as reinforce- wide).Nail with rimboard ment Install reinforcement with face grain horizontal. Joist 10-10d nails. Filler Block closure Install on both sides of the joist,tightto bottom flange. Hanger "� (see chart below) j AJSs1/4"gap between reinforcement and bottom of top flange. blocking Apply construction adhesive to contact surfaces and tr required for fasten with 3 rows of min.lOd box nails at 6"o.c. Alternate nailing from each side and clinch. Web-Filler cantilever. Minimum Heel Depth Filler block.Nail „� with 10 10d nails; Nailing 12" End Wall Roof Pitch on-center Bearing 6/12 7/t2 8/12 9/12 10/12 12/12 Backer block required where top flange i Connection valid for all For load bearing cantilever,see pages 9 -2 z4 4'h" 45/,"" 4W 4V.° 4V." 1 41d° joist hanger load exceeds 250 lbs applications.Contact Boise Cascade and 10.Uplift on backspan shall be E j Install tight to top flange. EWP Engineering for specific conditions. ( 21/'4" 2%e" 2 k" considered in all cantilever designs. 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,AJS® 11h inches minimum from the end ofthe AJS®Joist blocking panels or x-bracing. AJS®blocking panels or to limit splitting. PROTECT AJS'JOISTS FROM THE WEATHER x-bracing are required at cantilever supports. • Sheathing to AJS®joist,rim joist,blocking: AJSI 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 11602.3(1).Closer nail spacing may of the ground on stickers. MINIMUM BEARING LENGTH FOR AJSs JOISTS be required perdesign professional of record. AJSs RIM JOISTS AND BLOCKING • 11h inches is required at end supports. 31h 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 VaIrtlem"Load • Longer bearing lengths allow higher reaction values. - Wood screws may be acceptable,contact local Traasfercapacty Refer to the building code evaluation report or the building official and/or Boise Cascade EWP Joist Depth tEj BC CALCI software. Engineering for further information. — NAILING REQUIREMENTS 91h' 1875 • AJS®rimjoist,rim board or closure panel to AJS®Joist: BACKER AND FILLER BLOCK DIMENSIONS 117/8" 1680 - Rims or closure panel 11/4 inches thick and less: Backer Block ----- ---- - --------- 2-8d nails,one each in the top and bottom flange. AJS®Series Thickness FillerBioCkThlclmm' `' 14"mm ^_ 1500 - AJS®140/150/20/190 rim joist:2-16d box nails, 140 16" 1340 one each in the top and bottom flange. 150 11/s"or two 1h" 2x +%"wood panel - AJS®25 rim joist:Toe-nail top flange to rim joist 20 wood panels - 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,followthe 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-Y4"wood panels. ,. _..11SV Ins* on Guide"08129,'2013 Roof Framing AJS° Rafters Additional roof framing details available with BC FRAMER'software t. The ridge must be supported FOR INSTALLATION STABILITY, by VERSA-LAM'LVL beam or Temporary strut lines-(1x4 min.) load-bearing wall. 8 ft.on center maximum.Fasten - �' _ at each joist with two 8d nails Blocking or other lateral minimum. support required at end supports. 0 �L R f \ When installing Boise Cascade EWF products with treated wood,use only connectors/ fasteners that are approved for use with the �!}�► corresponding wood treatment. Blocking note shown for clarity. AJS®Rafter Header • Multiple AJS®Rafters may be required. SAFETY WARNING DO NOT ALLOW WORKERS ON AJSL JOISTS UNTIL ALL HANGERS,AJS,' SERIOUS ACCIDENTS CAN RESULT FROM INSUFFICIENT ATTENTION TO RIM JOISTS,RIM BOARDS,AJS'BLOCKING PANELS,X-BRACING AND PROPER BRACING DURING CONSTRUCTION. ACCIDENTS CAN BE AVOIDED TEMPORARY 1x4 STRUT LINES ARE INSTALLED AS SPECIFIED BELOW. UNDER NORMAL CONDITIONS BY FOLLOWING THESE GUIDELINES: • Build a braced end wall at the end of the bay,or permanently install The ends of cantilevers must be temporarily secured by strut lines on the first eight feet of AJS'Joists and the first course of sheathing. As both the top and bottom flanges. an alternate,temporary sheathing may be nailed to the first four feet of Straighten the AJS'Joist to within%inch of true alignment before AJS'Joists at the end of the bay. attaching strut lines and sheathing. • All hangers,AJS'rim joists,rim boards, AJS'blocking panels,and Remove the temporary strut lines only as required to install the x-bracing must be completely installed and properly nailed as each permanent sheathing. AJS®Joist is set. • Failure to install temporary bracing may result in sideways buckling or • Install temporary 1x4 strut lines at no more than eight feet on center as roll-over under light construction loads. additional AJS Joists are set. Nail the strut lines to the sheathed area, or braced end wall,and to each AJS®Joist with two 8d nails. AJS 'Ceiling Joist with Bevel End Cut(For Limited-Access Attics Only) Joist End Wall AJS'Joist shall not be used as collar/tension tie. Roof rafter shall be Minimum Depth 2x4 2 x 6 supported by ridge beam or other upper bearing support. Heel -six' 21/2 Plywood/OSB Sheathing orRafter Strut Roof Rafter Depths 11%" 3'h" 2'/2" ix4 Nailer @Max.4'-0"o.c.—�� Ceiling loads: 14" 411V 3vz' 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 " g�'= 11'/e,.14"or 16" Web 2)Ceiling joist must be designed to carry all roof load AJS"Series Ceiling Joist Filler transferred through rafter struts as shown. 24"o.c,Maximum 3)AJS'ceiling joist end reaction may not exceed 550 pounds. - -- "31/2Minimum Bearing- g 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. 91/i'AJS 140,150,20, 190,25 19'-6" 6)1x4 nails shall be continuous and nailed to an end AJSe 140,150,20, 190,25 22'_0" wall braced to the roof diaphragm. 1a"AJS®1ao,150,20, 190,25 2a'-s" 7)Install a 24"long web stiffener on each side of AJS Joist at beveled ends.Nail roof rafter to AJS If roof loads transfer to ceiling joists through struts,analyze with BC CALL® Joist per building code requirements for ceiling joist software,not exceeding end reaction limit stated in Note 3(see right). to roof rafter connection. Roof Framing Details, Additional roof framing details available with BC FRAMER°software 10dJails2x4 one side for 135 PLF max. Rimboard/VERSA-LAMB blocking. 2x beveled piste for slope at 62x6 one side for 240 PLF max. Ventilation"V"cut: greater than /4/12. /a of length,i/z of depth Backer blo Thickness 2x4 corresponblockingAJS®serie2x block for soffitAIS®blockingsupport. 2' maxHoles cutFlange of AJS1 Joists may be birdsmouth cut only at Simpson VPA or USP TMP connectors or equal can i for ventilation. the low end of the joist Birdsmouth cut AJS®joist be used in lieu of beveled plate for slopes from must bear fully on plate,web stiffener required each 3/12 to 12/12. 2'-6"horiz. side.Bottom flange shall be fully supported. i I Rimboard/VERSA-LAM®blocking. Backer block t Ventilation"V"cut: (minimum 12"wide). t 1/3 of length,1/2 of depth Joist Nailwithi0-10d nails. Hanger t t 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-lOd nails. shown on pages 6 and 15 of the Birdsmouth cut AJS"Joist ALLJOIST®Specifier Guide. must bear fully on plate,web Backer block required where top flange stiffener required each side. joist hanger load exceeds 250 lbs. 2'-0"max. Install tight to top flange. f Simpson or USP LSTA24 ® f• Simpson or USP LSTA24 strap where slope strap,nailing AJS Blocking exceeds 7/12(straps may be required for lower §EndWall. joist may be required p, g per Row on each y q governing building code. slopes in high-wind areas). Nailing per governing i Leeds rafter side of ridge building code. ? (2'-0" or alternate. max Holes cut for g as required. ventilation. VERSA-LAME o LVL support beam. Nail outrigger `�- through AJS web. ERSA-LAM® , LVL support x outrigger beam. tched around AJS Beveled web stiffener flange.Outrigger Double-beveled plate,connect to ridge on each side. acing no greater with 2 rows i6d nails at 12"o.c. . an 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,AJS® 11h inches minimum from the end ofthe AJS®Joist blocking panels or x-bracing. AJS®blocking panels or to limit splitting. PROTECT AJSk JOISTS FROM THE WEATHER x-bracingare required at cantilever supports. Sheathingto AJS11joist,rimjoist,blocking: AJSl 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 AJS4'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 AJS1 JOISTS professional of record. • 1%inches is required at end supports. 3%inches is - 14 gauge staples may be substituted for 8d nails if • Unless otherwise noted,all roof details are valid for required at cantilever and intermediate supports. the staples penetrate at least 1 inch into the joist. slopes of 12 in 12 or less. • Longer bearing lengths allow higher reaction values. - Wood screws may be acceptable,contact local VENTILATION Refer to the buildingcode evaluation report or the building official and/or Boise Cascade EWP ® p Engineering for further information. The i inch,pre-stamped knock-out hoist spaced BC CALC software. at 12 inches on center along the AJS®Joist may NAILING REQUIREMENTS BACKER AND FILLER BLOCK DIMENSIONS all be knocked outand used for cross ventilation. BDeeper joists than what is structurally needed may • AJS®rim joist,rim board or closure panel to AJS®Joist: A15�Series Backe Block est FilferBloekThlckness be advantageous in ventilation design. Consult local - Rims or closure panel 11/4 inches thick and less: Thicknbuilding official and/or ventilation specialist for 2-8d nails,one each in the top and bottom flange. 140 specific ventilation requirements. 150 1%"or two 1h" 2x - AJS®140/150/20/190 rim joist:2-16d box nails, -+s h"wood ane! 20 wood panels p BIRDSMOUTH CUTS one each in the top and bottom flange. 190 - AJS®25 rim joist:Toe-nail top flange to rim joistAIS®Joists may be birdsmouth cut only at the low with 2-10d box nails,one each side offlange. 25 2 x-lumber Double 2 x-lumber end support. AJS®Joists with birdsmouth cuts may • AJS®rim joist,rim board or AJS®blocking panel • Cut backer and filler blocks to a maximum depth equal cantilever flanup ge must s pasty on thelow supend support.The to support: to the web depth minus 1/4"to avoid a forced fit. bottom flange must sit fully on the support and may not overhang the inside face of the support. High - 8d nails at 6 inches on center. For deeper AJS®Joists,stack 2x lumber or use multiple end supports and intermediate supports may not be - When used for shear transfer,follow the building pieces of-3/4"wood panels. birdsmouth cut. designer's specification. Boise Cascade€:L,P•ALUOIST=lnstallation Guide•08129!2013 AJS° Joist Hole Location & Sizing AJS®Joists are manufactured with 11/2" round perforated knockouts in the web at approximately 12"on center Minimum spacing-2x greatest dimension D of largest hole(knockouts exempt) D DO NOT (see table below) (see table below) cut or notch flange t JET 0--= 0 o - DO '—A 1'h"round hole may be cut in web area No holes(axe knockouts) y as specified allowed in bearing zones cut anywhere in the web. Do not cut holes Provide at least 3"of larger than 1%" clearance from other holes. round In cantilevers. Minimum distance from support, listed in table below, is required for all holes greater than 11/2' • Select a table row based on joist "Alu, ;, - depth and the actual joist span rounded up to the nearest table Round Hole Diameter[in] 2 3 4 5 6 6'/z 7 8 8% 9 10 11 12 )3 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 ' the longest side of a rectangular j i 8 2'-0 2'-5" 2 11 3'-5" 3'-10" 4'-0' I hole. The table value is the Any Span closest that the centerline of the 9/i' 12 3'-0' 3'-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" i € • 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 87/8 9 10 11 12 13 apply to either single or multiple joists in repetitive member Rectangular Hole Side[in] - - - 2 3 4 5 7 8 - - _ - - conditions. For multiple holes,the amount 8 1'-0" 1'-5" 1'-10" 2'-3" 2'-8" 2'-11" 3'-1" 3'-6" 3'-11"' of uncut web between holes must equal at least twice the diameter(or longest side)of the 12 1'-5' 2'-1" 2 9 3-5" 4'-0 4'-4' 4 8' 5 4 5'-11" Any j S largest hole. 11'x" ft n '/ [ ] �- i 1 "round knockouts in the web Joist 16 1-11 2'-10" T-8" 14'-6" 5'-5 5-10" 6'-3" T-1 7'-10" j may be removed by using a _ _.. ..� _.. ] -- short pie of metal pipe -- piece and 20 2'-5" 3'-6" 4'-7" 15'-8" 6'-9 , 7'-3" 17 10 8'-11" 9'-10" I hammer. • Holes may be positioned verti- Round Hole Diameter[in] 2 3 4 5 6 61/2 7 8 8'/e 9 10 11 12 13 tally anywhere in the web. The joist may be set with the 1I/V Rectangular Hole Side[in] - - - - 2 3 3 5 6 6 8 9 _ - knockout holes turned either up or down. 8 1'-0' 1 1" V-2" V-4" i 1'-8" 1'-11" 2'-1" 2'-6' 2'-10" 2'-11" T-4" 3 9' ` This table was designed to apply to the design conditions covered by tables elsewhere 12 1'-0' 1'-1" 1'-4" 2'-0" 2'-7" .2'-11" T-2" 3-10" 4'-4" 4'-5" 5'-0" 5'-7° in this publication. Use the Any : Span BC CALC®software to check 14 [ft] 16 1'-0" 1'-1" 1'-10" 2'-8" 3'-5 3'-10" 4'-3" 5'-1" 5'-9" 5'-11 6'-8" 7'-6" other hole sizes or holes under Joist _. _..._�_. .. _ other design conditions. It may 20 '; 1'-0" . 1'-3" ' T-4" 3'-4' 4'-4" 4'-10' 5'-4" 6-4" 7'-3" 7'-4' 8'-5" J 9 i be 5" possible to exceed - ` the limita- tions, � ____ ______ ___ tions of this table by analyzing a specific application with the 2411'-0" 1'-7" 2'-9" 4'-0" i 5'-2" 10' 6'-5 T-8" 8-8' 8'-10":10'-1" 11-3 BC CALC®software. Round Hole Diameter[in] 2 3 4 5 6 6'/2 7 8 8'/ 9 10 11 12 13 Rectangular Hole Side[in] - - - - - - 2 3 5 5 6 8 9 10 8 1'-0" 1'-1" 1'-2" 1'-2" 1'-3" 1'-3" 1'-3" 1'-8" 2'-0" 2'-1" 2'-5" 2'-10" 3'-2" 3'-7" 12 1'-0" 1'-1" 1'-2" 1'-2" 1'-4" 1'-8" 1'-11" 2'-6" 3'-0" 3'-1" 3'-8" 4'-3" 4'-10" 5'-5" Any 16" Span 16 1'-0" 1'-1" 1'-2" 1'-2" 1'-10" 2'-2" 2'-7" 3'-4" 4'-0" 4'-2" 4'-11" 5'-8" 6'-5 7'-2" Joist Ift] 20 1'-0" 1'-1" 1'-2" 1'-4" 2'-3" 2'-9" 3'-3" 4'-3" 5'-1" 5-2" 6'-2,• 7'-1" 8'-1" 9'-0" 24 1'-0" 1'-1" 1'-2" 1'-7" 2'-9" 3'-4" 3'-11" 5'-1" 6'-1" 6'-3" 7'-4" 8'-6" 9'-8" 10'-10' Boise Cascade f:10P•ALLJOIST�installation Guide•08:19;013 �.a m AJS°190 Joist AJS®140 Joist'Depth v 16" 14" 11%' _9'/d' Joist Series11'/" 9/i' Joist Series tl A W W W W W N N N A W W W W W N N N A W W W W W N N N 1�W W W W W N N N Roof Truss A W W W W W N N NI.A W W W W W N N NIA W W W W W O W T ANO W O A O W WAW.W 4 W ANO W M1A O W m ANO W W.A W A G W 0) SOD 03 O WW �Om.01NO WNNiRoof Truss San ft O A0 CO 01 A N O OD m A San ' t._ o 0 o 0 0 0 o o'o o o 0 o o o o o oto o 0 o o o o o 0 o 0 0 0 o 0 o o o m 0 0 0 0 0 0 0 0 0;0 0 0 0 0 0.0 0 0�0 0 0 0 0 0 0 0 o�O o 0 0'0 0 0 0 o rn L 7+ o o0 0 0 0 0 0.0 0 00 000 00 0100 0 0 o 0 oo o N'- - O o. 0 00 N 0 0 0 0 0 0 0 0 0'0 0 0 0 0 0 0 000 oo 0 0 0 0 a.o'X X y — 0 0 0 0 0 f�.. N < C N 00 U �.Cco 0 OOO - OO OOOi -� cO OOO XX XX N N -+ -�-. A co OO OOO 00000 O X -`-` -'OO 000 XXXX X X X '� A O T 0 0 0 O O O O O O 0 0 0 0 0 0 0 0 OIO 0 0 0 0 0 0 0 O�N N.. . 0 0 0 o3., N� � O O O O O O O O O O O 0 0 0 0 0 0 O O O O O O O O O O X.X� � � 0 0 0 0 ^ � p < O.O O.O o O'X X X.N.N N-�-+.0 A G C N � � r NNOO OOOOO�OOOOOOOO -+ � -+ O OO OOO X.Xxx X X-' -'O x-` - $C�G O X X X x x x--` - O�xxxxxxxxx(nA � O �'0 0 0<<4<0 0 0 0 `�0 0 0 0 00 0!-• -� -• O o 0 0 0 o xIX x'.N'N m o rn o 0 0 o O o 0 0 0'0 0 0 0 0 0 0 0 0.-� o 0 0 0 0 o X x X xX X-- -�o a, b V)VJ U) 000 - -+-+ ��O OX X N -.-. -� -+ O O X X X X X X X N N � -+ -� N f -'��O O O O x x x x�� O O(X X X X X X X X X N N F p;p N 4 ,CSC. X -` -' -' X XXX -.� X X X XXX X N X.X X X X X XXX X X -` -' g g€X x X X X _ _ �g':,X X X X X X X x X X X X X x X X X X y j M AJS®25 Joist lDepth AJSe 150 Joist Depth n O 16" 14" 11%11 91/21' Joist Series 16" 14" 11%' 9'/z' Joist Series ?W W W W W N N N A W W W W W N N N A W W W W W N N N A W W W W W N N N Roof Truss A W W W W W N N N A W W W W W N N N A W W W W W N N N A W W W W W N N N Roof Truss O W.W A N O W 0>.A O W W A N.O OD.W A O W 0� A N O W m A 0 W 0>..A N O W W A San ft O W 0�A N O W W A O W O A N.O W 0� .P O W m l N 0 W m A O co W A.N O co O > San ft O O'O O OO O OO O OO O O O 0.0 O OO O O.O 0 0 0 0 OO OO 0 0 0 0 0 O O OO O O''.O O OIOO O O O OO O'O IOO O O O OO.O.OIO M�o O U)(n Cn U7 O N 0 0 0 O O O O O O y O C O O � ^ 0 0 0 0 0 OIO 0 0 0 0 0 0 0 O O O O O O O O O O O-- - o o o 0 o O X X X X N N . O CO do G<O o o 0 0 o oj��o 0 o << << I N n o l -��.�0 0 0 - -- -- - - - ---- O O�N.�.-+ -� O O O.O O x x x N.N N- - O x x X X X x X x X y = 2 ��OIC �G N G OIX X X N N � -+ � OIX.X X X X X X X N A J IO- N � a VVVJJJ ((fin VVJJ 000000000000000000 -� � � OOO OOO XXXXNN � � O � � �OOOOOOO.O �OOO OOOOO� W N . ... .. . 000OOO O - - - -- ---- + - OO0000 X x N N -- - O o X X X X X X X X N N U �� X N N -� -. -� --� O o l X X X X X X X Iv- 2 � V N O X XN NN-�-�.O O X X XX X.X X N.N X'.X x X X XX.X y X'-'..-.- .. *,)Ix X.X.X-' --.-. X X XX X XX--' X.X X X.,X X x X p £ m ? w N Z AJS'20 Joist Depth o [in] ,V in ° o C D_(ol o_F_-1 m 3 X m n ro X NW 0 16" 14" 11%" 9%" Joist Series ro o7nw UZI (D CID Q Q O: n( (D N C Z Roof Truss / San ftN �� Q N N O N O W O W N W ( 3 N N 7 �ro ro N N (� O 0 0 0 0 O o o O O O O O O O O 0 0 0 0 0 0 O O O O O O O O O O 0 0 0 0 0 o" (\1 n7Q N' -% (D 3� �ro7 6 6 Q' � � V cn w cn m r11 o o o o o N� W� ti,��0 roC Ati_7 N O O 00 N��000OO.GGGGO00 O O- - - -�0000xxx N N N - - - 1, ® _(o av n �"_n D o ro N ro ro o 7(n O 7 Cn T(j O O O )O N (O 3 o 6� D ro0 < <<<<<< CC CC CC O C 3 N OOj G 5 w z 7 W N N W <G<O 0 0 0 0 0 «G 0 0 0 0 0 o- - 0 0 0 O O O X X X N N N O (0 ry A < O) (D (D O'O �1 O O C �'7 QI (n(n(n N N UJ N ro (D1:1L 3 - o -0 ro <C CC C< << C C C C C (D,... C_(D (D O N n < O I'I'I <<G<< G�O <G<<O X X X XN G X XXX XXXX N N d d O O 7 W O 7(n N O (D b C (n(((nnn(n(n(n(n(n (n(n(((nnn(n ((g t' o,m m 3 o �� n :U �7 N v `: =a,) 7 n 9.1 3 ET - .. ro (D CL . 0 0 0 0 0 0 o n o yN N p CD N B O O <<< G<000 - - <G 000 X N N --- - o O X XX X X X N N N 0 U ro (Cl 3.N N(D O Q) Cn(n(n(n(n(n (n(n N (n roCD m p 7 .N-. N X— — — — g x X X X> > >��X X X X X x X N — X X XX XXXXX y p Reinforced Load Bearing Cantilever Detail PLYWOOD/OSB REINFORCEMENT (lf Required per Table on page 9) 23/x"min.plywood/OSB or 23rimboard closure.Nail with Joist • /32'Min.x 48"long plywood/OSB gd nail into each flange. blocking rated sheathing must match the full required for depth of the AJS-'Joist. Nail to the cantilever Roof Span —2'-6- AJS®Joist with 8d nails at 6"o.c. and nail with 4-8d nails into backer Structural Panel block.When reinforcing both sides, reinforcement stagger nails to limit splitting. Install with horizontal face grain. "— 2'-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' bearing cantilevers up to a maximum length of 2'-0". Contact Boise Cascade EWP Backe.block Cantilevers longer than 24"cannot be reinforced. Engineering for reinforcement 2'-0" However,longer cantilevers with lower loads requirements on AJS''Joist depths may be allowable without reinforcement.Analyze greater than 16". Uplift on back span shall be specific applications with the BC CALC"'software. considered In all cantilever designs Brick Ledge Load Bearing Cantilever I`MN Brick Ledge With Blocking Panels (0 Brick Ledge Without Blocking Panels Load bearing wall. 12"min.length of 23/32" plywood/OSB reinforce- BOISE CASCADE® ment nailed to top and Provide full Rimboard. bottom flanges. depth blocking Brick between joists. 711. 5"max 3%"min. Edge of hole shall be a O 2x10 sill plate for 2x6 wall, min.of 3"from end of 2x8 sill plate for 2x4 wall. blocking panel. �3. —i3'I� Load bearing wall. Notes: Notes: 1.Use 33/32'min plywood/OSB rated (8d)nails at 3"on center except 9'/2" 1.Use 33/32"min plywood/OSB rated (8d)nails at 3"on center except 9'/" sheathing.Install full depth of joist joists,install nails at 2'/"on center. sheathing.Install full depth of joist joists,install nails at 21/2'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'/2" of 3"from end of blocking panel. and bottom joist flanges with 21/2' Roof Roof Live Load(psf) Joist Truss 20 psf 30 psf 40 psf 50 psf Brick Ledge Depth Span Joistacin 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 0 0 1 0 1 1 0 1 1 Table Design Assumptions 26' 0 0 0 0 0 1 0 1 1 0 1 2 28' 0 0 0 0 0 1 0 1 1 0 1 2 Roof Loading: 15 psf dead load plus 9%" 30' 0 0 0 0 0 1 0 1 1 1 1 2 a 100 PLF wall self-weight, in addition 32' 0 0 1 0i 1 1 0 1 2 1 2 2 to roof live load shown. Maximum 2'-6" 34' 0 0 x 0 x x 0 1 x 1 2 x 36' o x x o x x 1 x x 1 x X overhangs assumed on roof trusses. 24' 0 0 0 0 0 0 0 0 0 0 0 1 Floor Loading: 40 psf live load plus 26' 0 0 0 0 0 0 0 0 0 0 0 1 28' o 0 0 0 0 0 0 0 1 0 1 1 10 psf dead load, backspans not to 11Y8' 30' 0 0 o o o 0 0 0 1 0 1 1 exceed maximum floor spans shown on 32' 0 0 0 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' 0 0 0 0 1 1 0 1 1 0 1 x KEY TO TABLE: 24' o 0 0 0 0 0 0 0 l 0 0 0 0 0 = No Reinforcement Required 26' 0 0 0 0 0 0 0 0 0 0 0 0 1 = Reinforcement Required One Side of Joist 28' 0 0 0 0 ! 0 0 0 0 0 0 0 1 14" 30' 0 0 0 0 0 l 0 0 0 0 0 0 1 2 = Reinforcement Required Both Sides of Joist 32' 0 0 0 0 ! 0 0 0 0 0 0 0 1 x = Use Deeper Joists or Closer Spacing 34' 0 0 0 0 0 0 0 0 1 0 0 1 36' 0 0 0 0 0 0 0 0 1 0 1 X Boise Cascade EL4P•ALLJOIST°Installation Guide•08:19:2013 Non-Load Bearing Wall Cantilever Details AJS$Joists are intended only for applications that Fasten the 2x8 minimum to the AJS®Joist by nailing through the backer block provide permanent protection from the weather. and joist web with 2 rows of 1O nails at 6"on center.Clinch all nails. Wood backer block 2x Closure JUS"Joist blocking See page 6 of AIUOIST® Wood Structural Specifier Guide 2x8 minimum AJS`Joist Panel Closure \ blocking Section view Drywall Ceiling or Minimum i%Times Back 5 an Maximum ' Wood Structural p . Panel Soffit Cantilever Length Back Span` I' Back Span Maximum Nott to exceed 4'-0" 3%"min._. — 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 CALCI software. Large Rectangular Holes in AJS° Joists �� ZE 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 Maximum Hole Size Multiple Span Joist See Max HoleSize on hole Chartfor Joist Depth See Max Hole Size on � Joist Simple Multiple Qr hole hole 35 Joist Span � Minimum 2x diameter/ Depth Span Span I�'h joist —,.I Chart for Joist Depth Joist / width of largest hole 9111d' 6"x 12" 6"x 7" Span Span 11'/@11 W.x 13" 8"x 8" Simple Span Joist 6'-0'Min 9"x 16" 8"x 13" Aluhiple Span Joist 12'-0'Min ( Multiple Span Joist 12'-0'Min— _ Notes:7— 14" 10"x 14" 9"x 11" Larger holes may be possible for either Single or Additional holes may be cut in the web provided they meet 11"x 16" 10"x 14" Multiple span joists-, use BC CALL®sizing software the specifications as shown in the hole distance chart shown 16" p P 1 9 above or as allowed using BC CALL®sizing software. 12"x 15" 1 11"x 12" for specific analysis. AJS®' Joists Connection Details 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 record. Backer Block [11/4"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. Eloise Casrade EVVP•ALL,;CIST'installation Guide•08.129(2013 BOISE CASCADE° Rimboard BOISE CASCADE° Rimboard Product Profiles t 33 3 II i r � f 91/211 ' 117/8" i 14.. 16'1 , i 13/411 BOISE CASCADE"' BOISE CASCADE® VERSA-LAM® VERSA-LAM® RIMBOARD OSB RIMBOARD* 1.4 1800* 2.0 3100* *18—24 inch deep rimboard are special order products, contact local supplier or Boise Cascade representative for product availability. 0 Perpendicular 0 Parallel 0 See chart for vertical load capacity. See chart for vertical load capacity. %"dia through bolts (ASTM A307 Grades A&B, SAE J429 Grades i or 2, or higher)with washers and nuts or lk"dia lag Exterior screws(full penetration) wood sheathing 350 Ib capacity for V/e"&thicker rim, 300 Ib capacity for II i"rim,per fastener Bated Ledger • se only fastene+: • :hat are approved.`3- • use with cor:espondir;t, • • ce'i3odTi;atmE•nt. • BOISE CASCADE*Rimboard Design of moisture control Min. 8d nails at 6"o.c.per IRC. by others(only structural Connection per design professional ofcomponents shown above) Min. 8d nails at 6"o.c per IRC. For information re connection of exterior decks to record's specification for shear transfer. regarding Connection per design professional of g g inferior floor systems per the 2009 IRC,section 502.2.2.3. record's specification for shear transfer. contact Boise Cascade EWP Engineering. BOISE CASCADE° Rimboard Properties Vertical Load Capacity Specific _____7_ Allowable Design Values T--- _— _ Product Uniform[plfl Point Ib Gravity 18"& 22"& 18"& 22"& for i Modulus I 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 i to Grain &Less &Less &Less &Less &Less &Less Yb/ftl Design Iblin Ib/in Ib/in Ibhn� 1"BOISE CASCADE® RIMBOARD ,2)& 1' BOISE CASCAADE E9 3300 1650 : 1650 3500 3500 3500 180 0.5 Limited span capabilities,see note 2 RIMBOARD OSB in 1BOISE CASCADES an ca RIMBOARD OSB4400 3000 3000 3500 3500 3500 180 0.5 Limited s abilities,see note 2 ' p p Permitted per building code for 1 /1s 6000 5450 — 4450 4450 — all nominal 2'thick framing blocked 0.5 1800 11 400,000 225 525 VERSA-LAM"1.4 1800 0) 6000 unblocked diaphragms (4'nail spacing&greater) Permitted per building code for 1jA5700 4300 — 4300 3900 — all nominal2'thick framing blocked 0.5 2800 2,000,000 285 750 VERSA-LAM"2.0 3100 i'I and unblocked diaphragms (4'nail spacing&greater) Closest Allowable Nail Spacing-Narrow Face[in] Notes 10d,12d 1. Per ICC ESR-1040. Product 8d 8d 10d&12d 16d Common& 16d 2. See Performance Rated Rim Boards, Box Common Box Box 16d Sinker Common APA EWS#W345K for further product 1"BOISE CASCADE® 3 3 information. RIMBOARDrz 1"or 1'/"BOISE CASCADEc 3. Not all products and depths may be RIMBOARD OSB 3 3 See note 2 for nailing information available,check with Boise Cascade representative for product availability. 15/16 VERSA-LAM61.41800 I'I 3 3 3 3 4 6 1'/."VERSA-LAM®2.0 3100(') 2 3 3 3 4 6 Boise Cascade EJ-1•ALLIOIST�installation 3uide•08114'2013 AJS° Desi n Properties "AdEnd Reaction[lbs] Intermediate Reaction[lbs] AJS® Moment Shear 1+/"gearing 3'/i'Bearing 3Y�'Bearing 5'/;'Bearing Joist Depth Weight M EI x 108 K x 106 V� -- -- - - Series [inches] [plf] [ft-lbs] [lb-int] [lbs] [Ibs] ;No WSJ'? WS(2) No WSMWS(2) No WS(') WS(2) No WSMWS(2) 9'/z 2.2 2450 182 5.2 1160.. 950 1240 1175 1480 2350 1 2450 2350 2450 AJS® 11'/8 2.5 3175 310 6.6 1490 955 1335 j 1215 1595 2390 i 2800 ' 2390 2800 140 14 2.8 382_5 457 7.8 1790 : 960 1420 n 1250 250 1700 2430 ! 3130 , 2430 3130 16 3.1 4435 623 9.0 2065 : 970 1500 : 1285 1800 2465 3435 ; 2465 3435 9% 2.2 2820 194 5.2 1166 7 950 1240 1175 1480 2350 2450 2350 2450 AJS® 11'/8 2.5 3650 331 6.6 1490 955 1335 " 1215 1595 2390 2800 2390 2800 150 _ 14 2.8 4390 487 7.8 _1790 960_ 1420 -_1250 _1 700 _2430 3130 2430 3130 16 3.1 5090 664 9.0 2065 1 970 1500 = 1285 1800 2465 3435 2465 3435 9'/z 2.5 3395 232 5.2 1160 i 950 1240 1175 1480 2350 2450 12350 2450 AJS® 11'/8 2.8 4400 394 6.6 1490 '; 955 1335 i 1215 1595 2390 2800 2390 2800 20 14 3.0 5295 578 7.8 1790 a 960 1420 1250 1700 2430 3130 NM 3130 _._.._. 16 3.3 6140 786 9.0 2065 3 970 1500 , 1285 1800 2465 3435[2465 3435 9% 2.5 1 3895 244 5.2 1160 . 950 1240' ; 1175 1480 2350 2450 i 2350 2450 AJS® 11'/82.8 5045 414 6.6 1490 955 1335 1215 1595 2390 2800 1 2390 2800 190 14_ 3.0 6070 608 7.8 1790 : 960 1420 : 1250 1700 2430 3130 1 2430 3130 16 3.3 7040 827 9.0 2065 970 1500 ; 1285 1800 2465 3435 2465 3435 9'/ 3.1 5370 322 5.3 1160 i 950 1240 1175 1480 2600 2850 2600 2850 AJS® 11'/8 3.4 6960 545 6.1 1490 1 955 1335 1215 1595 2690 3190 2690 3190 25 14 3.7 8380 798 1.9 1790 960 1420 1250 1700 2770 3500 2770 3500 167- 3.9 1 9720 1 1082 1 9.1 2065 970 1666--i 1285 1800 2850 3800 2850 3800 NOTES: (1) No web stiffeners required. Q _ 5W14 W12 (2) Web stiffeners required. 384 EI K (3) Not applicable,web stiffeners required. • Moment,shear and reaction values based upon a load duration of 100% A = deflection [in] and may be adjusted for other load durations. w = uniform load[Ib/in] • Design values listed are applicable for Allowable Stress Design(ASD). = Clear Span [in] • No additional repetitive member increase allowed. BUILDING CODE EVALUATION REPORT K = bending stiffness coefficient K = shear deformation coeffff icient[Ib] - ICC ESR 1144(IBC, IRC) VERSA-LAM®R Design Values Allowable Allowable Moment Allowable Allowable Moment Width Depth Weiggh� t Shear Moment of Inertia Width Depth Weight Shear Moment of Inertia Grade in in Ib/ft Ib ft-Ib [in 4] Grade in in Ib/ft Ib ft-Ib in' E LO 3'/ 1.5 998 776 5.4 5% 8.0 5237 6830 63.3 o o co 1'/ 5% 2.4 1568 1821 20.8 5'/: _ 8.4 5486 7457 72.8 7'/. 3.2 2066 3069 47.6 7,/+ _ 11.0 7232 12566 166.7 3'/ 1.8 1164 1058 6.3 9'% 14.1 9227 19908 346.3 5'/z 2.8 1829 2486 24.3 7% 3.7 2411 4189 55.6 9'/z 14.5 9476 20937 375.1 9% 4.7 3076 6636 115.4 5,/ 17.1 11222 28814 622.9 9'/ 4.8 3159 6979 125.0 11'/ 18.1 11845 31913 732.6 .......... 1'/. 11'/. 5.7 3741 9605 207.6 0 14 21.3 13965 43552 1200.5 C. 11% 6.0 3948 10638 244.2 M 16 24.4 15960 56046 1792.0 14 7.1 4655 14517 400.2 Cn N 18 27.4 17955 70011 2551.5 0 16 8.1 5320 18682 597.3 N ® - __ 20 30.4 19950 85428 3500.-6 ® 18 9.1 5985 23337 850.5 J 24 12.2 7980 40183 2016.0 Q 24 36.5 23940 120549 6048.0 -' 5'h 5.6 3658 4971 48.5 9% 16.6 12303 26544 461.7 cn 7% 7.4 4821 8377 111.1 j 9% 17.1 1 12635 27916 j 500.1 W 9% 9.4 6151 13272 230.8 11% 20.2 14963 38419 830.6 ............. .............. .._.... 9% 9.6 6318 13958 250.1 11/ 214 15794 42550 976.8 .............................. 3,/= 11% 11.4 7481 19210 415.3 7 14 25.2 ! 18620 58069 1600.7 _.....11_ .' ._......_...........12.1 [ 7897 21275 488.4 16 28.8 - 21280 74728 2389.3 .................._..............._.................. ...... 14 14.2 j 9310 29035 800.3 16 16.2 10640 37364 1194.7 18 32.4 23940 93348 3402.0 _ 18 18.3 11970 46674 1701.0 20 36.0 26600 113904 4666.7 .� ................... ......... ...................................................... ........A....... ........ 20 20.3 13300 1 56952 2333.3 24 43.2 31920 160732 8064.0 Boise Cascade E.`:P•ALLJGIST`6=stallab n Guide•081291201; VERSA-LAM®' Design Properties Equivalent Tension Compression Specific Gravity Modulus of Horizontal Parallel to Compression Perpendicular to for Fastener Elasticity Bending Shear Grain Parallel to Grain Grain Design _ (Psi)tzlPi)ax) F�(Psi)tzxat Fr Pi)axsl FeE(x 106 Psi)" Fb Fe1(psi)f' 6j (SG)Desi n Property Grade VERSA-LAW Beams 2.03100 2.0 3100 285 2150 3000 750 0.5 VERSA-LAM`Studs 1.72650 1.7 2650 285 1650 3000 750 0.5 VERSA-LAM'Columns 1.82750 1.8 2750 285 1825 3000 750 0.5 1. This value cannot be adjusted for load duration. 5. Tension value shall be multiplied by a length factor,(4/L)''e where L= 2. This value is based upon a load duration of 100%and may be adjusted for other load durations. member length[ft]. Use L=4 for members less than four feet long. 3. Fiber stress bending value shall be multiplied by the depth factor,(12/d)''where of=member 6. Stress applied parallel to the gluelines. depth[in]. Design properties are limited to dry conditions of use where the 4. Stress applied perpendicular to the gluelines. maximum moisture content of the material will not exceed 16%. Multiple Member Connectors Side-LSide-Loaded Applications" Designing Connections for Maximum Uniform Side Load[ptfj Nailed 1Y Dia.ThroughBolt0 %"Dia.Through Bohl' Multiple VERSA-LAM'"' Members 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"c.c. 12"o.c. sta ered staggered staggered sta eyed sta ered sta ered member.the connection of the plies is as critical as determining the 1%"VERSA4"(Depths of 18"and less) beam size. When side loaded beams are not connected properly, 2 470705 505 i 1010 2020 560 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 4'3i use bolt schedule 335 670 1345 370 745 1495 following is an example of how to size and connect a multiple-ply 3'/:"VERSA-LAMB VERSA-LAM'floor beam. 2j31 use bolt schedule 855 1715 N/A 1125 2250 N/A Given Beam shown below is supporting resident at floor load 11%"VERSA-LAMB(Depths of 24") (40 psf live load;10 psf dead load)and is spanning 16-0". Number Nailed %"Dia.Through Bolt(' %"Dia.Through Boh(') Beam depth is limited to 14". of 3 rows 16d 4 rows 16d 3 rows @ 3 rows @ 3 rows @ 3 rowsTl 3 rows @ 3 rows @ 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 clarity 12"o.c. 12"o.c. sta ered sta ered staggered sta gered sta ered sta ered 2 705 940 755 1010 1515 1 840 1120 1685 x14' _ y: 3,2) 525 705 565 755 1135 630 840 1260 4j3) use bolt schedule 505 670 1010 560 745 1120 1. Design values apply to common bolts that conform to ANSI/ G"bolts and 2 h"for%"bolts. Bolt holes shall be the same ASME standard B18.21-1981(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 top-loaded or loaded from both sides the edge of the beam to the bolt holes must be at least 2"for (lesser side shall be no less than 25%of opposite side). Find. A multiple 1%"ply VERSA-LAMI'that is adequate to support the design loads and the member's proper connection schedule. Top-Loaded Applications 1. Calculate the tributary width that beam is supporting: For top-loaded beams and beams with side loads with less than those shown: 14'12+18'i 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 111/6'&less 2 rows 16d box/sinker nails @ 12"o.c. 400 plf size beam. (2)13/7 plies Depths 14"-18" 3 rows 16d box/sinker nails @ 12"o.c. 600 plf A Tnple VERSA-LAM'2.0 3100 1',.°x 14"is found to _ 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%"&less 2 rows 16d box/sinker nails @ 12"o.c. 300 plf (the right side in this case). (3)1'/."plies at Depths 14"-18" 3 rows 16d box/sinker nails @ 12"o.c. 450 plf Max.Side Load=(18''2)x(40+10 psf)=450 plf ....-------_................ .. __.- .._ _.... _......__ _ . ................. -_ -_..................__._.................._.... .... ..... Depth =24" 4 rows 16d box/sinker nails @ 12"o.c. 600 plf 4. Go to the Multiple Member Connection Table,Side-Loaded t4)11/," plies o Depths 18"&less 2 rows 1/2"bolts @ 24"o.c.,staggered 335 plf- Applications,1'/."VERSA-LAMB,3 members - --- Depth =24" 3 rows 1/2"bolts @ 24"o.c.,staggered every 8" 505 plf 5. The proper connection schedule must have a capacity greater than (2)3h"plies Depths 16"&less 2 rows 1/2"bolts @ 24"o.c.,staggered 855 plf the max.side load. Depth 20"-24" 1 3 rows 1/2"bolts @ 24"o.c.,staggered every 8" 1285 plf Nailed 3 rows 16d sinkers @ 12"o.c: 1 Beams wider than 7"must be designed by the engineer of record. specific connections with VERSA-LAM" 525 plf is greater than 450 plf OK 2.All values in these tables may be increased by 15%for snow-load 5. Connecton values are based upon the 2005 NDS. Bolts:'ii'diameter 2 rows.12"staggered: roofs and by 25%for non-snow load roofs where the building 6.FastenMaster TrussLok,Simpson Strong-Tie SDS,and code allows. USP WS screws mayalso be used to connect multiple f55 plf is realer than 450 off OK g 3. Use allowable load tables or BC CALCI software to size beams. member VERSA-LAM'beams.contact Boise Cascade EWP 4. An equivalent specific gravity of 0.5 may be used when designing Engineering for further information. Boise Cascaoe EL"iF`•ALLJOIST"installation Guide•OS.19.2013 VERSA-LAM° Beam Details/Allowable Nailing/Holes VERSA-LAM® Beam Details Bearing at concrete/masonry walls Bearing for door or window header Beam to beam connector Bearing at column Provide Strap per code If top plate is moisture barrier and not continuous over header. Verity hanger 'h"air capacity with lateral restraint space at bearing. required hanger between manufacturer VERSA-LAM'' concrete column and wood. Column connector per design professional g:ffy■ � Trimmers /tti� of record Slope seat cut Bevel cut r Beam to concrete/masonry walls Bearing framing into wall Wood top plate must be flush with Inside of wall Strapper code if-- Sloped f-- Sloped seat cuter / i Hanger top plate is not Not to exceed continuous inside face i of bearing. DO NOT bevel cut VERSA-LAM' beyond inside face of wall without approval from Blocking not Boise Cascade EWP Engineering Moisture barrier between shown for clarity. or BC CALCx software analysis. concrete and wood VERSA-LAM'Installation Notes Minimum of'A"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 . Products (Narrow Face) Nailing Nailing Parallel to Glue Lines(Narrow Face)'' Perpendicular to Glue Lines ode Face) Nail Size VERSA-LAM® 1.4 1800 Rimboard VERSA-LAM® VERSA-LAM® 15/16. 13/4" 3'/V&Wider All Products O.C. End O.C. End O.C. End O.C. End [inches] [inches] [inches] [inches] [inches] [inches] [inches] [inches] Sd Box 3 1Y: 2 1 2 %: 2 Y: Sd Common 3 2 i 3 2 2 1 2 1 10d&12d Box 3 2 3 2 2 1 2 1 Glue Lines Nailing Perpendicular to Wide Face 16d Box 3 2 3 2 2 1 2 1 ( ) 10d&12d Common 4 3 4 3 2 2 22 g Nailin 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 6 4i 6 3 2 2 1 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-RIMt'. Use nails as specified by Simpson Strong-Tie. Allowable Holes in VERSA-LAM° Beams Notes See Note 3 1.Square and rectangular holes are not permitted. 2.Round holes may be drilled or cut with a hole saw '/3 Depth anywhere within the shaded area of the beam. [ O 3.The horizontal distance between adjacent holes must be o � /3 Depth at least two times the size of the larger hole. '/3 Depth 4.Do not drill more than three access holes in any four foot long section of beam. --�j 5.The maximum round hole diameter permitted is: '/3 Span '/3 Span End Bearing Intermediate Bearing Beam Depth Max.Hole Diameter 6.These limitations apply to holes drilled for plumbing or wiring access only. The size and location of holes drilled for fasteners are 5'/2" 3/4" governed by the provisions of the National Design Specification,for 71/4„ 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 Cascade I_VVP•ALLJGIST'Installation Guide•08,129;2013 Handling and Storage of En ineered Wood Products Site Storage Site Handling Protect AJS®Joists and VERSA-LAM® from the weather. g: w. r Unload from truck carefully using DO NOT lift AJS® Joists by top flange. appropriate equipment. ..• �, A Joest VERSA-LAM vim► AW m_ Keep at least 3W off the ground, more in wetter areas.Align stickers one above another and �r space a maximum of 15 feet apart. Do not drop AJS®Joists from height. Avoid lifting AJS®Joists horizontally. This damage can be prevented Leave AJS®Joists banded together until ready Fork radius causes Ii°thick spacer on by making sure that all joists are " first two joists to rise face of forks reduces sitting on the flat onion of the to install. 1"above fork. lift to/." (/4"thick g p spacer 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 �jt�, Flange crushing or break- on the flanges of all joists. age of outer AJS®Joist may occur at fork radius. AJS®Fork Radius Crushing BCI,Joists,VERSA-LAM'and ALLJOIST"'must be stored,installed and used in accordance with the Boise Cascade EWP Installation Guide,building codes;and to the extent not inconsistent with the Boise ._..." Cascade EWP Installation Guide,usual and customary building practices and standards. VERSA-LAM', If in doubt ask! For the > ALLJOIST",and BCI-*Joists must be wrapped,covered;and stored off of the ground on stickers at all 4 closest Boise Cascade times prior to installation. VERSA-LAM'''.ALLJOISTI and BCI11'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 _g00-232-0788 to correctly store, use or install VERSA-LAMS',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. Referto 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 oeaier_is: visit our website at www.BCewp.com Boise Cascade Engineered Wood Products Great products are only the Beginning: i Copyright©Boise Cascade Wood Products, L.L.C. 2013 If no dealer is listed, call 1-800-232-0788 AIG US 08/29/2013 NOTICE OF COM11I NCEMENT tFqW:PIMI DjPuCA7E)) pe,rrp,idl RES 19-0084 RE:172205-0000 mf FLORIDA Cc ��" y C# DUVAL To Whorn it am con cexn: The anderstig"hweby i"mis you Vital firnprovetrnents WW be mrade to certain rel property„OW in al" rdw"wigs Section 713 of the Flow Sial s,ibis TNSWOft kiilmmalow is stab in#*NOTICE OF COilipllENCE#ENT.. Legal desert0anefpr, ybeirgw, wed: RE: 1172205-0000 19-16 17-2S-29E DONNERS REPLAT LOT 3 N 1/2 LOTS 6/7 BLK 2 Address oil peoperlymeingirrTuroved= 34 DUDLEY STA-rLANTIC JjIr; , FL 32233 General description of inwovements: NEW CONSTRUCTION SINGLE FAMILY HOME MKS HOMES INC Address 4550 ST.AUGUSTINE RD.,JACKSONVILLE,FL 32207 Owner's interest in site of the improvement Fee Simple Tillehokl r(if other than owner) Name Address Contractor American Classic Homes,LLC Address 4550 St.Augustine Rd.,Jacksonville,FL 32207 Phone No_904-351-0308 Fax No. Surety(if any) Address Amount of bond$ Phone No. Fax No. Name and address of any person making a loan for the construction of the improvements. Name Address Phone No. Fax No. Name of person within the State of Florida,other than himself,designated by owner upon whom notices or other i documents may be served: Name Address Phone No. Fax No. In addition to himself,owner designates the following pekon to receive a copy of the Lienor's Notice as provided in Section 713.06(2)(b),Florida Statutes.(Fill in at Owner's option). Name Address Phone No. Fax No. m N Expiration date of Notice of Commencement(the expiration date is one(1)year from the date of recording unless a 3:"- a different date is specified): U-o C w M To N THIS SPACE FOR RECORDER'S USE ONLY OWNER :° _o N ir CO N Signed: DATE Q 9 w.6 C.!2 o Before a this day of in a u- N E County of Duval.State of Florida,has sonall H Ecl Richard Briggs Y a ppeared z a � O Q herein by Z V Doc#201 91 371 87,OR BK 18825 Page 1060, himself/herself and affirms that all statements and declarations herein w ro E >, Number Pages: 1 are true and accurate o U.5 Recorded 06/12/2019 12:05 PM, z RONNIE FUSSELL CLERK CIRCUIT COURT DUVAL � "00014'nc*� ., COUNTY JENNIFERLEWIS RECORDING $10.00 S Notary Public at Large.State FL Count of i)-m My commission expires: io loza i I Personally Known xxxx or Produced Identification