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1253 Selva Marina Cir RES19-0308 New Single Family Home e4„.400.:"�% RESIDENTIAL PERMIT PERMIT NUMBER , CITY OF ATLANTIC BEACH RES19-0308 '' �"j 800 SEMINOLE ROAD ISSUED: 11/7/2019 wATLANTIC BEACH. FL 32233 EXPIRES: 5/5/2020 MUST CALL INSPECTION PHONE LINE (904) 247-5814 BY 4 PM FOR NEXT DAY INSPECTION. ALL WORK MUST CONFORM TO THE CURRENT 6TH EDITION (2017) OF THE FLORIDA BUILDING CODE, NEC, IPMC, AND CITY OF ATLANTIC BEACH CODE OF ORDINANCES . ALL CONDITIONS OF PERMIT APPLY, PLEASE READ CAREFULLY. NOTICE: In addition to the requirements of this permit,there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies,or federal agencies. JOB ADDRESS: PERMIT TYPE: DESCRIPTION: VALUE OF WORK: 1253 SELVA MARINA CIR RESIDENTIAL NEW SINGLE NEW SINGLE-FAMILY HOME $808878.05 FAMILY RESIDENCE TYPE OF REAL ESTATE I ZONING: BUILDING USE SUBDIVISION: xyCONSTRUCTION: NUMBER: GROUP: COMPANY: ADDRESS: i CITY: STATE: ZIP: Browdy& Browdy Inc 6944 St Augustine Road Ste. D Jacksonville FI 32217 OWNER: ADDRESS: I CITY: STATE: I ZIP: DORMESHIAN ANDREW 776 PROVIDENCE ISLAND CT JACKSONVILLE FL 32225 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 CONDITIONS Roll off container company must be on City approved list . Container cannot be placed on City right-of-way. 1 PUBLIC WORKS DRIVEWAY APRON INFORMATIONAL Notes: All concrete driveway aprons must be 5 inches thick,4000 psi,with fibermesh from edge of pavement to the property line.Reinforcing rods or mesh are not allowed in the City right-of-way. 2 PUBLIC WORKS EROSION CONTROL INSTALLATION INFORMATIONAL Notes: Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities. Contact the Inspection Line(904-247 -5814)to request an Erosion and Sediment Control Inspection prior to start of construction. Issued Date: 11/7/2019 1 of 3 s'1..A.Nr.�„ RESIDENTIAL PERMIT PERMIT NUMBER . `� tf CITY OF ATLANTIC BEACH RES19-0308 ,� / 800 SEMINOLE ROAD ISSUED: 11/7/2019 —art 50' ATLANTIC BEACH. FL 32233 EXPIRES: 5/5/2020 3 PUBLIC WORKS ON SITE RUNOFF INFORMATIONAL Notes: All runoff must remain on-site during construction. 4 PUBLIC WORKS POST CONSTRUCTION TOPO SURVEY INFORMATIONAL Notes: If on-site storage is required,a post construction topographic survey documenting proper construction will be required. All water runoff must go to retention area and retention overflow must run to street. 5 PUBLIC WORKS ROLL OFF CONTAINER INFORMATIONAL Notes: Roll off container company must be on City approved list(Advanced Disposal,Realco Recycling,Shapells,Inc.,Republic Services,Donovan Dumpsters, Phillips Containers,)Dog/Dennis Junk Removal,All American Roll Off,WCA Waste Corporation). Container cannot be placed on City right-of-way. 6 PUBLIC WORKS RIGHT OF WAY RESTORATION INFORMATIONAL Notes: Full right-of-way restoration,including sod,is required. 7 PUBLIC WORKS RUNOFF INFORMATIONAL Notes: All runoff must remain on-site. Cannot raise lot elevation. 8 PUBLIC WORKS DOCUMENT IMPERVIOUS AREA INFORMATIONAL Notes: Strongly suggest thorough documentation of impervious areas be recorded. 9 PUBLIC WORKS TOPO SURVEY INFORMATIONAL Notes: Must provide a topographic(TOPO)survey with water retention for final C.O.Inspection. 10 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. 11 PUBLIC UTILITIES METER BOX SEWER CLEAN OUT INFORMATIONAL Notes: Ensure all meter boxes,sewer cleanouts and valve covers are set to grade and visible. 12 PUBLIC UTILITIES RT1 SEWER CLEANOUT INFORMATIONAL Notes: A sewer cleanout must be installed at the property line. Cleanout must be covered with an RT1 concrete box with metal lid. Cleanout to be set to grade and visible. FEES DESCRIPTION ACCOUNT QUANTITY PAID AMOUNT BUILDING PERMIT 455-0000-322-1000 0 $2298.00 Issued Date: 11/7/2019 2 of 3 rS RESIDENTIAL PERMIT PERMIT NUMBER s' �a, �.� \ RES19-0308 ... �, CITY OF ATLANTIC BEACH rISSUED: 11/7/2019 800 SEMINOLE ROAD fto t `�`' ATLANTIC BEACH. FL 32233 EXPIRES: 5/5/2020 BUILDING PLAN CHECK 455-0000-322-1001 0 $1149.00 BUILDING PLAN REVIEW RESUBMITTAL SECOND 455-0000-322-1006 0 $50.00 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 SEWER TAP LONG 410-0000-343-5204 0 $2900.00 STATE DBPR SURCHARGE 455-0000-208-0700 0 $52.46 STATE DCA SURCHARGE 455-0000-208-0600 0 $34.97 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 $100.00 TOTAL: $12,799.43 Issued Date: 11/7/2019 3 of 3 f Ly; City of Atlantic Beach APPLICATION NUMBER � Building Department (To be assigned by the Building Department.) r1 800 Seminole Road p !� �. Atlantic Beach, Florida 32233-5445 ,LS t Phone(904)247-5826 • Fax(904)247-5845 E-mail: building-dept@coab.us Date routed: 1 0 I 1C7 City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: &GING( Ka-ii l% ( e.(f Department review required Yes/No Q Applicant: 8f 4,)44 Ja4 , ( Pter> &Zoning r(�'� Tree Administrator Project: (SLI ) s t rj - Paint ly as 0 tic Work 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. QDenied. ['Not applicable (Circle one.) Comments: BUILDING PLANNING & ZONING /' Reviewed by: Date: 1 C7_a,J—t9 TREE ADMIN. Second Review: Approved as revised. ❑Denied. ❑Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES J PUBLIC SAFETY Reviewed by: crt. Date:/0^V/ 1 FIRE SERVICES Third Review: ['Approved as revised. ❑Denied. ❑Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 Building Permit Application OFFICE COPY i Updated 10/9/18 ,'" j,;! City of Atlantic Beach Building Department **ALL INFORMATION �' 800 Seminole Road, Atlantic Beach, FL 32233 HIGHLIGHTED IN GRAY (7 ��;�,off;i Phone: (904) 247-5826 Email: Building-Dept@coab.us C Is REQUIRED. Job Address: 1253 Selva Marina Circle; Atlantic Beach, '32233 Permit Number: �t5 `✓ G 3 Oy Legal Description Construction of Custom Single Family Residence RE# 171886-9500 Valuation of Work(Replacement Cost)$ 1,200,000 Heated/Cooled SF 4'43 7 n tipiteu • Class of Work: EfNew ❑Addition ❑Alteration ❑Repair ❑Move ODemo ❑Pool ❑Window/Door • Use of existing/proposed structure(s): ❑Commercial EJ Residential • If an existing structure,is a fire sprinkler system installed?: ❑Yes ❑No OCT 4 2019 • Will tree(s) be removed in association with proposed project? ❑Yes(must submit separate Tree Removal Permit) E)_ No Describe in detail the type of work to be performed: NE f� �r Building DepartmentE ►i 1 0e \le/- city of i .iir,nntit'; .aE z ch, FL Florida Product Approval# for multiple products use product approval form Property Owner Information Name Andrew Dormeshian Address 1765 Maritime Oak Drive Cityllltlantic Beach State FL Zip 32233 Phone 917-847-6976 E-Mail phila19147Fhotmail.com Owner or Agent(If Agent, Power of Attorney or Agency Letter Required) Contractor Information Browdy & Browdy, Inc. Name of Company Qualifying Agent DQ.V . a 2---..i.).-7t..-1 Q.-ti Address 6944 St. Augustine Road, Suite D city Jacksonville State FL Zip 32217 Office Phone; 904-739-5195 Job Site Contact Number 904-509-4483 State Certification/Registration# CRC014137 E-Mail rsbrowdy@aol.com Architect Name&Phone# Architecture by Phil Kean, LLC (Phil Kean: 407-599-3955) Engineer's Name&Phone# Lou Pontigo & Associates, Inc. (Lou Pontigo: 904-242-0908) Workers Compensation Insurer American Builders Ins. Company OR Exempt q Expiration Date 3/1/2020 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 YO LENDER AN ATTO' E EFO RE! ORDING YOUR NOTICE OF COM N NT. Cyignature of Owner or Agen (Signature of Contractor) Signed and sworn to(or affirmed) before me this 19 day of Signed and sworn to(or affirmed)before me this gg" day of :1...t. ' '2b'°I ,by i . Ile ' 1,.rrat 'r , 10115i by—.'>t'0 S W-1.e r' r. .�i' Notary Public State 46r r=••4 i•�.ry) rw (Si 1F �P a Jacqueline F Tacanoong ip +„•.`fiGorinin#�k� • , . My Commission GG 193555 t µardt21,2023 ] • Expires 03/07/2022 erg• Known OR [X]Personally Known el�c � btrySec .. -• •- i/cation r.- [ ]Produced IdentificatioWP- Type of Identification: 4 TQ11 .YI nr'5 I v(.t.S1•60C Type of Identification: OFFICE COPY : 1Revision Request/Correction to Comments "*ALL INFORMATION T HIGHLIGHTED IN City of Atlantic Beach Building Department GRAY IS REQUIRED. Vrov 800 Seminole Rd, Atlantic Beach, FL 32233 Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: RES19-0308 ❑Revision to Issued Permit OR n Corrections to Comments Date: October 24, 2019 Project Address: 1253 Selva Marina Circle. Atlantic Beach, FL 32233 Contractor/Contact Name: BROWDY& BROWDY- David S. Rinzler Contact Phone: 904-509-4483 Email: drinz@mac.com Description of Proposed Revision/Corrections: 1. Revised Site Plan with the survey requirements for Atlantic Beach; 2. Attached the Information Sheets for the Siding: 3.Attached the Installation Instructions and Evaluation Report for the Soffit Material; 4.Attached the Installation Instructions and Evaluation Report for Pli-Dek; 5. Attached all Information including Evaluation Report on the Spray Foam; 6. Attached copies of the ACCA Manual S Compliance Report per the Residential Energy Conservation Code Documentation Checklist. BROWDY&BROWDY-David S. Rinzler 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?RECEIVED ONo ❑Yes (additional s.f.to be added: ) OCT 2 4 2019 +. • ill proposed revision/corrections add additional i crease in building value to original submittal? "No ❑*Yes(additional increase in building lue:$ )(Contra I i ght *Signature of Contractor/Agent: %t City of Atlantic Beach, FL (Office Use Only) t— Z)proved ❑ Denied LI Not A licable to De artment Permit Fee D e ✓ O. bn /Applicable P $ > Revision/Plan Review Comments Department Review Required: Cr' �" Planning&Zoning Reviewed By • Tr for public Works Public Utilities / 0 — SO 19 Public Safety Date Fire Services Updated 10/17/18 (..--- r_i _1�:L`lr ' TF CF' t. 0 V _ ° , CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 (904) 247-5800 .,- ---- --___Y) BUILDING REVIEW COMMENTS Date: 10/19/2019 — e rr c r,I,rj /0- 2/- / 9 AI Permit#: RES19-0308 Site Address: 1253 SELVA MARINA CIR Review Status: Denied RE#: Applicant: Browdy& Browdy Inc Property Owner: DORMESHIAN ANDREW Email: browdysecretary@aol.com, Email: PHILA19147@HOTMAIL.COM rsbrowdy@aol.com Phone: 9047395195 Phone: 9178476976 9045094483 THIS REVIEW IS ONE OF MULTIPLE DEPARTMENT REVIEWS. Revisions may not be submitted until ALL departments have completed their respective reviews. Revisions submitted MUST respond to EACH department review. Submittals that respond to only one or a few correction items will not be accepted. Correction Comments: l-The Florida Product Approval Information Sheets need to have the product approval numbered other information asked on the sheets for the Boral Composites Inc. panel walls/siding. Both copies octhe FL# sheets. 2. Submit the Installation instruction/guidelines and Evaluation Report for the Pli-Dek Liquid Applied (\ Roofing system, FL#15027.2. 2 copies. 3. Submit all information including the Evaluation Report pertaining to the spray foam insula ' n to be used on this home. 4. Submit 2 copies of the ACCA Manual S Compliance Report per the Residential-Energy Conservation Code Documentation Checklist. PA() --' /o- 30 I Building Mike Jones Building Inspector/Plans Examiner City of Atlantic Beach 800 Seminole Road Atlantic Beach, FL 32233 (904)247-5844 Email:mjones@coab.us Resubmittal Notes: OFFICE COPY PERMITTED BUILDING DATA DO NOT WRITE BELOW - OFFICE USE ONLY Applicable Codes: 6th Edition (2017) Florida Building Code DEVELOPMENT SIZE: Habitable Space (ft2): 417 9 9 Non-Habitable Space (ft2): !lo (F.2 LAND INFORMATION: Zoning District: CeL. Flood Zone: 2c Minimum FFE: J 3. 67 U- G ' BUILDING INFORMATION: Construction Type: V /3 Occupancy Group: 3i»St-P vv-1 i (ZgoSj Ji #t 1'c / Number of stories: a_ Max. Occupancy Load: Fire Sprinklers Required: /17/4' CONDITIONS/COMMENTS: ..t Llr City of Atlantic Beach APPLICATION NUMBER 0 r# ,Mr 13, Building Department (To be assigned by the Building Department.) •~"l 800 Seminole Road p ,L 1 —O3�� x "II Atlantic Beach, Florida 32233-5445 f—[� L Phone(904)247-5826 - Fax(904)247-5845 g Est )r E-mail: building-dept@coab.us Date routed: 0 U IC/ City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: la-Cs3 at/CA KaiJut C(r , Department review required Yes No J in Q Applicant: I (DiA)d u d- gf a J of 4 �s Tac , cie ing &tonin 1 ' Pam r Tree Administrator Project: (��t,J S t A�\tlM(t I(QSl (� 51ic W vPublic u 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: A. BUILDING G�C*-de % d civ ie ,,,,o, PLANNING &ZONING Reviewed by: Date: 0 "(I— 1 c% TREE ADMIN. Second enied.Revie roved as revised. � p � ❑Not applicable PUBLIC WORKS Comments: Av PUBLIC UTILITIES '�G`d Lo PUBLIC SAFETY Reviewed by: "r--":""f7 Date: 1 3o- (c1 FIRE SERVICES Third Review: Approved as revised. ❑Denied. I INot applicable Comments: Reviewed by: Date: Revised 05/19/2017 rsraur Revision Request/Correction to Comments **ALL INFORMATION ��, ��� HIGHLIGHTED IN City of Atlantic Beach Building Department GRAY IS REQUIRED. `4 '` 800 Seminole Rd, Atlantic Beach, FL 32233 "010., Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: RES19-0308 El Revision to Issued Permit OR l: (Corrections to Comments Date: October 24, 2019 Project Address: 1253 Selva Marina Circle,Atlantic Beach, FL 32233 Contractor/Contact Name: BROWDY&BROWDY- David S. Rinzler Contact Phone: 904-509-4483 Email: drinz@mac.com Description of Proposed Revision/Corrections: 1. Revised Site Plan with the survey requirements for Atlantic Beach; 2.Attached the Information Sheets for the Siding; 3.Attached the Installation Instructions and Evaluation Report for the Soffit Material; 4.Attached the Installation Instructions and Evaluation Report for Pli-Dek; 5. Attached all Information including Evaluation Report on the Spray Foam;6.Attached copies of the ACCA Manual S Compliance Report per the Residential Energy Conservation Code Documentation Checklist. I BROWDY&BROWDY-David S. Rinzler 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?RE c E I VE c ENo 7 Yes (additional s.f.to be added: _ ) OCT 24 2019 . • ill proposed revision/corrections add additional i crease in building value to original submittal? 'No ®*Yes (additional increase in building v ue:$ 4 )(Contra cte ontlit ung inL � ��d� lnt *Signature of Contractor/Agent: flW ,. lJ City of Atlantic Beach, FL (Office Use Only) • Approved enied ❑ Not Applicable to Department Permit Fee Due$ Revision/Plan Review Comments 1V e e Ci AVE) .(-- ...dt- . iill, C7r-e-, d-e 7-1,-/- fie-e rre d Department_Review Required: gtilding `__. _______V --,/—' z--;:, Planning&Zoning ` Reviewed By ( Tree.Adniinjstrator Public Works ' j Public Utilities ( 3 ( - I �( Public Safety Date Fire Services Updated 10/17/18 jJ.Ly. City of Atlantic Beach APPLICATION NUMBER r� /�i14 Building Department ECEIVE4 (To be assigned by the Building Department.) 800 Seminole Road p ,LS - Q� "i Atlantic Beach, Florida 32233-5445 c r 0 9 2019 O3 C7 U Phone(904)247-5826 Fax(904)247-5 1 x!Ent 9.rE-mail: building-dept@coab.us Date routed: 1 0 1 1 lc City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: StLtiCA Ma.,(+ Ci i , Department review required Yes No Q J in Applicant: 1.�(0i.,) -4 g(D.) C P-la rng &Zoning Tree Adminis rator Project: (\L1.►) S l n �' Paint t( us, low u c 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: I 'Approved. ied. Not applicable (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed __ , . Date:49 TREE ADMIN. Second Review: Approved as revised. ❑Denied. I 'Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed . : ,/4/ -_ Date: --- FIRE SERVICES Third Review: Approved as revised. I (Denied. ['Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 PUBLIC WORKS PLAN REVIEW COMMENTS Date: � V/ CJ Application#: / S / � w rf Project Address: / A/ f 44/a., 'e', 1 ( 'c/' CORRECTION ITEMS Check Box to Select CSMP Provide construction site management plan including location of silt fence, dumpster, portable toilet. ❑ Right-of-Way Permit is required if using right-of-way for construction parking. DPLN Provide drainage plans showing site topography(flow arrows, etc.). rcir ESCP Provide erosion and sediment control plans with installation details. 0 IMPS Provide impervious surface calculations for entire lot(existing and post construction). Section 24-66(b) of the Land Development Regulations requires on-site storage for increased run-off / LDCS if adding 250 SF or more impervious surface. Provide Delta volume calculations and on-site retention F / required per Section 24-66(b). REPM A Revocable Encroachment Agreement must be submitted. ❑ RMRO All runoff must remain on-site. Cannot raise lot elevation. 0 RWPM A Right-of-Way Permit must be obtained. 0 TSUR Provide a pre-construction topographic survey prepared by a Florida Licensed Professional Land ❑ Surveyor, showing 1' contours. CUT Provide manufacturer cut sheets for 50%credit on Turf Block pavers. 0 DW Maximum driveway width within the City right-of-way is 20' ( 'r .r . • :w. .t ' m. ' um). PAV Provide paver installation method (must meet I.C.P.I.). 0 WRA Provide a detailed plan of water retention area and how water runoff gets to water retention areas and then to street. WR Provide detailed plans showing proposed water retention. ❑ SID Concrete sidewalk must continue through driveway. 0 50 Documentation shows impervious areas are over the 45%allowed by City code. 0 /Aid kik/CI 1 StA501'14047 Revised 2/26/19 (614C4— £4 /i n 4,_ aj 7 PUBLIC WORKS PLAN REVIEW COMMENTS Date: � � / Application#: �S/1 3 D k Project Address: / 53 S Ai Q, yYla v rt. k Check x CONDITIONS OF APPROVAL TO PRINT ON PERMIT toSele t to Select All concrete driveway aprons must be 5"thick,4000 psi, with fibermesh from edge of pavement Driveway to the property line. Reinforcing rods or mesh are not allowed in the right-of-way. Apron (Commercial driveways—6"thick). Full erosion control measures must be installed and approved prior to beginning any earth Erosion disturbing activities. Contact the Inspection Line (247-5814)to request an Erosion and Sediment Control Control Inspection prior to start of construction. Onsite All runoff must remain on-site during construction. ics( Runoff Post Const. If on-site storage is required, a post construction topographic survey documenting proper TOPO construction will be required. All water runoff must go to retention area and retention overflow Survey must run to street. Pool Pool—Wellpoint (if used) must discharge into vegetated area 10' minimum from street or drainage 0 Wellpoint feature (swale, structure or lagoon). Roll off container company must be on City approved list(Advanced Disposal, Realco Recycling, Roll off Shapells, Inc., Republic Services, Donovan Dumpsters, Phillips Containers,JDog/Dennis Junk Container Removal,All American Roll Off,WCA Waste Corporation). Container cannot be placed on City ROW. ROW Restoration Full right-of-way restoration, including sod, is required. 4� Utility Any utility cuts in the road must be repaired using COJ Standard Detail Case X and must be overlaid 0 Road Cut 10' in each direction from the center of the cut. Repair must be shown on the plans. Construction Provide construction site management plan, including location of silt fence, dumpster, portable 0 Site Mgmt. toilet. Right-of-Way Permit is required if using right-of-way for construction parking. Runoff All runoff must remain on-site. Cannot raise lot elevation. Document Strongly suggest thorough documentation of impervious areas be recorded. kiff Impervious Slab Slab and driveway to be fully removed. 0 Driveway Maximum Maximum driveway width within the City right-of-way is 20'. 0 Driveway Circular Maximum circular driveway width within the City right-of-way is 12'. 0 Driveway Grass Full site to be grassed. 0 TOPO Must provide a topographic (TOPO) survey with water retention for final CO Inspection. b� Survey Revision Any plan change must be submitted as a Revision to the Building Department. 0 Fencing All old fencing and debris must be removed from job site by Contractor. 0 Removed Decking All old decking and debris must be removed from job site by Contractor. 0 Removed Infra- Any damage done to infrastructure must be repaired by Contractor. 0 structure Revised 2/26/19 LL Revision Request/Correction to Comments **HIGHLIG TED IN ION ft��r.,� HIGHLIGHTED IN r "' City of Atlantic Beach Building Department GRAY IS REQUIRED. ' 'sir 800 Seminole Rd, Atlantic Beach, FL 32233 \':...., Phone: (904) 247-5826 Emil: Building-Dept@coab.us PERMIT#: RES19-0308 ri Revision to Issued Permit OR Fl I Corrections to Comments Date: October 24, 2019 Project Address: 1253 Selva Marina Circle,Atlantic Beach, FL 32233 Contractor/Contact Name: BROWDY&BROWDY-David S. Rinzler Contact Phone: 904-509-4483 Email: drinz@mac.com Description of Proposed Revision/Corrections: 1. Revised Site Plan with the survey requirements for Atlantic Beach; 2,Attached the Information Sheets for the Siding; 3.Attached the Installation Instructions and Evaluation Report for the Soffit Material; 4.Attached the Installation Instructions and Evaluation Report for Pli-Dek; 5.Attached all Information including Evaluation Report on the Spray Foam;6.Attached copies of the ACCA Manual S Compliance Report per the Residential Energy Conservation Code Documentation Checklist. I BROWDY&BROWDY-David S.Rinzler affirm the revision/correction to comments is inclusive of the proposed changes. (printed name) RE D• Will proposed revision/corrections add additional square footage to original submittal? J\/E ONo n Yes (additional s.f.to be added: ) OCT 2 4 2019 •rtiiill proposed revision/corrections add additional i crease in building value to original submittal? No rl*Yes (additional increase in building v ue:$ 4 )(ContraceIndhn' irg �d in (1Iy C� i)lt *Signature of Contractor/Agent: 4:4,1. , ' . City of Atlantic Beach, FL (Office Use Only) Approved ❑ Denied ❑ Not Applicable to Department Permit Fee Due$ Revision/Plan Review Comments 4�� / `t/ 'bC/V i s ,C lilt/feta/66Y /6��G+/ graieta,iiiiiel w Department Review Required: ------/a // Planning&Zoning - eviewe By T ree.A_ dmin(strator E C E I ,: Public Works- ' OCT 25 2019 f Public Utilities . /(r ' #J7if Public Safety Date Fire Services BY. ----- _—. Updated 10/17/18 122 v.c:'S ---6/0,-it, 14,eif41, 6e4., It 47 if`"-Otte LO /- -Lc fr/I-‘ 4e /. = - ' St 9k---af 7 e YSY. 7,-X-- •Zi % ,Z .2-P - fLy _X , 7— --- – q P x 7 v _____rt,L_ 744 t cP) A' 7 111(/ ' y /1P ic f 9 - .z. t Yr / Yit,l' r .+ K /le-7 - k - , Po' /Mr, ..:t-- X/ .-,2 r -17-/ Aroz 44 T-02 rev- = izyy .:if y It.r---- .. --,t--/ 0 -r7/cFp pea(' � c j /z V 124Y 7 15-- z - f, ./' X /,.r' 3 6 • • L • • • • • a • • - - • • 4` • ALPHA SOUTHEAST October 24, 2019 Atlantic Beach Site Drainage Improvements In-Fill Lots Lot Address: 1253 Selva Marina Circle Atlantic Beach, FL NARRATIVE: The attached calculations are provided to support the lot drainage design at 1253 Selva Marina Circle in the City of Atlantic Beach, FL. The calculations were performed utilizing the equations in the city ordinance sec 24-66(b). The referenced project site was vacant and the calculations utilized this as the predevelopment condition. The total lot area shown in the pre and post calculations was calculated from the table in the survey. The proposed project will construct a home, driveway, and stormwater storage facility. The runoff coefficient was provided based on the impervious values and associated coefficients of sec 24-66(b) of the code. Q� °N0. 84559 • • RECE !\/EjJ � � STATE *. : 10 AI if mss•°•� R!D•P•.•\JCS, <<. pO/VA L E. `7„,\\\ OCT 2 4 2019 Reynold D. Peterson, Sr Project Manager P-: 4. FL P.E. # 84559 Civil Design and Construction Management Professionals 2650 ROSSELLE STREET,Suite 2A Jacksonville FL 32204 Ph: 904-551-4945 soComp. By: Reynold Peterson, P.E. -)11 Date: 10/2412019 ,J r Public Works Department City of Atlantic Beach Permit No: Address: 1253 SELVA MARINA DRIVE 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 = 20,456 ft2 Impervious Area (A) = 7,278 ft` = 35.6% V= 0.92 x 7,278.0 x 9.3 / 12 V= 5,189 ft2 Provided Storage: Area 1 -Relative Elev. Area Storage Sideslope: 8 :1 (ft) (ft) (ft3) 11.8 2,603 BOTTOM size: 63.8 X 40.8 12.5 3,900 2'276 TOB size: 75 X 52 Area 2-Relative Elev. Area Storage (ft) (ft2) (ft3) 0.0 00 BOTTOM size: 0 X 0 0.0 0 TOB size: 0 X 0 Area 3-Relative Elev. Area Storage (ft) (ft) (ft3) 0.0 00 BOTTOM size: 0 X 0 0.0 0 TOB size: 0 X 0 Inground Storage: =A`d/pf Total Storage Area at TOB(A)= 3900.0 ft2 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= 3120.0 ft3 Required Treatment Volume= 5,189 ft3 Supplied Treatment Volume= 5,396 ft3 Retention COAB_STORAGE CALCS 1253 SELVA MARINA 10/24/2019 s � Comp. By: SW p ( ########•-• s Date: # # rin 9-3: Public Works Department REV I E D City of Atlantic Beach Permit No: RES 19-0308 p r-. Address: 1253 Selva Marina Circle ■ 5 Required Storage Volume Criteria: 442.-- 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= 20,456 ft2 Impervious Area(A) = 7,278 ft2 = 35.6% V= 0.92 x 7,278.0 x 9.3 I 12 V= 5,189 ft3 Provided Storage: Area 1 -Relative Elev. Area Storage Sideslope: 8 :1 (ft) (ft) (ft3) 11.8 2,205 BOTTOM size: 63 X 35 12.5 4,029 2'182 TOB size: 79 X 51 Area 2-Relative Elev. Area Storage (ft) (ft) (ft3) 0.0 00 BOTTOM size: 0 X 0 0.0 0 TOB size: 0 X 0 Area 3-Relative Elev. Area Storage (ft) (ft) (ft3) 0.0 00 BOTTOM size: 0 X 0 0.0 0 TOB size: 0 X 0 Inground Storage: =A*dlpf Total Storage Area at TOB(A)= 4029.0 ft2 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= 3223.2 ft3 Required Treatment Volume= 5,189 ft3 Supplied Treatment Volume= 5,405 ft3 Retention Selva Marina Circle 1253 10/29/2019 1 LAP-r r� Comp. By: REYNOLD PETERSON r Date: # #### 417,0 Public Works Department City of Atlantic Beach Permit No: Address: 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: WEIGHTED RUNOFF COEFF(C): C WTD C Lot Area= 20,456 ft2 IMPERVIOUS= 35.58% 1 0.36 PERVIOUS= 64.42% 0.08 0.05 Impervious Area(A) = 7,278 ft2 = 35.6% WEIGHTED C = V= - x 7,278.0 x 9.3 / 12 V= 2,297 ft3 Provided Storage: Area 1 -Relative Elev. Area Storage Sideslope: 3 :1 (ft) (ft2) (ft3) 11.5 1,117 BOTTOM size: 39 X 5 12.5 1,570 1,344 TOB size: 45 X 11 Area 2-Relative Elev. Area Storage (ft) ( ) (ft3) 0.0 0 BOTTOM size: 24 X 4 1.0 0 0 TOB size: 30 X 8 Area 3-Relative Elev. Area Storage (ft) (ft2) (ft3) 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)= 1570.0 ft2 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= 1256.0 ft3 Required Treatment Volume= 2,297 ft3 Supplied Treatment Volume= 2,600 ft3 Retention COAG STORAGE CALCS 1253 SELVA MARINA 10/23/2019 Revision Request/Correction to Comments **ALL INFORMATION r HIGHLIGHTED IN City of Atlantic Beach Building Department GRAY IS REQUIRED. " 800 Seminole Rd, Atlantic Beach, FL 32233 `ost 9- Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#:_ ' ❑ Revision to Issued Permit OR Corrections to Comments Date: k : k ' - ,- 1j Project Address: 1 2c-- &-' 'JA MMN\tiyi et( Contractor/Contact Name: 6 ct3W d cf f�'( ) o �f Y c Contact Phone: Toy 6b/ 1-/ii 93/ Email: drs v1Z. & pot_ tom Description of Proposed Revision/Corrections: g16 hen erui data k1 I Oki D 1-147-1-e✓ affirm the revision/correction to comments is inclusive of the proposed changes. (printed name) • Wil>roposed revision/corrections add additional square footage to original submittal? o ❑ Yes (additional s.f.to be added: ) • �Willll •.roposed revision/corrections add additional ' Crease in il� g va e to original submittal? LJNo ❑*yes (additional increase in buildinge: $ ) (Contractor must sign if increase in valuation) *Signature of Contractor/Agent: ./ IF O, (Office Use Only) V Approved ❑ Denied LI Not Applicable to Department Permit Fee Due$ Revision/Plan Review Comments A Department Review Required: _ Building /i, //� /, _ Planning&Zoning .,� ���c Reviewed y� Tr ktiator ?� ublic Works Public Utilities NOV 0 4 2019 /7_ ��� ( Public Safety i I Date Fire Services BY: Updated 10/17/18 :LA tib;;;frig REVOCABLE ENCROACHMENT AGREEMENT '� cin City of Atlantic Beach **ALL INFORMATION 800 Seminole Road,Atlantic Beach,FL 32233 HIGHLIGHTED IN GRAY IS REQUIRED. REVOCABLE ENCROACHMENT AGREEMENT by the City of Atlantic Beach, Florida, a municipal corporation organized and existing under thel13 of the tate of Florida, hereinafter referred to as "CITY" and .(NO 11ia L of Atlantic Beach, Florida, hereinafter referred to as "USER". WITNESSETH: That the CITY does hereby grant the USER permission on a revocable basis as described herein the right to enter upon the property for the purpose as described in the City of Atlantic Beach. {� �� > ,Ja.. k �C -,t1a __(.r_ This work is generally described as l��\Vt wq�/ 1 --7 ----.2 Any facility maintained, repaired, erected, and/or installed in the exercise of the privilege granted remains subject to relocation or removal on thirty(30)days' notice by CITY to USER,said notice to USER shall be given by certified mail,return receipt requested,to the following address 1114q 5i-Av)u 4tr'►e Road • • In the event it is necessary for the CITY or the City's approved representative or other franchised utility to enter upon the above described easement or property of the CITY, the USER shall replace at the USER's sole expense, any and all material necessarily displaced during the action of maintaining, repairing, operating, replacing or adding to of the utilities and facilities of the CITY or franchise utility provider. • The facilities allowed by the permit shall meet the current requirements of the City Code, Building Codes, Land Development Code and all other land use and code requirements of the CITY, including City Code Section 19-7(h) which states "Driveways that cross sidewalks: City sidewalks may not be replaced with other materials, but must be replaced with smooth concrete left natural in color so that it matches the existing and adjoining sidewalks." • The USER, prior to making any changes from the approved plans and/or method, must obtain written approval from the City of Atlantic Beach Public Works Department, for said change within 30 days after the day of completion. • This permit shall inure to the benefit of, and be binding upon, the USER and their respective successors and assigns. • USER shall meet the terms and conditions of this permit and to all of the applicable State and CITY laws and/or specifications, to include utilities locate requirements and use limitations/requirements of easements, public right-of-ways and other public land. USER further agrees that the CITY and its officers and employees shall be saved harmless by the USER from any of the work herein under the terms of this permit and that all of said liab• tryes ar�e,aheere assumed by the USER. hal:). 11 Date Ir -u 1 19 Property Owner/Agent(signed in presence of Notary Public) STATE OF FLORIDA, COUNTY OF DUVAL /s I( / CT The foregoing instrument was acknowledged this -<........ day of i L) V , 20 �, by Do V LD �) t !\ LC ‘� , who personally appeared before me and 7' (printed name of Signer) ac nowledgec t-hathe/ he sig ed the instrument voluAt 4"fc hp n��rnn P p�nrac�e 'n it. ,, \\ -_r Y!`' : TONI GINDLESPERGER 1 ;•,• •., MY COMMISSION!GG 353178 --� G`` C _ �_/ I. �. o`: EXPIRES:October 6,2023 )epartment Approval: ''E°p ��: Bonded Tlw Notary Pub&Undenirrkere Signature of Notary Public, State of F orida a...�.. [ I Personally Known p _ c,,_ .c /�_ [ ] Produced Identification(Type) '\5 Z 4 — 1 7 7—'Q —U l . — L9 Scott Williams, Public Works i'rector H:\Applications&Forms\Word&Excel Document Originals\20180831 Revocable Encroachment Agreement.docx Revision Date:8/31/18 i�Jr./ rayr/;, City of Atlantic Beach APPLICATION NUMBER ' Building Department (To be assigned by the Building Department.) 800 Seminole Road Q �S 'CI _O� J ' -.• Atlantic Beach, Florida 32233-5445 (--C� �/o Phone(904)247-5826 - Fax(904)247-5845 "`1.;�;j9' E-mail: building-dept@coab.us Date routed: i 0 113.- lc/ City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: las. SC.Itic., A-04 4w Cc 1 , Department review required Yes No in Applicant: 6(0,)64 d- 8(' J �� iL m1in g &Zonin> Tree Administrator Project: (\LL) S t nIlt_ Paint ty I(QSl (e Pu lic w Public Utilities Public Safety Fire Services Review fee $ 4...9), (i Dept Signature j 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: I t4proved. Denied. ❑Not applicable (Circle one.) Comments: BUILDING PLANNING & ZONING Reviewed by: Date: �D/ 7—/7 TREE ADMIN. Second Review: A roved as revised. ❑ pp ['Denied. Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: I !Approved as revised. ['Denied. ❑Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 r—a ,!`J City of Atlantic Beach t�) PUBLIC UTILITIES DEPARTMENT 902 Assisi Lane ii � rf �� Jacksonville, FL 32233 'r_•:,;A % (904)247-5834 NEW WATER / SEWER TAP REQUEST Date /0-17- I? Service Address 125".3 5e-ly 4 /1144/w.4 a Number of Units 1 Commercial Residential Multi-Family New Water Tap(s) & Meter(s) t Meter Size(s) 3/ New Irrigation Meter Upgrade Existing Meter from to (size) New Reclaim Water Meter Size New Connection to City Sewer V Applicant Name Billing Address City State Zip Phone Email Applicant Signature CITY STAFF USE ONLY Application# 1Z.7.5 I' – e cw f Water System Development Charge $ , "/0• v0 Sewer System Development Charge $ V, U SSO, 06 Water Meter Only $ Reclaim Meter Only $ Water Meter Tap $ Ito. bb Sewer Tap $ 273 OD. Cross Connection $ ,SD. OD Other $ TOTAL $ q0, a) (Notes) APPROVED 't---4---)4L—Z- Date l�'"/ Pu is UXIUtilities Director or Authorized Signature ALL TAP REQUESTS MUST BE APPROVED BY THE PUBLIC UTILITIES DEPARTMENT BEFORE FEES CAN BE ASSESSED PUBLIC UTILITIES PLAN REVIEW COMMENTS Date: I 0/ 1 t 111 Application#: )Ze S/c/ - 6 3 o Project Address: 12 S S Set Ua m e r-t q Box Check APPLICATION TRACKING COMMENTS Med orA to Add Box to Corn 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. 12( / Meter Boxes Ensure all meter boxes,sewer cleanouts and valve covers are set to grade Sewer knout and visible. A sewer cleanout must be installed at the property line. Cleanout must be , e( 17 Rn Sewer covered with an RTI concrete box with metal lid. Cleanout to be set to grade 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 CI CI 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 ❑ 0 Meter must be tested by a certified tester and a copy of the results sent to Public Utilities. ,_Fire Sprinkler it tire sprinkler system is provided,call 247-5878 for backflow requirements. SOW0 CI At a minimum,will require a double check backflow preventer. Requirement Fire Une Fire lines must be metered with a Sensus touch-read meter. Meters larger ❑ 0 Meter than 2"must be installed in a vault as noted in JEA specifications. Utility Map See attached Utility Map. 0 0 Disconnect &Cap Disconnect and cap water and sewer lines. 0 Ci 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. O 0 ❑ 0 ❑ ❑ O 0 - 3.--/, l_to 0 -r r-_-1, y- i- d of FORM R405-2017 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Dormeshian Nowakowska Residence Builder Name: Street 126-3 Selva Marina Cir Permit Office: Atlantic Beach City,State,Zip: Atlantic Beach,FL, Permit Number: Owner: Jurisdiction: 261100 Design Location: FL,MAYPORT_NS County: Duval(Florida Climate Zone 2) 1. New construction or existing New(From Plans) 9. Wall Types(7719.0 sqft.) Insulation Area 2. Single family or multiple family Single-family a Frame-Wood,Exterior R=19.0 7212.00 ft2 b.Frame-Wood,Adjacent R=19.0 507.00 ft2 3. Number of units,if multiple family 1 c.N/A R= ft2 4. Number of Bedrooms 5 d.N/A R= ft2 10.Ceiling Types (3479.0 sgft.. Insulation Area 5. Is this a worst case? No a.Roof Deck(Unvented) ✓ R=20.0 3479.00 ft2 6. Conditioned floor area above grade(ft2) 4799 b.N/A R= ft2 Conditioned floor area below grade(ft2) 0 c.N/A R= ft2 11.Ducts R ft2 7. Windows(1587.5 sqft.) Description Area a.Sup:1st Floor,Ret:1st Floor,AH:1st Floor 6 254.67 a. U-Factor: Dbl,U=0.27 1587.50 ft2 b.Sup: 2nd Floor,Ret:2nd Floor,AH:2nd Floor 6 235.82 SHGC: SHGC=0.24 c.Sup:Guest Suite,Ret:Guest Suite,AH:Guest Suit 6 138.32 b. U-Factor: N/A ft2 12.Cooling systems kBtu/hr Efficiency SHGC: a.Central Unit 38.9 SEER:16.00 b.Central Unit 33.8 SEER:16.25 c. U-Factor. N/A ft2 c.Central Unit 22.5 SEER:15.75 SHGC: 13.Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a.Electric Heat Pump 40.0 HSPF:9.00 SHGC: b.Electric Heat Pump 33.8 HSPF:9.60 Area Weighted Average Overhang Depth: 4.865 ft. c.Electric Heat Pump 22.8 HSPF:8.50 Area Weighted Average SHGC: 0.240 14.Hot water systems a Propane Tankless Cap: 1 gallons 8. Floor Types (4837.0 sqft.) Insulation Area EF:0.750 a.Slab-On-Grade Edge Insulation R=0.0 2359.00 ft2 b. Conservation features b.Floor Over Other Space R=0.0 1358.00 ft2 None c.other(see details) R= 1120.00 ft2 15.Credits Pstat Total Proposed Modified Loads: 132.35 PASS Glass/Floor Area: 0.331 Total Baseline Loads: 154.93 I hereby certify that the plans and specifications covered by Review of the plans and " 1 iE ST,jr this calculation are in compliance with the Florida Energy specifications covered by this ,yfl;nza .p �,,�� Code. ' V Q • n' calculation indicates compliance ;d , ;, �j with the Florida Energy Code. x/44 .se, 0 s` PREPARED BY: Before construction is completed %�. �- 'rs DATE: .8/15/16 's as. _.f1s; C7, this building will be inspected for ,I_, :a compliance with Section 553.908 * ° F I hereby certify that this building, as designed, is in compliance Florida Statutes. : .4•ii.' .S , with the Florida Ener. Code. O OWNER/AGENT. ����� R,.°Z-I')(/ UWdY1 FOLii1ILDING OFFICIAL: `�/ ' DATE: • . ♦ DATE: I0'`.30 _/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 7.00 ACH50(R402.4.1.2). • 8/15/2019 10:08 PM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 1 of 6 OFFICE COPY Manual S Compliance Report Job: - wrightsoft pDate: 7/29/19 1st Floor By: M.Ellis Energy Design Systems, Inc 11727 Brady Rd, Jacksonville.FL 32223 Phone. 904-268-3670 Fax 904-268-3670 Email eds 1ax@amail comp Project Information For: Dormeshian Nowakowska Residence 1250(B) Selva Manna Cir, Atlantic Beach, FL Cooling Equipment Design Conditions Outdoor design DB: 94.4°F Sensible gain: 31240 Btuh Entering coil DB: 74.0°F Outdoor design WB: 77.4°F Latent gain: 3117 Btuh Entering coil WB: 61.7°F Indoor design DB: 74.0°F Total gain: 34356 Btuh Indoor RH: 50% Estimated airflow: 1400 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Trane Model: 4TWR6042H1+TAM9A0C42V41 Actual airflow: 1400 cfm Sensible capacity: 29700 Btuh 95% of load Latent capacity: 9200 Btuh 295% of load Total capacity: 38900 Btuh 113% of load SHR: 76% Heating Equipment Design Conditions Outdoor design DB'. 38.1°F Heat loss: 20093 Btuh Entering coil DB: 68.0°F Indoor design DB: 68.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Trane Model: 4TWR6042H1+TAM9A0C42V41 Actual airflow: 1400 cfm Output capacity: 40000 Btuh 199% of load Capacity balance: 19 °F Supplemental heat required: 0 Btuh Economic balance: -99 °F Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1400 cfm Output capacity: 5.9 kW 100% of load Temp. rise: 50 °F Meets are all requirements of ACCA Manual S. 2019-Oct-22 12.53.11 Wrlghtsol t- Right-Suite®Universal 2017 17 0 17 RSU17457 Page 1 sidence. 1250(B)Selva Manna Cir,Atl Bch rup Calc=MJ8 House Front faces W Manual S Compliance Report Job: WrightSoft' pDate: 7/29/19 2nd Floor By: M.Ellis Energy Design Systems, Inc.. 11727 Brady Rd, Jacksonville,FL 32223 Phone 904-268-3670 Fax 904-268-3670 Email.eds lax@gmailcom Project Information For: Dormeshian Nowakowska Residence 1250(B) Selva Manna Cir, Atlantic Beach, FL Cooling Equipment Design Conditions Outdoor design DB: 94.4°F Sensible gain: 28069 Btuh Entering coil DB: 76.1°F Outdoor design WB: 77.4°F Latent gain: 2412 Btuh Entering coil WB: 62.5°F Indoor design DB: 74.0°F Total gain: 30481 Btuh Indoor RH: 50% Estimated airflow: 1187 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Trane Model: 4TWR6036H1+TAM9A0C36V31 Actual airflow: 1187 cfm Sensible capacity: 25400 Btuh 90% of load Latent capacity: 8400 Btuh 348% of load Total capacity: 33800 Btuh 111% of load SHR: 75% Heating Equipment Design Conditions Outdoor design DB: 38.1°F Heat loss: 15555 Btuh Entering coil DB: 68.0°F Indoor design DB: 68.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Trane Model: 4TWR6036H 1+TAM9A0C36V31 Actual airflow: 1187 cfm Output capacity: 33800 Btuh 217% of load Capacity balance: 16 °F Supplemental heat required: 0 Btuh Economic balance: -99 °F Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1187 cfm Output capacity: 4.6 kW 100% of load Temp. rise: 50 °F Meets are all requirements of ACCA Manual S. L, 2019-Oct-22 12 53 11 wrightsoft Right-Suite®Universal 2017 17 0 17 RSU17457 Page 2 ACC'K sidence. 1250(B)Selva Marina Cir,Atl Bch rup Calc=MJ8 House Front faces W Manual S Compliance Report Job: + - wrightsoft� p p Date: 7129119 Nanny & Guest Ste By: M.Ellis Energy Design Systems,Inc 11727 Brady Rd, Jacksonville.FL 32223 Phone 904-268-3670 Fax. 904-268-3670 Emaileds taxagmaiI comi Project Information For: Dormeshian Nowakowska Residence 1250(B) Selva Marina Cir, Atlantic Beach, FL Cooling Equipment Design Conditions Outdoor design DB: 94.4°F Sensible gain: 18846 Btuh Entering coil DB: 74.0°F Outdoor design WB: 77.4°F Latent gain: 2230 Btuh Entering coil WB: 61.7°F Indoor design DB: 74.0°F Total gain: 21076 Btuh Indoor RH: 50% Estimated airflow: 787 cfm Manufacturer's Performance Data atActual Design Conditions Equipment type: Split ASHP Manufacturer: Trane Model: 4TWR6024H1+TAM9A0A24V21 Actual airflow: 787 cfm Sensible capacity: 16800 Btuh 89% of load Latent capacity: 5700 Btuh 256% of load Total capacity: 22500 Btuh 107% of load SHR: 75% Heating Equipment Design Conditions Outdoor design DB: 38.1°F Heat loss: 14910 Btuh Entering coil DB: 68.0°F Indoor design DB: 68.0°F Manufacturer's Performance Data atActual Design Conditions Equipment type: Split ASHP Manufacturer: Trane Model: 4TWR6024H1+TAM9A0A24V21 Actual airflow: 787 cfm Output capacity: 22800 Btuh 153% of load Capacity balance: 27 °F Supplemental heat required: 0 Btuh Economic balance: -99 °F Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 787 cfm Output capacity: 4.4 kW 100% of load Temp. rise: 50 °F Meets are all requirements of ACCA Manual S. 2019-Oct-22 12 53 11 wrightsoft' Right-Suite®Universal 2017 17.0 17 RSU17457 � Page 3 sidence. 1250(B)Selva Marina Cir,Atl Bch rup Calc=MJ8 House Front faces W ` FORM R405-2017 OFFICE COPY RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2017 Florida Building Code, Energy Conservation via the residential Simulated Performance Method shall include: ❑ This checklist ❑ A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, e-ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst-case orientation, name and version of the compliance software tool, name of individual completing the compliance report(one page)and an input summary checklist that can be used for field verification (usually four pages/may be greater). ❑ Energy Performance Level(EPL) Display Card(one page) ❑ HVAC system sizing and selection based on ACCA Manual S or per exceptions provided in Section R403.7 ❑ Mandatory Requirements (five pages) Required prior to CO for the Performance Method: ❑ Air Barrier and Insulation Inspection Component Criteria checklist(Table R402.4.1.1 - one page) ❑ A completed Envelope Leakage Test Report(usually one page) ❑ If Form R405 duct leakage type indicates anything other than "default leakage" then a completed Form R405 Duct Leakage Test Report(usually one page) 8/15/2019 10:08:32 PM EnergyGauge®USA 6.0.03(Rev.1)-FlaRes2017 FBC 6th Edition(2017)Compliant Software Page 1 of 1 , . FORM R405-2017 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Dormeshian Nowakowska Residence Builder Name: Street: 1250(B)Selva Marina Cir Permit Office: Atlantic Beach City,State,Zip: Atlantic Beach,FL, Permit Number: Owner: Jurisdiction: 261100 Design Location: FL,MAYPORT_NS County: Duval(Florida Climate Zone 2) 1. New construction or existing New(From Plans) 9. Wall Types(7719.0 sqft.) Insulation Area 2. Single family or multiple family Single-family a.Frame-Wood,Exterior R=19.0 7212.00 ft' b.Frame-Wood,Adjacent R=19.0 507.00 ft2 3. Number of units,if multiple family 1 c.N/A R= ft2 4. Number of Bedrooms 5 d.N/A R= ft2 10.Ceiling Types (3479.0 sqft.) Insulation Area 5. Is this a worst case? No a.Roof Deck(Unvented) R=20.0 3479.00 ft2 6. Conditioned floor area above grade(ft2) 4799 b.N/A R= ft2 Conditioned floor area below grade(ft2) 0 C.N/A R= ft2 11.Ducts R ft2 7. Windows(1587.5 sqft.) Description Area a.Sup:1st Floor,Ret:1st Floor,AH:1st Floor 6 254.67 a. U-Factor: Dbl,U=0.27 1587.50 ft2 b.Sup: 2nd Floor,Ret:2nd Floor,AH:2nd Floor 6 235.82 SHGC: SHGC=0.24 c.Sup:Guest Suite,Ret:Guest Suite,AH:Guest Suit 6 138.32 b. U-Factor: N/A ft2 12.Cooling systems kBtu/hr Efficiency SHGC: a.Central Unit 38.9 SEER:16.00 b.Central Unit 33.8 SEER:16.25 c. U-Factor: N/A ft2 c.Central Unit 22.5 SEER:15.75 SHGC: 13.Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a.Electric Heat Pump 40.0 HSPF:9.00 SHGC: b.Electric Heat Pump 33.8 HSPF:9.60 Area Weighted Average Overhang Depth: 4.865 ft. c.Electric Heat Pump 22.8 HSPF:8.50 Area Weighted Average SHGC: 0.240 14.Hot water systems a.Propane Tankless Cap:1 gallons 8. Floor Types (4837.0 sqft.) Insulation Area EF:0.750 a.Slab-On-Grade Edge Insulation R=0.0 2359.00 ft2 b. Conservation features b.Floor Over Other Space R=0.0 1358.00 ft2 None c.other(see details) R= 1120.00 ft' 15.Credits Pstat Glass/Floor Area: 0.331 Total Proposed Modified Loads: 132.35 PASS Total Baseline Loads: 154.93 Y�Y W I hereby certify that the plans and specifications covered by Review of the plans and *'tI3E ST4?4;•••1\. this calculation are in compliance with the Florida Energy specifications covered by this �. ,0,A= p Code. /� n' calculation indicates compliance p.,,,, �` `,;', lwVktu, •&--ti /c-) •' .4'....„-,. f with the Florida Energy Code. i t� r, ,t. I PREPARED BY: Before construction is completed :a a: . DATE: 8/15/19 this building will be inspected for 4, , ti ll compliance with Section 553.908 1,. *` ° ., 1 I hereby certify that this buil.' as desig d, i in compliance Florida Statutes. • with the Florida Energy Co.,- p •m ' C O WEllit-,.' OWNER/AGENT: BUILDING OFFICIAL: DATE: 10 V ' DATE: _. - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory-sealed in accordance with R403.3.2.1. -Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and this project requires an envelope leakage test report with envelope leakage no greater than 7.00 ACH50(R402.4.1.2). 8/15/2019 10:08 PM EnergyGauge®USA 6.0.02(Rev.1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 1 of 6 FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT PROJECT Title: Dormeshian Nowakowska Resi Bedrooms: 5 Address Type: Street Address Building Type: User Conditioned Area: 4799 Lot# Owner Name: Total Stories: 2 Block/Subdivision: #of Units: 1 Worst Case: No PlatBook: Builder Name: Rotate Angle: 0 Street: 1250(B)Selva Marina Ci Permit Office: Atlantic Beach Cross Ventilation: County: Duval Jurisdiction: 261100 Whole House Fan: City,State,Zip: Atlantic Beach, Family Type: Single-family FL, New/Existing: New(From Plans) Comment: CLIMATE V Design Location TMY Site Design Temp Int Design Temp Heating Design Daily Temp 97.5% 2.5% Winter Summer Degree Days Moisture Range FL,MAYPORT_NS FL_MAYPORT_NS 39 90 70 75 1037 61 Medium BLOCKS Number Name Area Volume 1 Blockl 1954 19540 2 Block2 1807 21684 3 Block3 1038 11650 SPACES Number Name Area Volume Kitchen Occupants Bedrooms Infil ID Finished Cooled Heated 1 1st Floor 1954 19540 Yes 1 1 Yes Yes Yes 2 Nanny Suite 403 4030 Yes 1 1 1 Yes Yes Yes 3 2nd Floor 1807 21684 No 3 3 1 Yes Yes Yes 4 Guest Suite 635 7620 No 1 1 1 Yes Yes Yes FLOORS V # Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab-On-Grade Edge Insulation 1st Floor 246.2 ft 0 1959 ft' —_ 0.3 0.4 0.3 2 Slab-On-Grade Edge Insulation Nanny Suite 85.9 ft 0 400 ft' — 0.3 0.4 0.3 3 Raised Floor 2nd Floor — —__ 630 ft' 19 0 0 1 4 Floor over Garage 2nd Floor — -- 226 ft' 19 0 0 1 5 Floor Over Other Space 2nd Floor __ —__ 958 ft2 0 0 0 1 6 Raised Floor Guest Suite -- —__ 264 ft' 19 0 0 1 7 Floor Over Other Space Guest Suite -- ___ 400 ft2 0 0 0 1 8/15/2019 10:08 PM EnergyGauge®USA 6.0.02(Rev.1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 2 of 6 FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT ROOF VRoof Gable Roof Rad Solar SA Emitt Emitt Deck Pitch # Type Materials Area Area Color Barr Absor. Tested Tested Insul. (deg) 1 Flat Gravel 3491 ft2 146 ft2 Medium N 0.6 No 0.3 No 20 4.8 V ATTIC # Type Ventilation Vent Ratio(1 in) Area RBS IRCC 1 No attic Unvented 0 3479 ft2 N N CEILING ✓ # Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic(Unvented) 1st Floor 0 Blown 1001 ft2 0.11 Wood 2 Under Attic(Unvented) 2nd Floor 0 Blown 1814 ft2 0.11 Wood 3 Under Attic(Unvented) Guest Suite 0 Blown 664 ft2 0.11 Wood WALLS Adjacent S Cavity Width Height Sheathing Framing Solar Below # Or^t To Wall Type pace R-valise Ft In Ft In Area R-Value Fraction Absor Grade% 1 W Exterior Frame-Wood 1st Floor 19 30.8 10 308.0 ft2 0.05 0.170000 0 2 N Exterior Frame-Wood 1st Floor 19 10 10 100.0 ft2 0.05 0.170000 0 3 NW Exterior Frame-Wood 1st Floor 19 19.3 10 193.0 ft2 0.05 0.170000 0 4 SW Exterior Frame-Wood 1st Floor 19 17.9 10 179.0 ft2 0.05 0.170000 0 5 SE Exterior Frame-Wood 1st Floor 19 5.3 10 53.0 ft2 0.05 0.170000 0 6 S Exterior Frame-Wood 1st Floor 19 16.7 10 167.0 ft2 0.05 0.170000 0 7 S Exterior Frame-Wood 1st Floor 19 29.2 22 642.4 ft2 0.05 0.170000 0 8 E Exterior Frame-Wood 1st Floor 19 22 22 484.0 ft2 0.05 0.170000 0 9 E Exterior Frame-Wood 1st Floor 19 24 10 240.0 ft2 0.05 0.170000 0 10 E Exterior Frame-Wood 1st Floor 19 20.3 10 203.0 ft2 0.05 0.170000 0 11 N Garage Frame-Wood 1st Floor 19 39.7 10 397.0 ft2 0.05 0.170000 0 12 W Garage Frame-Wood 1st Floor 19 11 10 110.0 ft2 0.05 0.170000 0 13 SE Exterior Frame-Wood Nanny Suite 19 24.4 10 244.0 ft2 0.05 0.170000 0 14 E Exterior Frame-Wood Nanny Suite 19 8.5 10 85.0 ft2 0.05 0.170000 0 15 N Exterior Frame-Wood Nanny Suite 19 8.5 10 85.0 ft2 0.05 0.170000 0 16 NW Exterior Frame-Wood Nanny Suite 19 24.5 10 245.0 ft2 0.05 0.170000 0 _17 N Exterior Frame-Wood Nanny Suite 19 4 10 40.0 ft2 0.05 0.170000 0 18 SW Exterior Frame-Wood Nanny Suite 19 16 10 160.0 ft2 0.05 0.170000 0 19 W Exterior Frame-Wood 2nd Floor 19 40 12 480.0 ft2 0.05 0.170000 0 20 N Exterior Frame-Wood 2nd Floor 19 18.5 12 222.0 ft2 0.05 0.170000 0 21 NE Exterior Frame-Wood 2nd Floor 19 21 12 252.0 ft2 0.05 0.170000 0 22 SE Exterior Frame-Wood 2nd Floor 19 17.6 12 211.2 ft2 0.05 0.170000 0 23 E Exterior Frame-Wood 2nd Floor 19 8.5 12 102.0 ft2 0.05 0.170000 0 24 NW Exterior Frame-Wood 2nd Floor 19 31.2 12 374.4 ft2 0.05 0.170000 0 25 SW Exterior Frame-Wood 2nd Floor 19 50 12 600.0 ft2 0.05 0.170000 0 26 S Exterior Frame-Wood Guest Suite 19 21.5 12 258.0 ft2 0.05 0.170000 0 8/15/2019 10:08 PM EnergyGauge®USA 6.0.02(Rev.1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 3 of 6 FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT WALLS V Adjacent Cavity Width Height Sheathing Framing Solar Below # Omt To wait Type Space R-vainje Ft In Ft In Area R-VaIup Fraction Absor Grade% 27 E Exterior Frame-Wood Guest Suite 19 68 12 816.0 ft2 0.05 0.170000 0 28 N Exterior Frame-Wood Guest Suite 19 39 12 468.0 ft2 0.05 0.170000 0 DOORS V # Ornt Door Type Space Storms U-ValueWidth Height Area Ft In Ft In 1 N Wood 1st Floor None .46 3 8 24 ft2 WINDOWS Orientation shown is the entered,Proposed orientation. Wall Overhang V # Omt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation Int Shade Screening 1 W 1 Wood Low-E Double Yes 0.27 0.24 N 97.5 ft2 1 ft 0 in 14 ft 0 in None None 2 N 2 Wood Low-E Double Yes 0.27 0.24 N 39.0 ft2 1 ft 0 in 14 ft 0 in None None 3 NW 3 Wood Low-E Double Yes 0.27 0.24 N 48.0 ft2 12 ft 0 in 1 ft 0 in None None 4 SW 4 Wood Low-E Double Yes 0.27 0.24 N 120.0 ft2 1 ft 0 in 14 ft 0 in None None 5 E 8 Wood Low-E Double Yes 0.27 0.24 N 200.0 ft2 13.7 ft 0 i 1 ft 0 in None None 6 E 9 Wood Low-E Double Yes 0.27 0.24 N 200.0 ft2 13.7 ft 0 i 1 ft 0 in None None 7 E 10 Wood Low-E Double Yes 0.27 0.24 N 21.6 ft2 1 ft 0 in 2 ft 0 in None None 8 E 10 Wood Low-E Double Yes 0.27 0.24 N 5.4 ft2 1 ft 0 in 0 ft 0 in None None 9 E 10 Wood Low-E Double Yes 0.27 0.24 N 39.0 ft2 1 ft 0 in 0 ft 0 in None None 10 SE 13 Wood Low-E Double Yes 0.27 0.24 N 48.0 ft2 12 ft 0 in 1 ft 0 in None None 11 N 15 Wood Low-E Double Yes 0.27 0.24 N 4.0 ft2 1 ft 0 in 14 ft 0 in None None 12 W 19 Wood Low-E Double Yes 0.27 0.24 N 78.0 ft2 1 ft 0 in 2.5 ft 0 in None None 13 W 19 Wood Low-E Double Yes 0.27 0.24 N 105.0 ft2 1 ft 0 in 2.5 ft 0 in None None 14 N 20 Wood Low-E Double Yes 0.27 0.24 N 42.0 ft2 1 ft 0 in 2.5 ft 0 in None None 15 NE 21 Wood Low-E Double Yes 0.27 0.24 N 84.0 ft2 1 ft 0 in 2.5 ft 0 in None None 16 N 20 Wood Low-E Double Yes 0.27 0.24 N 4.0 ft2 1 ft 0 in 2.5 ft 0 in None None 17 SW 25 Wood Low-E Double Yes 0.27 0.24 N 168.0 ft2 1 ft 0 in 2.5 ft 0 in None None 18 SW 25 Wood Low-E Double Yes 0.27 0.24 N 120.0 ft2 1 ft 0 in 2.5 ft 0 in None None 19 S 26 Wood Low-E Double Yes 0.27 0.24 N 4.0 ft2 1 ft 0 in 2.5 ft 0 in None None 20 E 27 Wood Low-E Double Yes 0.27 0.24 N 78.0 ft2 1 ft 0 in 2.5 ft 0 in None None 21 E 27 Wood Low-E Double Yes 0.27 0.24 N 4.0 ft2 1 ft 0 in 2.5 ft 0 in None None 22 E 27 Wood Low-E Double Yes 0.27 0.24 N 78.0 ft2 1 ft 0 in 2.5 ft 0 in None None GARAGE ✓ # Floor Area Ceiling Area Exposed Wall Perimeter Avg.Wall Height Exposed Wall Insulation 1 850 ft2 850 ft2 85.1 ft 10 ft 1 8/15/2019 10:08 PM EnergyGauge®USA 6.0.02(Rev.1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 4 of 6 FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT INFILTRATION # Scope Method SLA CFM 50 ELA EqLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .00049 6168.6 338.65 636.88 .2983 7 HEATING SYSTEM V # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump/ None HSPF:9 40 kBtu/hr 1 sys#1 2 Electric Heat Pump/ None HSPF:9.6 33.8 kBtu/hr 2 sys#2 3 Electric Heat Pump/ None HSPF:8.5 22.8 kBtu/hr 3 sys#3 COOLING SYSTEM V # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit/ None SEER:16 38.9 kBtu/hr 1167 cfm 0.75 1 sys#1 2 Central Unit/ None SEER:16.2533.8 kBtu/hr 1014 cfm 0.75 2 sys#2 3 Central Unit/ None SEER:15.7522.5 kBtu/hr 675 cfm 0.75 3 sys#3 HOT WATER SYSTEM V # System Type SubType Location EF Cap Use SetPnt Conservation 1 Propane Tankless Exterior 0.75 1 gal 80 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 1st Floor 6 254.67 f 1st Floor 97.95 ft' Default Leakage 1st Floor (Default)c(Default)c 1 1 2 2nd Floor 6 235.82 f 2nd Floor 90.7 ft2 Default Leakage 2nd Floor (Default)c(Default)c 2 2 3 Guest Suite 6 138.32 f Guest Suite 53.2 ft2 Default Leakage Guest Suite (Default)c(Default)c 3 3 8/15/2019 10:08 PM EnergyGauge()USA 6.0.02(Rev.1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 5 of 6 FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT TEMPERATURES Programable Thermostat: Y Ceiling Fans: CoolingJan Feb ki Mar A r [ ]Ma [ Jun Jul Au [X]S Oct Nov Dec HeatinX Jan X Feb Mar Apr [ ]Ma [ Jun t Jul t Aug [ ]S p 'Oct X Nov X Dec Ventin Jan Feb Mar X Apr [ ]May [ Jun [ Jul [ Au [ ]Se 'X Oct X,Nov "Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Coding(WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling(WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating(WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating(WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 MASS Mass Type Area Thickness Furniture Fraction Space Default(8 lbs/sq.ft. 0 ft' 0 ft 0.3 Main Living Default(8 lbs/sq.ft. 0 ft' 0 ft 0.3 Master and Bedroom 8/15/2019 10:08 PM EnergyGauge®USA 6.0.02(Rev.1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 6 of 6 2017 EPL DISPLAY CARD ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* =85 The lower the Energy Performance Index, the more efficient the home. 1. New home or, addition 1. New(From Plans) 12. Ducts, location&insulation level a)Supply ducts R 6.0 2. Single-family or multiple-family 2. Single-family b)Return ducts R 6.0 c)AHU location varies 3. No.of units(if multiple-family) 3. 1 4. Number of bedrooms 4. 5 13. Cooling system: Capacity 95.2 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. 4799 d)Room unit/PTAC EER e)Other varies 7.Windows,type and area a)U-factor:(weighted average) 7a. 0.270 b)Solar Heat Gain Coefficient(SHGC) 7b. 0.240 14. Heating system: Capacity 96.6 c)Area 7c. 1587.5 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 varies 9. Floor type, insulation level: a)Slab-on-grade(R-value) 9a. 0.0 b)Wood, raised(R-value) 9b. 19.0 15.Water heating system c)Concrete, raised (R-value) 9c. a)Electric resistance EF b)Gas fired, natural gas EF 10.Wall type and insulation: c)Gas fired, LPG EF 0.75 A. Exterior: d)Solar system with tank EF 1.Wood frame(Insulation R-value) 10A1. 19.0 e)Dedicated heat pump with tank EF 2. Masonry(Insulation R-value) 10A2. f)Heat recovery unit HeatRec% B.Adjacent: g)Other 1.Wood frame(Insulation R-value) 1061. 19.0 2. Masonry(Insulation R-value) 10B2. 16. HVAC credits claimed(Performance Method) 11. Ceiling type and insulation level a)Ceiling fans a)Under attic 11a. 0.0 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 lid. No e)Multizone heating credit f)Programmable thermostat Yes *Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. I certify that this home has complied with the Florida Building Code, Energy Conservation, through the above energy saving features which will be installed(or exceeded)in this home before final inspection.Otherwise, a new EPL display card will be completed based on installed code compliant features. Builder Signature: Date: Address of New Home: 1250(B)Selva Marina Cir City/FL Zip: Atlantic Beach, FL 8/15/2019 10:09:40 PM EnergyGauge®USA 6.0.03(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: 1250(B)Selva Marina Cir Permit Number: Atlantic Beach,FL, MANDATORY REQUIREMENTS See individual code sections for full details. SECTION R401 GENERAL R401.3 Energy Performance Level(EPL)display card(Mandatory)the building official shall require that an energy performance level(EPL)display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy.Florida law(Section 553.9085, Florida Statutes)requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit.The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate code compliance for the building.A copy of the EPL display card can be found in Appendix RD. R402.4 Air leakage(Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.4.1 through R402.4.5. Exception: Dwelling units of R-2 Occupancies and multiple attached single family dwellings shall be permitted to comply with Section C402.5. R402.4.1 Building thermal enveldtbebuilding 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 InstallationThe components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table R402.4.1.1,as applicable to the method of construction.Where required by the code official,an approved third party shall inspect all components and verify compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate not exceeding seven air changes per hour in Climate Zones 1 and 2,and three air changes per hour in Climate Zones 3 through 8.Testing shall be conducted in accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g.(50 pascals).Testing shall be conducted by either individuals as defined in Section 553.993(5)or(7),Florida Statutes,or individuals licensed as set forth in Section 489.105(3)(f),(g)or(i)or an approved third party.A written report of the results of the test shall be signed by the party conducting the test and provided to the code official.Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. Exception: Testing is not required for additions,alterations,renovations,or repairs,of the building thermal envelope of existing buildings in which the new construction is less than 85 percent of the building thermal envelope. During testing: 1.Exterior windows and doors,fireplace and stove doors shall be closed,but not sealed,beyond the intended weatherstripping or other infiltration control measures. 2.Dampers including exhaust,intake,makeup air,backdraft and flue dampers shall be closed,but not sealed beyond intended infiltration control measures. 3.Interior doors,if installed at the time of the test,shall be open. 4.Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed. 5.Heating and cooling systems,if installed at the time of the test,shall be turned off. 6.Supply and return registers,if installed at the time of the test,shall be fully open. Li R402.4.2 Fireplaces. New wood-burning fireplaces shall have tight-fitting flue dampers or doors,and outdoor combustion air.Where using tight-fitting doors on factory-built fireplaces listed and labeled in accordance with UL 127,the doors shall be tested and listed for the fireplace. Where using tight-fitting doors on masonry fireplaces,the doors shall be listed and labeled in accordance with UL 907. R402.4.3 Fenestration air leakagdNindows,skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot(1.5 L/s/m2),and swinging doors no more than 0.5 cfm per square foot(2.6 L/s/m2),when tested according to NFRC 400 or AAMA/ W DMA/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. 8/15/2019 10:09 PM EnergyGauge®USA 6.0.02(Rev.1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 1 of 5 MANDATORY REQUIREMENTS - (Continued) OR402.4.4 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 Us)when tested in accordance with ASTM E283 at a 1.57 psf(75 Pa)pressure differential.All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. SECTION R403 SYSTEMS R403.1 Controls. LiR403.1.1 Thermostat provision(Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. • R403.1.3 Heat pump supplementary heat(Mandatory). Heat pumps having supplementary electric-resistance heat shall have controls that, except during defrost,prevent supplemental heat operation when the heat pump compressor can meet the heating load. ❑ R403.3.2 Sealing(Mandatory) All ducts,air handlers,filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers,shall be constructed and sealed in accordance with Section C403.2.9.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria below. Duct tightness shall be verified by testing in accordance with ANSI/RESNET/ICC 380 by either individuals as defined in Section 553.993(5)or(7), Florida Statutes,or individuals licensed as set forth in Section 489.105(3)(f),(g)or(i),Florida Statutes,to be"substantially leak free"in accordance with Section R403.3.3. R403.3.2.1 Sealed air handler. Air handlers shall have a manufacturer's designation for an air leakage of no more than 2 percent of the design airflow rate when tested in accordance with ASHRAE 193. ❑ R403.3.3 Duct testing(Mandatory).Ducts shall be pressure tested to determine air leakage by one of the following methods: 1. Rough-in test:Total leakage shall be measured with a pressure differential of 0.1 inch w.g.(25 Pa)across the system,including the manufactun 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. ElR403.4 Mechanical system piping insulation(Mandatory). Mechanical system piping capable of carrying fluids above 105°F(41°C)or below 55°F(13°C)shall be insulated to a minimum of R-3. R403.4.1 Protection of piping insulation. Piping insulation exposed to weather shall be protected from damage,including that caused by sunlight,moisture,equipment maintenance and wind,and shall provide shielding from solar radiation that can cause degradation of the material. Adhesive tape shall not be permitted. R403.5.1 Heated water circulation and temperature maintenance systems(Mandatory}Jeatedwater 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. R403.5.1.2 Heat trace systems.Electric heat trace systems shall comply with IEEE 515.1 or UL 515.Controls for such systems shall automatically adjust the energy input to the heat tracing to maintain the desired water temperature in the piping in accordance with the times when heated water is used in the occupancy. 8/15/2019 10:09 PM 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 burner(s)of combustion types of service water-heating systems to be turned off. O 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. D 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 MAXIMUM (CFM) (CFM/WATT) (CFM) Range hoods Any 2.8 cfm/watt Any In-line fan Any 2.8 cfm/watt Any Bathroom,utility room 10 1.4 cfm/watt <90 Bathroom,utility room 90 2.8 cfm/watt Any For SI:1 cfm=28.3 L/min. a. When tested in accordance with HVI Standard 916 8/15/2019 10:09 PM 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. R403.7.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis,such as anticipated additional loads caused by major entertainment events,shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. ❑ R403.8 Systems serving multiple dwelling units(Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the IECC—Commercial Provisions in lieu of Section R403. • R403.9 Snow melt and ice system controls(Mandatory)Snow-and ice-melting systems,supplied through energy service to the building,shall include automatic controls capable of shutting off the system when the pavement temperature is above 50°F(10°C),and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F(4.8°C). ❑ R403.10 Pools and permanent spa energy consumption(Mandatory). The energy consumption of pools and permanent spas shall be in accordance with Sections R403.10.1 through R403.10.5. R403.10.1 Heaters. The electric power to heaters shall be controlled by a readily accessible on-off switch that is an integral part of the heater mounted on the exterior of the heater,or external to and within 3 feet(914 mm)of the heater.Operation of such switch shall not change the setting of the heater thermostat.Such switches shall be in addition to a circuit breaker for the power to the heater. Gas-fired heaters shall not be equipped with continuously burning ignition pilots. R403.10.2 Time switches.Time switches or other control methods that can automatically turn off and on according to a preset schedule shall be installed for heaters and pump motors.Heaters and pump motors that have built-in time switches shall be in compliance with this section. Exceptions: 1. Where public health standards require 24-hour pump operation. 2. Pumps that operate solar-and waste-heat-recovery pool heating systems. 3. Where pumps are powered exclusively from on-site renewable generation. ❑ R403.10.3 Covers. Outdoor heated swimming pools and outdoor permanent spas shall be equipped with a vapor-retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Where more than 70 percent of the energy for heating,computed over an operation season,is from site-recovered energy, such as from a heat pump or solar energy source,covers or other vapor-retardant means shall not be required. CI efficiency 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. 8/15/2019 10:09 PM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 4 of 5 El 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. 17 R403.11 Portable spas(MandatorM)e energy consumption of electric-powered portable spas shall be controlled by the requirements of APSP-14. SECTION R404 ELECTRICAL POWER AND LIGHTING SYSTEMS pi 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(MandatoryFuel gas lighting systems shall not have continuously burning pilot lights. 8/15/2019 10:09 PM EnergyGauge®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: Dormeshian Nowakowska Residence Builder Name: Street: 1250(B)Selva Marina Cir Permit Office: Atlantic Beach City,State,Zip: Atlantic Beach,FL, Permit Number: Owner: Jurisdiction: 261100 = Design Location: FL,MAYPORT_NS v COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA General A continuous air barrier shall be installed in the building envelope. Air-permeable insulation shall The exterior thermal envelope contains a continuous air barrier. not be used as a sealing material. requirements Breaks or joints in the air barrier shall be sealed. The air barrier in any dropped ceiling/soffit shall be aligned with the The insulation in any dropped ceiling/soffit Ceiling/attic insulation and any gaps in the air barrier shall be sealed. shall be aligned with the air barrier. Access openings,drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Walls The junction of the foundation and sill plate shall be sealed. Cavities within corners and headers of frame walls The junction of the top plate and the top of exterior walls shall be sealed. shall be insulated by completely filling the cavity with a Knee walls shall be sealed. material having a thermal resistance of R-3 per inch minimum. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Windows,skylights The space between window/door jambs and framing,and and doors skylights and framing shall be sealed. Rim joists Rim joists shall include the air barrier. Rim joists shall be insulated. Floors The air barrier shall be installed at any exposed edge of insulation. Floor framing cavity insulation shall be installed to (including maintain permanent contact with the underside of above-garage subfloor decking,or floor framing cavity insulation shall and cantilevered floors) be permitted to be in contact with the top side 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 a Where provided instead of floor insulation,insulation Class I vapor retarder with overlapping joints taped. shall be permanently attached to the crawlspace walls. Shafts,penetrations Duct shafts,utility penetrations,and flue shafts opening to exterior or unconditioned space shall be sealed. Batts in narrow cavities shall be cut to fit,or narrow cavities shall be filled by insulation that on installation Narrow cavities readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall Recessed light fixtures installed in the building be sealed to the drywall. thermal envelope shall be air tight and IC rated. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls,or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub The air barrier installed at exterior walls adjacent to showers and Exterior walls adjacent to showers and tubs shall be on exterior wall tubs shall separate them from the showers and tubs. insulated. Electrical/phone box on 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 sealed sprinklers in a manner that is recommended by the manufacturer.Caulking or other adhesive sealants shall not be used to fill voids between fire sprinkler cover plates and walls or ceilings. a.In addition,inspection of log walls shall be in accordance with the provisions of ICC-400. 8/15/2019 10:09 PM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 1 of 1 Envelope Leakage Test Report (Blower Door Test) Residential Prescriptive, Performance or ERI Method Compliance 2017 Florida Building Code, Energy Conservation, 6th Edition Jurisdiction: 261100 Permit#: Job Information Builder. Community: Lot: NA Address: 1250 (B) Selva Marina Cir City: Atlantic Beach State: FL Zip: Air Leakage Test Results Passing results must meet either the Performance, Prescriptive, or ER1 Method O PRESCRIPTIVE METHOD-The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour at a pressure of 0.2 inch w.g.(50 Pascals)in Climate Zones 1 and 2. O PERFORMANCE or ERI METHOD-The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding the selected ACH(50)value,as shown on Form R405-2017(Performance)or R406-2017(ERI),section labeled as infiltration,sub-section ACH50. ACH(50)specified on Form 8405-2017-Energy Calc(Performance)or R406-2017(ERI): 7.000 x 60 = 52874 = Method for calculating building volume: CFM(50) Building Volume ACH(50) O Retrieved from architectural plans PASS •Code software calculated When ACH(50) is less than 3, Mechanical Ventilation installation O Field measured and calculated must be verified by building department. R402.4.1.2 Testing.Testing shall be conducted in accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g.(50 Pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5)or(7),Florida Statues.or individuals licensed as set forth in Section 489.105(3)(f),(g),or(i)or an approved third party.A written report of the results of the test shall be signed by the party conducting the test and provided to thecode official.Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1.Exterior windows and doors,fireplace and stove doors shall be closed,but not sealed,beyond the intended weatherstripping or other infiltration control measures. 2.Dampers including exhaust,intake,makeup air,back draft and flue dampers shall be closed,but not sealed beyond intended infiltration control measures. 3.Interior doors,if installed at the time of the test,shall be open. 4.Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed. 5.Heating and cooling systems,if installed at the time of the test,shall be turned off. 6.Supply and return registers,if installed at the time of the test,shall be fully open. Testing Company Company Name: Phone: I hereby verify that the above Air Leakage results are in accordance with the 2017 6th Edition Florida Building Code Energy Conservation requirements according to the compliance method selected above. Signature of Tester: Date of Test: Printed Name of Tester: License/Certification#: Issuing Authority: 8/15/2019 10:09:47 PM EnergyGauge®USA 6.0.03(Rev. 1)-FlaRes2017 FBC 6th Edition(2017)Compliant Software Page 1 of 1 Pro-41- SummaryDate:wrightsoft. � Date: 7/29119 1st Floor By: M.Ellis Energy Design Systems,Inc., 11727 Brady Rd,Jacksonville,FL 32223 Phone:904-268-3670 Fax:904-268-3670 Email:eds.lax@gmail.comi Pro'ect Information For: Dormeshian Nowakowska Residence 1250(B)Selva Marina Cir, Atlantic Beach, FL Notes: Desi• n Information • Weather: Mayport Ns, FL, US Winter Design Conditions Summer Design Conditions Outside db 38 °F Outside db 94 °F Inside db 68 °F Inside db 74 °F Design TD 30 °F Design TD 20 °F Daily range L Relative humidity 50 Moisture difference 52 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 20093 Btuh Structure 31240 Btuh Ducts 0 Btuh Ducts 0 Btuh Central vent(0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh (none) (none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 20093 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 31240 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 1 (Average) Structure 3117 Btuh Ducts 0 Btuh Central vent (0 cfm) 0 Btuh Heating Cooling (none) Area(ft2) 1954 1954 Equipment latent load 3117 Btuh Volume(ft') 26440 26440 Air changes/hour 0.23 0.12 Equipment total load 34356 Btuh Equiv.AVF(cfm) 102 51 Req. total capacity at 0.74 SHR 3.5 ton Heating Equipment Summary Cooling Equipment Summary Make Trane Make Trane Trade TRANE Trade TRANE Model 4TWR6042H1 Cond 4TWR6042H1 AHRI ref 10093542 Coil TAM9A0C42V41 AHRI ref 10093542 Efficiency 9 HSPF Efficiency 13.0 EER, 16 SEER Heating input Sensible cooling 27230 Btuh Heating output 40000 Btuh @ 47°F Latent cooling 11670 Btuh Temperature rise 26 °F Total cooling 38900 Btuh Actual air flow 1400 cfm Actual air flow 1400 cfm Air flow factor 0.070 cfm/Btuh Air flow factor 0.045 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat Load sensible heat ratio 0.91 Capacity balance point= 19 °F Backup: Input=6 kW, Output= 20093 Btuh, 100 AFUE Calculations approved byACCA to meet all requirements of Manual J 8th Ed. W ri htsoft' 2019-Aug-15 22:11:16P g Right-Suite®Universal 2017 17.0.17 RSU17457 Page 1 ACCK ...sidence,1250(B)Selva Marina Cir.Atl Bch.rup Calc=MJ8 House Front faces: W 411- wrightsofr Project SummaryDat Date: 7/29/19 2nd Floor By: M.Ellis Energy Design Systems,Inc., 11727 Brady Rd,Jacksonville,FL 32223 Phone:904-268-3670 Fax:904-268-3670 Email:eds.jax@gmail.coma Pro'ect Information For: Dormeshian Nowakowska Residence 1250(B)Selva Marina Cir, Atlantic Beach, FL Notes: Desi• n Information Weather: Mayport Ns, FL, US Winter Design Conditions Summer Design Conditions Outside db 38 °F Outside db 94 °F Inside db 68 °F Inside db 74 °F Design TD 30 °F Design TD 20 °F Daily range L Relative humidity 50 % Moisture difference 52 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 15555 Btuh Structure 25338 Btuh Ducts 0 Btuh Ducts 0 Btuh Central vent(0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh (none) (none) Humidification 0 Btuh Blower 2730 Btuh Piping 0 Btuh Equipment load 15555 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 28069 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 1 (Average) Structure 2412 Btuh Ducts 0 Btuh Central vent (0 cfm) 0 Btuh Heating Cooling (none) Area(ft2) 1807 1807 Equipment latent load 2412 Btuh Volume(ft3) 21102 21102 Air changes/hour 0.26 0.13 Equipment total load 30481 Btuh Equiv.AVF(cfm) 91 45 Req. total capacity at 0.78 SHR 3.0 ton Heating Equipment Summary Cooling Equipment Summary Make Trane Make Trane Trade TRANE Trade TRANE Model 4TWR6036H1 Cond 4TWR6036H1 AHRI ref 10093536 Coil TAM9A0C36V31 AHRI ref 10093536 Efficiency 9.6 HSPF Efficiency 13.0 EER,16.25 SEER Heating input Sensible cooling 23660 Btuh Heating output 33800 Btuh @ 47°F Latent cooling 10140 Btuh Temperature rise 26 °F Total cooling 33800 Btuh Actual air flow 1187 cfm Actual air flow 1187 cfm Air flow factor 0.076 cfm/Btuh Air flow factor 0.047 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat Load sensible heat ratio 0.92 Capacity balance point= 16°F Backup: Input= 5 kW, Output= 15555 Btuh, 100 AFUE Calculations approved byACCA to meet all requirements of Manual J 8th Ed. 2019-Aug-15 22:11:16 wri htsoftRight-Suite®Universal 2017 17.0.17 RSU17457 Page 2 ACC.I'h ...sidence,1250(B)Selva Marina Cir,Atl Bch.nip Calc=MJ8 House Front faces: W Job: wrightsoft4 Project Summary Date: 7/29/19 Nanny & Guest Ste By: M.Ellis Energy Design Systems,Inc., 11727 Brady Rd,Jacksonville,FL 32223 Phone:904-268-3670 Fax 904-268-3670 Email:eds.jax@gmail.comi Project Information For: Dormeshian Nowakowska Residence 1250(B)Selva Marina Cir, Atlantic Beach, FL Notes: Desi• n Information Weather: Mayport Ns, FL, US Winter Design Conditions Summer Design Conditions Outside db 38 °F Outside db 94 °F Inside db 68 °F Inside db 74 °F Design TD 30 °F Design TD 20 °F Daily range L Relative humidity 50 % Moisture difference 52 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 14910 Btuh Structure 18846 Btuh Ducts 0 Btuh Ducts 0 Btuh Central vent(0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh (none) (none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 14910 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 18846 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 1 (Average) Structure 2230 Btuh Ducts 0 Btuh Central vent(0 cfm) 0 Btuh Heating Cooling (none) Area(ft2) 1038 1038 Equipment latent load 2230 Btuh Volume(ft3) 11500 11500 Air changes/hour 0.54 0.27 Equipment total load 21076 Btuh Equiv.AVF(cfm) 103 51 Req. total capacity at 0.78 SHR 2.0 ton Heating Equipment Summary Cooling Equipment Summary Make Trane Make Trane Trade TRANE Trade TRANE Model 4TWR6024H1 Cond 4TWR6024H1 AHRI ref 10093522 Coil TAM9A0A24V21 AHRI ref 10093522 Efficiency 8.5 HSPF Efficiency 13.0 EER,15.75 SEER Heating input Sensible cooling 15750 Btuh Heating output 22800 Btuh @ 47°F Latent cooling 6750 Btuh Temperature rise 26 °F Total cooling 22500 Btuh Actual air flow 787 cfm Actual air flow 787 cfm Air flow factor 0.053 cfm/Btuh Air flow factor 0.042 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat Load sensible heat ratio 0.89 Capacity balance point=27°F Backup: Input=4 kW, Output= 14910 Btuh, 100 AFUE Calculations approved byACCA to meet all requirements of Manual J 8th Ed. W rlhtsoft• 2019-Aug-15 2Pa3 1:1 �� � g Right-Suite®Universal 2017 17.0.17 RSU17457 Page 3 ..sidence,1250(B)Selva Marina Cir,AU Bch.rup Calc=MJ8 House Front faces: W A / N 1 .. 1st Floor Office Pool Bath 1°T'd 211 cfm 132 cfm 7" Pr Ah,6!1cfm 6" X14 \r— 2�x E `18x '18x8° 16 P4768 cfm ` M 9" g. 237 c1n, 53 cfm 4' 6" 6" 5" 5" Kitc,en Dino IWI Great Room La dry f-'l 125 cfm 89 clfa 89 cfi i 47 cfm Pa try 237 cII' 83 cfm Q'2'.r, Bar Nanny Bath qrI 66 cf m �Jl Nanny WIC •ise �r271 IS Riser ny ,Ti 175 cfm Job #: Scale: 1 : 113 Performed for: Page 1 Dormeshian Nowakowska Residence Exclusively for the use of: Right-Suite®Universal 2017 1250(B)Selva Marina Cir Environmental Air Conditioning 17.0.17 RSU17457 Atlantic Beach,FL 2019-Aug-15 22:18:45 ...B)Selva Marina Cir,Atl Bch.rup N 2nd Floor Bath 2 Bed3 WIC3 Bed2 12188 cfm 114 146 cfm 173 cfm 58 cfm Bath 3 WI`.;6; 6' I}7I 54 cfm 4'0cfm 5" 382 cfm S„ •• V— '10" xcli'6(8 s" 22x9, 6 Mast r Bed" I 4" 5" 135 11 dm WIC Law y2 gi 39 cf n 58 dm 7" rilq 35.9 dm 134 cfm Mast�Bath 134 cfm Le�_� 269 dm Guest Bath 8" -6077 cfm Gues es t 4 •Ait0, � Pi 541 c e =st Bed 149 dm Job#: Scale: 1 : 113 Performed for: Page 2 Dofineshian Nowakowska Residence Exclusively for the use of: Right-Suite®Universal 2017 1250(B)Selva Marina Cir Environmental Air Conditioning 17.0.17 RSU17457 2019-Aug-15 22:18:45 Atlantic Beach,FL ...B)Selva Marina Cir,All Bch.rup Duct System Summary Job: 4 wrightsoft Date: 1st Floor By: Exclusively for the use of.,Environmental Air Conditioning Project Information For: Dormeshian Nowakowska Residence 1250(B)Selva Marina Cir, Atlantic Beach, FL 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 0.359/0.141 in H2O 0.359/0.141 in H2O Lowest friction rate 0.145 in/100ft 0.145 in/100ft Actual air flow 1400 cfm 1400 cfm Total effective length(TEL) 344 ft Supply Branch Detail Table I I Design I Htg I Clg (Design I Diam I H x W I Ductl Actual I Ftg.Eqv I Name (Btuh) (cfm) (cfm) FR (in) (in) Matl Ln (ft) Ln(ft) Trunk Bar c 2820 119 121 0.145 6.0 Ox 0 ShMt 67.0 180.0 st2 Dining h 1940 89 87 0.164 6.0 Ox 0 ShMt 29.0 190.0 st2 Dining-A 1 h 1940 89 87 0.169 5.0 Ox 0 ShMt 32.0 180.0 st2 Great Room I c 5522 226 237 0.166 8.0 Ox 0 ShMt 46.0 170.0 st2 Great Room-A I c 5522 2261 237 I 0.180 8.0 Ox 0ShMt 30.0 170.0 1 st2 Kitchen I h 2732 1251 116 I 0.169 6.0 Ox 0 ' ShMt 17.0 195.0 1 st2 Laundry I h 1032 471 45 I 0.194 4.0 Ox 0 1 ShMt 15.0 170.0 1 st3 Mud h 1154 53 50 0.203 4.0 Ox 0 1 ShMt 7.0 170.0 st3 Office-A h 4595 211, 210 = 0.177 7.0 Ox 0 1 ShMt 23.0 180.0 + st3 Pantry 1 h 1812 831 81 I 0.186 5.0 Ox 0 1 ShMt 23.0 170.0 1 st3 Pool Bath J h 28771 1321 131 ( 0.1981 6.01 Ox 0 I ShMt I 11.0 J 170.0 1 st3 Supply Trunk Detail Table I Trunk I Htg I Clg I Design I Veloc I Diam I H x W I Duct I Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk st2 Peak AVF 874 883 0.145 883 12.2 8 x 18 ShtMetl I st3 Peak AVF 526 517 0.177 789 9.7 8 x 12 ShtMetl 1 BoM/Italk values have been manually overridden 41- 2019-Aug-15 22:18:26 ► wrightsoft Right-Suite®Universal 2017 17.0.17 RSU17457 Page 1 ACCP+1 ...sidence, 1250(B)Selva Manna Cir,AU Bch.rup Calc=MJ8 House Front faces: W Return Branch Detail Table Grille I Htg I Clg TEL (Design I Veloc IDiam I H x W I Stud/Joist Duct Name Size(in) (cfm) (cfm) (ft) FR (fpm) (in) (in) Opening (in) Matl Trunk rb3 Ox 0 749 768 97.0 0.145 550 16.0 Ox 0 ShMt I rb9 Ox 0 651 I 632 82.0 0.172 6091 14.0 Ox 0 ShMt 2019-Aug-15 22:18:26 wrightsoft` Right-Suite®Universal 2017 17.0.17 RSU17457 Page 2 ACCP ...sidence,1250(B)Selva Marina Cir,Atl Bch.rup Calc=MJ8 House Front faces: W Duct System Summary Job: - wrightsoftR Date: 2nd Floor By: Exclusively for the use of,Environmental Air Conditioning Project Information For: Dormeshian Nowakowska Residence 1250(B)Selva Marina Cir, Atlantic Beach, FL 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 0.301 /0.199 in H2O 0.301 /0.199 in H2O Lowest friction rate 0.139 in/100ft 0.139 in/100ft Actual air flow 1200 cfm 1200 cfm Total effective length (TEL) 361 ft Supply Branch Detail Table Design I Htg I Clg (Design I Diam I H x W I Duct I Actual I Ftg.Eqv Name (Btuh) (cfm) (cfm) FR (in) (in) Matl Ln(ft) Ln(ft) Trunk Bath 2 h 2230 88 84 0.149 6.0 Ox 0 ShMt 42.0 160.0 st4 Bath 3 c 1513 1 54 54 0.154 5.0 Ox 0 ShMt 15.0 180.0 st5 Bed 2 h 4382 173 169 0.151 I 7.0 I Ox 0 ShMt 29.0 170.0 st4 Bed 3 I h 36991 146 144 0.1411 7.01 Ox 0 ShMt I 8.0 205.0 st4 Laundry 2 C 1633 I 57 58 I 0.1491 5.01 Ox 0 ShMt 12.0 190.0 st4 Master Bath c 3766 I 132 134 I 0.139 7.0 I Ox 0 ShMt 22.0 195.0 st5 Master Bath-A c 3766 1 132 134 I 0.1421 7.01 Ox 0 ShMt I 17.0 195.0 st4 Master Bed h 34371 135 133 ! 0.2261 6.01 Ox 0 ShMt ! 28.0 105.0 st5 Master Bed-A h 34371 135 133 I 0.154 6.0 I Ox 0 ShMt I 25.0 170.0 st5 wic c 10991 27 39 I 0.1481 4.01 Ox 0 ShMt I 13.0 190.0 st5 wlc 2 h 1624 64 61 0.154 5.01 Ox 0 ShMt 35.0 160.0 st4 WIC 3 1 h 1461 581 56 0.152 5.01 Ox 0 I ShMt 18.0 180.0 I st4 Supply Trunk Detail Table I Trunk I Htg Clg I Design Veloc Diam I H x W Duct I Name Type (cfm) (cfm) I FR (fpm) (in) (in) Material Trunk st4 Peak AVF 717 707 0.141 806 11.3 8 x 16 ShtMetl 1 st5 1 Peak AVF I 483 493 1 0.139 740 9.9 8 x 12 ShtMetl 1 BokYkalic values have been manually overridden • wri2019-Aug-15 22:18:26ghtsoft Right-Suite®Universal 2017 17.0.17 RSU17457 Page 3 ACCK ...silence,1250(B)Selva Marina Cir,Atl Bch.nip Calc=MJ8 House Front faces: W Return Branch Detail Table II Grille I Htg Clg I TEL IDesign I Veloc IDiam H x W I Stud/Joist I Duct I I Name Size(in) (cfm) (cfm) (ft) FR (fpm) (in) (in) Opening (in) Matl Trunk rb5 Ox 0 352 359 102.0 0.196 659 10.0 Ox 0 ShMt 1 rb6 Ox 0 466 470 144.0 0.139 599 12.01 Ox 0 I ShMt I rt4 rb7 I Ox 0 382 I 370 113.0 I 0.177 700 I 10.01 Ox 0 I ShMt I rt4 Return Trunk Detail Table I I Trunk I Htg Cig Design I Veloc I Diam I H x W I Duct I Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk rt4 Peak AVF 848 841 0.139 694 12.1 8 x 22 ShtMetl 2019-Aug-15 22:18:26 ,y,�+ wrightsoft` Right-Suite®Universal 2017 17.0.17 RSU17457 Page 4 ACCk ...sidence,1250(B)Selva Marina Cir,Atl Bch.rup Calc=MJ8 House Front faces: W 4 Duct System Summary Job: wrightsoft� Date: Nanny & Guest By: Exclusively for the use of,Environmental Air Conditioning Project Information For: Dormeshian Nowakowska Residence 1250(B)Selva Marina Cir, Atlantic Beach, FL 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 0.330/0.170 in H2O 0.330/0.170 in H2O Lowest friction rate 0.174 in/100ft 0.174 in/100ft Actual air flow 800 cfm 800 cfm Total effective length(TEL) 288 ft Supply Branch Detail Table Design Htg I Clg (Design I Diam I H x W I Duct I Actual I Ftg.Eqv Name (Btuh) (cfm) I (cfm) FR (in) (in) Matl Ln (ft) Ln(ft) Trunk Guest Bath c 2663 741 77 0.277 5.0 Ox 0 ShMt 4.1 115.0 1 Guest Bed 1 c 51721 1421 149 0.2431 6.0 Ox 0 1 ShMt 20.6 115.0 Guest WIC c 1623 46 47 0.277 4.0 Ox 0 ShMt 4.2 115.0 I Loft-B I c 9322 I 2661 269 I 0.2341 8.0 Ox 0 I ShMt I 25.9 I 115.0 I any h 5874 175 167 0.1741 7.01 Ox 0 1 ShMt 10.1 180.0 st1 1 Nanny Bath } h 2227 661 64 0.1771 5.01 Ox 0 1 ShMt 6.0 180.0 1 st1 Nanny WIC 1 h 977 I 291 28 0.1811 4.01 Ox 0 1 ShMt 1 2.6 180.0 I st1 Supply Trunk Detail Table I I Trunk I Htg I Clg I Design I Veloc I Diam I H x W I Duct Name Type (cfm) (cfm) FR 1 (fpm) (in) (in) Material Trunk st1 Peak AVF 271 259 0.174 609 7.6 8 x 8 ShtMetl Return Branch Detail Table I Grille I Htg I Clg I TEL (Design I Veloc IDiam I H x W I Stud/Joist I Duct I Name Size(in) (cfm) (cfm) (ft) FR (fpm) (in) (in) Opening (in) Matl Trunk rb4 Ox 0 529 541 98.1 0.174 689 12.0 Ox 0 ShMt rb8 Ox 0 271 1 2591 96.7 0.1761 6131 9.01 Ox 0 1 ShMt I Bold/Italic values have been manually overridden 2019-Aug-15 22:18:26 -&-. 411F wrightsoft Right-Suite®Universal 2017 17.0.17 RSU17457 Page 5 ACCA ...sidence,1250(8)Selva Marina Cir,Atl Bch.rup Calc=MJ8 House Front faces: W . ., OFFICF ropy p---,, lz...7 '--,, '.'•2 PRODUCT APPROVAL INFORMATION SHEET FOR THE CITY OF ATLANTIC BEACH, FLORIDA (*REQUIRED) *Project Address: 1253 Selva Marina Circle, Atlantic Beach FL 32233 Permit#: RES19-0308 *Owner/Project Name: Andrew Dormeshian & Beata Nowakowska As required by Florida Statute 553.842 and Florida Administrative Code Rule 9B-72, please provide the information and product approval number(s)for the building components listed below as applicable to the building construction project for the permit number listed above. You should contact your product supplier if you do not know the product approval number for any of the applicable listed products. Information regarding statewide product approval may be obtained at: www.floridabuilding.org. Category/Subcategory Manufacturer Product Description Limitation of Use State# Local# A. EXTERIOR DOORS _ 1. Swinging 2. Sliding Pella 236.125 x107.5 FL12459.13 3. Sectional 4. Garage Roll-Up CloPay 18 x 8 Garage Door FL15279.71 5. Automatic 6. Other B.WINDOWS 1.Single hung 2. Horizontal slider 3. Casement Pella 35 x 73 FL20675.1 4. Double hung Fixed Casement Pella 35 x 73 FL20653.1 5. Fixed Pella 72 x 78 FL10354.5 6.Awning 7. Pass-through Fixed Pella 144 x 23 FL11277.1 8. Projected Fixed Pella 23 x 23 FL12603.1 9. Mullion Fixed Pella 72 x 73 FL10354.2 10. Wind breaker Fixed Pella 78 x 108 FL10354.6 11. Dual action 12. Other Page 1 of 4 Updated 10/17/18 Category/Subcategory Manufacturer Product Description Limitation of Use State# Local# C. PANEL WALL 1. Siding James Hardie Bldg Products Artisan Sidiing FL10477.2 2. Soffits James Hardie Bldg Products Soffit Panels FL13265.1 3. EIFS 4. Storefronts 5. Curtain walls 6. Wall louvers 7. Glass block 8. Membrane 9. Greenhouse 10. Synthetic stucco 11. Other D. ROOFING PRODUCTS 1. Asphalt shingles 2. Underlayments 3. Roofing fasteners 4. Nonstructural metal roof 5. Built-up roofing 6. Modified bitumen 7. Single ply roofing 8. Roofing tiles 9. Roofing insulation 10. Waterproofing 11.Wood shingles/shakes 12. Roofing slate 13. Liquid applied roofing Pli-Dek Pli-Dek System FL15027.2 14. Cement-adhesive coats 15. Roof tile adhesive 16. Spray applied polyurethane roof 17. Other Page 2 of 4 Updated 10/17/18 Category/Subcategory Manufacturer Product Description Limitation of Use State# Local# E.SHUTTERS 1.Accordion 2. Bahama 3. Storm panels 4. Colonial 5. Roll-up 6. Equipment 7. Other F. STRUCTURAL COMPONENTS 1. Wood See Attachedp "Sim son Connectors" connector/anchor 2.Truss plates 3. Engineered lumber 4. Railing 5. Coolers-freezers 6. Concrete admixtures 7. Material 8. Insulation forms 9. Plastics 10. Deck-roof 11.Wall 12.Sheds 13. Other G.SKYLIGHTS 1. Skylight 2. Other H. NEW EXTERIOR ENVELOPE PRODUCTS 1. 2. Page 3 of 4 Updated 10/17/18 In addition to completing the above list of manufacturers, product description and State approval number for the products used on this project, the Contractor shall maintain on the job site and available to the Inspector, a legible copy of each manufacturer's printed specifications and installation instructions along with this Product Approval Sheet. I certify that this product approval list is true and correct to the best of my knowledge. I further certify that use of different components other than the ones listed in this document must be approved by the Building Official. *Contractor Name (Print Name): Richard S. Browdy *Contractor Signature: *Company Name: Browdy & Browdy, Inc. *Mailing Address: 6944 St. Augustine Road, Suite D *City: Jacksonville *State: FL *zip Code: 32217 *Telephone Number: 739-5195 *E mail Address: rsbrowdy@aol.com Cell Phone Number: 813-4300 Fax Number: 739-5197 Page 4 of 4 Updated 10/17/18 Page 6, 10/21/2019 OFFICE COPY tntertek Code Compliance Research Report Total Quality.Assured. CCRR-1063 Revision Date:09-25-2017 Renewal Date: 01-01-2018 DIVISION:07 00 00—THERMAL AND MOISTURE 2.0 STATEMENT OF COMPLIANCE PROTECTION Section:07 21 00—Thermal Insulation SEALECTION® 500 complies with the Codes listed in Section 1.1, for the properties stated in Section 1.2, and uses stated REPORT HOLDER: in Section 1.3, when installed as described in this report, Demilec USA,Inc. including the Conditions of Use stated in Section 6. 3315 E.Division Street Arlington,TX 76011 (817)640-4900 3.0 DESCRIPTION www.demilec.corn infor@demilec.com 3.1 Materials: REPORT SUBJECT: 3.1.1 SEALECTION® 500: SEALECTION® 500 is a two- SEALECTION®500 Spray-Applied Polyurethane Foam component, open-cell, spray-applied foam plastic Insulation insulation. The insulation is produced in the field by combining an isocyanate(Component A)with a proprietary 1.0 SCOPE OF EVALUATION resin (Component B), resulting in insulation with a nominal density of 0.5 pcf. Both insulation components have a shelf 1.1 This Research Report addresses compliance with the life of one year when stored in unopened containers at following Codes: temperatures between 50°F and 100°F before installation. 2015,2012,and 2009 International Building Codes(IBC) 2015,2012,and 2009 International Residential Code° 3.1.2 Intumescent Coatings: (IRC) 2015, 2012,and 2009 International Energy Conservation 3.1.2.1 Blazelok" 184: Blazelok°" IB4, manufactured by Codes(IECC) TPR2 Corporation, is a one-component, water-based liquid coating with specific gravity of 1.3. Blazelokr' IB4 is NOTE: This report references 2015 Code sections with supplied in 5-gallon pails and/or 55-gallon drums and has a [2012 and 2009] Code sections shown in brackets where shelf life of one year when stored in factory-sealed they differ. containers at temperatures between 45°F and 90°F. 1.2 SEALECTION° 500 has been evaluated for the following 3.1.2.2 Andek Firegard': Andek Firegard, manufactured properties(see Table 1): by Andek Corporation, is a one-component, water-based Surface-burning characteristics coating with specific gravity of 1.37. Andek Firegard is Thermal resistance supplied in 5-gallon pails and has a shelf life of one year Physical properties when stored in factory-sealed containers at temperatures Air Permeability between 45°F and 90°F. Alternatives to thermal barriers Alternatives to ignition barriers 3.1.2.3 No-Burn® Plus XD: No-Burns Plus XD, manufactured by No-Burn, Inc., is a translucent aqueous 1.3 SEALECTION®500 has been evaluated for the following liquid in 1- and 5-gallon pails and 55-gallon drums. The uses(see Table 1): coating has a shelf life of three years when stored in a { Use as nonstructural insulation on or in interior and factory-sealed container at temperatures between 40°F exterior walls,floors, and under roof decks and 90°F. Use in Type I, II, III,IV,and V construction under the IBC and construction under the IRC 545 E.Algonquin Road •Arlington Heights • Illinois • 60005 intertek.com/building Intertek PCA-101 Version:5 Aorii 2017 5E1 CCM-OP-40b • Code Compliance Research Report CCRR-1063 Page 2 of 7 3.1.2.4 Blazelok'" TBX: Blazelok'" TBX, manufactured by foam plastic insulation must not be used in electrical outlet TPR2 Corporation, is a one-component, water-based liquid or junction boxes, or in contact with rain or water. The coating with specific gravity of 1.3. Blazelok'" TBX is insulation is not intended for installation to the exterior of supplied in 5-gallon pails and/or 55-gallon drums and has a below-grade walls or beneath slabs-on-grade. The shelf life of one year when stored in factory-sealed substrate must be free of moisture, frost or ice, loose containers at temperatures between 45°F and 90°F. scales, rust, oil, and grease. The insulation must be protected from the weather during and after application, 3.1.2.5 DC 315 Fireproof Paint: DC315, manufactured by unless approved specifically by Demilec USA. International Fireproof Technology, Inc., is a one- component, water-based, liquid coating with a specific 5.2 Application: The insulation is spray-applied on the gravity of 1.3. DC 315 is supplied in 5-gallon pails and/or jobsite using spray equipment specified in Demilec USA 55-gallon drums and has a shelf life of one year when published installation instructions. SEALECTION® 500 can stored in unopened factory-sealed containers between be installed in one pass(or lift). Where multiple passes(or 50°F to 80°F. lifts) are required, the cure time between passes is negligible. 4.0 PERFORMANCE CHARACTERISTICS 5.3 Thermal Barrier: 4.1 Surface-burning Characteristics: When tested in ( accordance with ASTM E84 at a maximum thickness of 5.3.1 Application with a Prescriptive Thermal Barrier:The 4 inches, the insulation has a flame-spread index of 25 or insulation must be separated from the interior of the less and a smoke-development index of 450 or less. building by an approved thermal barrier of 1/2 inch thick SEALECTION®500 can be installed at greater thicknesses as gypsum wallboard or an equivalent 15-minute thermal described in Sections 5.3 and 5.4.2 of this report. barrier complying with IBC Section 2603.4 or IRC Section R316.4, as applicable, except where installation is in an 4.2 Air Permeability: The insulation, at a minimum attic or crawl space as described in Section 4.4. When the thickness of 3-1/2 inches, is considered air-impermeable insulation is separated from the interior living space of the insulation in accordance with 2015 IBC Section 1203.3 [not building with minimum 1/2 inch thick gypsum board, the applicable in the 2012 and 2009 IBC], or IRC Section R806.5 maximum thickness is not limited. Under the 2015 IRC, a [2009—R806.4] based on testing in accordance with ASTM thermal barrier of minimum 23/32 inch thick wood E283 and ASTM E2178. structural panel is also permitted and the thickness is not limited. 4.3 Thermal Resistance (R-value): The insulation has thermal resistance (R-value), at a mean temperature of 5.3.2 Application without a Prescriptive Thermal Barrier: 75°F,as shown in Table 2. SEALECTION® 500 may be installed without the 15-minute thermal barrier prescribed in IBC Section 2603.4 and IRC 5.0 INSTALLATION Section R316.4, when installed as described in this section. The insulation may be spray-applied to the underside of 5.1 General: SEALECTION® 500 must be installed in roof sheathing or roof rafters, and/or vertical surfaces accordance with the manufacturer's published installation provided the assembly conforms to one of the assemblies instructions,the applicable Code,and this Research Report. described in Table 3. The coatings identified in Table 3 A copy of the manufacturer's instructions must be available must be applied over all surfaces and in accordance with on the jobsite during installation. The installation the coating manufacturer's installation instructions and this requirements in Sections 5.1 through 5.4 apply to all types report. Surfaces to be coated must be dry,clean, and free of construction. of dirt, loose debris, and other substances that could interfere with adhesion of the coating. The coating is The insulation must be stored at temperatures between applied with low-pressure airless spray equipment. 50°F and 100°F and must not be used in areas that have a maximum service temperature greater than 180°F. The 0111) 545 E.Algonquin Road •Arlington Heights• Illinois • 60005113 intertek.com/building - Intertek PGA-10I Version:6 April 2017 SFT-CCItR-0P-40b 101 Code Compliance Research Report CCRR-1063 Page 3 of 7 5.4 Attics and Crawl Spaces: intumescent coating is used,surfaces to be coated must be dry, clean, and free of dirt, loose debris, and any other 5.4.1 Application with a Prescriptive Ignition Barrier: substances that could interfere with adhesion of the Where SEALECTION® 500 is installed within attics or crawl coating. The intumescent coating must be applied to all spaces,and where entry is made only for service of utilities, surfaces in accordance with the respective coating an ignition barrier must be installed in accordance with IBC manufacturer's installation instructions. The coating must Section 2603.4.1.6, or IRC Sections R316.5.3 and R316.5.4, be applied when ambient and substrate temperatures are as applicable. The ignition barrier must be consistent with above of 50°F unless otherwise permitted by the the requirements for the type of construction required by intumescent coating manufacturer's installation the applicable Code, and must be installed in a manner so instructions. that the foam plastic insulation is not exposed. The insulation, as specified in this section, may be installed in When installed in accordance with this section, the unvented attics and unvented enclosed rafter assemblies in insulation may be installed in unvented attics as described accordance with 2015 IBC Section 1203.3 or IRC Section in this section in accordance with 2015 IBC Section 1203.3 R806.5 [2009—R806.4]. or IRC Section R806.5 [2009 — R806.4], when applied at a minimum thickness of 3-1/2 inches. 5.4.2 Application without a Prescriptive Ignition Barrier: SEALECTION® 500 insulation may be installed in attics and 5.4.3 Use on Attic Floors: SEALECTION® 500 insulation crawl spaces without the ignition barrier prescribed in IBC may be installed between and over joists in attic floors in Section 2603.4.1.6, and IRC Sections R316.5.3 and accordance with this section, conditions a. through f. of R316.5.4, as described in Section 4.4.2.1, subject to the Section 5.4.2, and Table 4 based on testing in accordance following conditions: with AC377 Appendix X. The insulation must be separated from the interior of the building by an approved thermal a. Entry to the attic or crawlspace is only to service utilities barrier. and no storage is permitted. b. There are no interconnected attic or crawl space areas. 5.4.4 Unvented Attics: Demilec USA has conducted end c. Air in the attic is not circulated to other parts of the use configuration testing(per IBC Section 2603.9 [2603.10] building. and IRC Section R316.6) and analysis to qualify the use of d. Attic ventilation is provided when required by IBC SEALECTION® 500 insulation without a prescriptive ignition Section 1203.2 or IRC Section R806.1, as applicable, barrier or intumescent coating in unvented attics except when insulation is permitted in unvented attics conforming with 2015 IBC Section 1203.3 or IRC Section in accordance with 2015 IBC Section 1203.3 (not R806.5 [2009 — R806.4]. (Note that unvented attics were applicable under the 2012 or 2009 IBC], or IRC Section not addressed in the 2012 and earlier versions of the IBC.) R806.5 [2009—R806.4]. The testing and analysis is described in Priest & Associates e. Under-floor (crawl space) ventilation is provided in EEV 10362b, dated April 18, 2016. The conclusions of that accordance with IBC Section 1203.5 [1203.3] or IRC evaluation (and associated Engineering Letters) are as Section R408.1,as applicable. follows: When SEALECTION® 500 is applied in unvented f. Combustion air is provided in accordance with attics conforming to IBC Section 1203.3 or IRC Section International Mechanical Code® Section 701 [Sections R806.5 [2009 — R806.4] the insulation may be applied to 701 and 703J.] the underside of roof sheathing and/or rafters, and to vertical surfaces to a minimum thickness of 3 inches. In attics, the insulation may be spray-applied to the Maximum thickness on the underside of roof sheathing or underside of roof sheathing or roof rafters, and/or vertical on vertical wall surfaces is 13 inches. The insulation may surfaces, provided the assembly conforms to one of the be left exposed to the attic without a prescriptive ignition assemblies described in Table 4. In crawl spaces, the barrier or an intumescent coating. The attic must have insulation may be spray-applied to the underside of floors attic access complying with IRC Section R807, horizontally and/or vertical surfaces, provided the assembly conforms placed in the attic floor and opening outward toward the to one of the assemblies described in Table 4. When an living space. For items penetrating the roof deck or walls, OR) 545 E.Algonquin Road • Arlington Heights• Illinois • 60005 intertek.com/building Intertek ?ca o, Version:6 Anrii 2017 SFT-CCRR-OP-40b to, Code Compliance Research Report CCRR-1063 Page 4 of 7 such as skylight wells or vents, the penetrating item must 6.7 When SEALECTION• 500 insulation is installed under be covered with a minimum of 3 inches of SEALECTION® the conditions of Section 5.4.4 of this report,the following 500 insulation. conditions apply: 5.5 Exterior Walls In Type I,11,111,and IV Construction: 6.7.1 Since the performance of SEALECTION• 500, when installed in unvented attics without a Code-prescribed 5.5.1 When used in or on exterior walls of Types I, II, Ill,or ignition barrier or an intumescent coating, is based on fire IV construction,the assembly must comply with IBC Section performance of an unvented attic,the installation must be 2603.5 and this section. Intertek Design Listing DUL/FI 30- approved by the Code official. The installation must 05 describes the assembly tested and certified by Intertek conform with the provisions of Section 5.4.4 and as complying with NFPA 285. The potential heat of the Conditions a. through c. and Condition f. of Section 5.4.2. SEALECTION• 500 insulation is 497 Btu/ft2 per inch of A copy of the Priest & Associates Engineering Evaluation insulation thickness with a maximum permitted thickness, (referenced in Sections 5.4.4 and 7.3) must be provided to in any part of the wall,of 3-5/8 inches. the Code official upon request. 5.5.2 Details of exterior wall coverings and fenestration 6.7.2 Signage shall be permanently affixed in the attic and details must be provided to the building official along with shall be visible from all entry points into the attic. The sign an engineering analysis demonstrating that the addition of shall state "Caution, this is an unvented attic by design. No } the wall covering and fenestration details will not modification may be made to this unvented condition. The negatively impact conformance of the assembly with the attic shall not be vented. Holes into the unvented attic requirements of IBC Section 2603.5. shall be immediately repaired and sealed. Penetrations of the ceiling or wall membrane between the unvented attic 6.0 CONDITIONS OF USE and living space, other than the horizontal access hatch, must be protected in an approved manner. This unvented } 6.1 Installation must comply with this Research Report, attic shall not be used for storage. See Intertek Code the manufacturer's published installation instructions, and Compliance Research Report CCRR-1063 on the Intertek the applicable Code. In the event of a conflict, this report website." governs. 6.8 Use of the insulation in fire-resistance-rated 6.2 The insulation must be separated from the interior of construction is outside the scope of this report. the building by an approved 15-minute thermal barrier, as described in Section 5.3, or by an approved ignition barrier, 6.9 Use of the insulation in areas where the probability of as described in Section 5.4. termite infestation is "very heavy" must be in accordance with IBC Section 2603.8 [2012 - 2603.9, 2009 - 2603.8] or 6.3 The insulation thickness must not exceed that noted in IRC Section R318.4,as applicable. Sections 3.1,5.3,5.4,and 5.5. 6.10 Jobsite certification and labeling of the insulation 6.4 The insulation must be protected from the weather must comply with IRC Section N1101.10 [2012 - N1101.1, during and after application as specified in the 2009-N1101.4] and IECC Section C303.1 or R303.1 [2009— manufacturer's instructions. 303.1],as applicable. • 6.5 A vapor barrier must be installed when required by the 6.11 The insulation components are produced in Arlington, • • • applicable Code. Texas, under a quality control program with inspections by • Intertek Testing Services NA, Inc.(AA-647). 6.6 The insulation must be applied by contractors approved by Demilec USA. 545 E.Algonquin Road •Arlington Heights• Illinois • 60005 intertek.com/building Intertek PCA.1O1 sr-T-CCHIl-OP-40b Code Compliance Research Report CCRR-1063 Page 5 of 7 7.0 SUPPORTING EVIDENCE 9.0 OTHER CODES 7.1 Reports of tests in accordance with ASTM C518,ASTM This section is not applicable. E283,ASTM E2178, NFPA 285, NFPA 259,and ASTM E84. 10.0 CODE COMPLIANCE RESEARCH REPORT USE 7.2 Data in accordance with the ICC-ES Acceptance Criteria for Spray-applied Foam Plastic Insulation (AC377), dated 10.1 Approval of building products and/or materials can April 2016; including reports of tests in accordance with only be granted by a building official having legal authority Appendix X. in the specific jurisdiction where approval is sought. 7.3 Priest & Associates Engineering Evaluation, Project 10.2 Code Compliance Research Reports shall not be used 10362b,dated April 18, 2016. in any manner that implies an endorsement of the product by Intertek. 7.4 Intertek Listing Report "SEALECTION2 500", on the Intertek Directory_of Building Products. 10.3 Reference to the https://bpdirectory,intertek.com is recommended to ascertain the current version and status 8.0 IDENTIFICATION of this report. ( The SEALECTION• 500 is identified with the manufacturer's name (Demilec USA), address and telephone number, the product name (SEALECTION® 500), the product type (A or B component), the mixing instructions, the flame-spread and smoke-developed indices, date of manufacture, the Intertek Mark as shown below, and the Code Compliance Research Report number(CCRR-1063). CODE campuoict Intertek CCRR-a#fta This Code Compliance Research Report("Report")is for the exclusive use of Intertek's Client and is provided pursuant to the agreement between Intertek and its Client.Intertek's responsibility and liability are limited to the terms and conditions of the agreement.Intertek assumes no liability to any party,other than to the Client In accordance with the agreement,for any loss,expense or damage occasioned by the use of this Report.Only the Client is authorized to permit copying or distribution of this Report and then only in its entirety,and the Client shall not use the Report in a misleading manner. Client further agrees and understands that reliance upon the Report is limited to the representations made therein. The Report is not an endorsement or recommendation for use of the subject and/or product described herein. This Report is not the Intertek Listing Report covering the subject product and utilized for Intertek Certification and this Report does not represent authorization for the use of any Intertek certification marks.Any use of the Intertek name or one of its marks for the sale or advertisement of the tested material,product or service must first be approved in writing by Intertek. (1.1) 545 E.Algonquin Road •Arlington Heights• Illinois • 60005 intertek.com/building Intertek PCA-101 Version:6 April 2017 SFT-CCRR-OP-400 Code Compliance Research Report CCRR-1063 Page 6 of 7 TABLE 1-PROPERTIES EVALUATED 2015 IBC 2015 IRC PROPERTY SECTIONI SECTIONI 2015 IECC SECTION' Physical Properties Not required Not required Not required Surface burning 2603.3 I R316.3 Not applicable Characteristics Thermal Barrier/Ignition 2603.4 R316.4 Not applicable Barrier N 1101.10 C303.1.1 C303.1.4 Thermal Resistance 1203.3 [1301] N1102 R303.1.4 [N 1102.12, N1101.1] R303.1.4 [303.3.3 and 3.3.1.2] 1 Section numbers may be different for earlier versions of the International Codes. TABLE 2—SEALECTION®500 THERMAL RESISTANCE(R-values)1'2,3 THICKNESS(inches) R-VALUE(7.ft2.h/Btu) 1 3.8 3.5 13 4 15 5 19 5.5 21 6 23 7 27 7.25 28 8 30 9 34 9.25 35 10 38 11 42 • 11.25 43 12 46 13 49 14 53 15 57 1 R-values are calculated based on tested k-factors at multiple thicknesses. 2 R-values less than 10 are rounded to the nearest 1/10th;greater than 10 are rounded to the nearest whole number. 3 To determine R-values for thicknesses not listed: between 1 inch and 4 inch can be determined through linear interpolation or greater than 4 inches can be calculated based on R=3.8/inch. 545 E.Algonquin Road •Arlington Heights • Illinois • 60005 intertek.com/building Intertek PCA-101 Version.6 April 2017 SFT-CCRR-OP-40b Uoi Code Compliance Research Report CCRR-1063 Page 7 of 7 TABLE 3—ASSEMBLIES WITHOUT A PRESCRIPTIVE THERMAL BARRER Fire Protective Coating Maximum Maximum Insulation Insulation (Applied to all Foam Surfaces) Coating Thickness in. Thickness in. Minimum Thickness(mils) I Method ( ) ( ) Dry film Wet film Minimum Vertical Surfaces Ceiling Surfaces (dft) (wft) Application Rate Blazelok TBX 7.5 11.5 11 17 1.11 gal/100 ft2 NFPA 286 • DC315 7.5 11.5 12 18 1.12 gal/100 ft2 — NFPA 286 For SI:1 inch=25.4 mm;1 mil=0.0254 mm; 1 gallon=3.38 L; 1 ft2 =0.93 m2 TABLE 4—ASSEMBLIES WITHOUT A PRESCRIPTIVE IGNITION BARRER Maximum Maximum I Fire Protective Coating Insulation Insulation (Applied to all Foam Surfaces) Thickness(in.) Minimum Thickness Coating Thickness(in.) MethodUnderside of Roof (mils) Minimum Wall Cavities and Attic Floors Sheathing/Rafters Dry film Wet film Application Rate and Floors (dft) (wft) Blazelok 164 9.25 11.25 5 9 0.57 gal/100 ft2 Appendix X Andek Firegard 9.5 11.25 10 20 1.00 gal/100 ft2 Appendix X No Burn Plus 9.5 11.25 6 10 0.6 gal/100 ft2 Appendix X XD DC315 7.25 11.25 3 4 0.3 gal/100 ft2 Appendix X For SI: 1 inch=25.4 mm;1 mil=0.0254 mm; 1 gallon=3.38 L; 1 ft2 =0.93 m2 OD //l:Yr 545 E.Algonquin Road • Arlington Heights• Illinois • 60005 intertek.com/building ' J Intertek PCMiut Version:6 April 2017 SFT-CCRP.-OP-40b r___\\ ..--*/i r 4 I ----- 00 i (..____.... , , Page 7, 10/21/2019 OFFICE COPY ICC Most Widely Accepted and Trusted EVALUATION SERVICE h CaV,atron rotM (.. .Innovation (�J RESEAFGH LABS ICC-ES Evaluation Report ESR-2097 ICC-ES I (800)423-6587 I (562)699-0543 I www.icc-es.org Reissued 08/2017 This report is subject to renewal 08/2018. DIVISION: 07 00 00—THERMAL AND MOISTURE PROTECTION SECTION: 07 18 13—PEDESTRIAN TRAFFIC COATINGS REPORT HOLDER: PLI-DEK SYSTEMS, INC. 41610 DATE STREET, SUITE 104 MURRIETA, CALIFORNIA 92562 EVALUATION SUBJECT: PLI-DEK AND CON-DEK WALKING DECK AND ROOF COVERING SYSTEMS ICC sem �1(C:11§ ) CCs� ICC . F� PMG c LISTED Look for the trusted marks of Conformity! MIL "2014 Recipient of Prestigious Western States Seismic Policy Council ■�� INTERNATIONAL (WSSPC)Award in Excellence" A Subsidiary of CODEcouaclr BCC AccrWbtl ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not ow; specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a ANSI recommendation for its use. There is no warranty by ICC Evaluation Service, LLC', express or implied, as " DAFD :J S . 17065 to any.finding or other matter in this report, or as to any product covered by the report. �.^000 AeerWB.GGN Copyright ° 2018 ICC Evaluation Service, LLC. All rights reserved. r ' ICC ESEVALUATION SERVICE Most Widely Accepted and Trusted ICC-ES Evaluation Report ESR-2097 Reissued August 2017 Revised February 2018 This report is subject to renewal August 2018. www.icc-es.orq I (800)423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 07 00 00—THERMAL AND MOISTURE of a plywood substrate covered with expanded metal lath; PROTECTION a polymer-modified cementitious base coat; an optional Section: 07 18 13—Pedestrian Traffic Coatings reinforcing fabric layer; and intermediate and sealer coats. See Section 4.0 and Tables 1 and 2 for recognized REPORT HOLDER: system configurations and corresponding component requirements. PLI-DEK SYSTEMS, INC. 41610 DATE STREET, SUITE 104 3.1.1 Materials: MURRIETA, CALIFORNIA 92562 3.1.1.1 Substrate: Exterior-grade plywood must comply (800) 364-0287 with U.S. DOC PS-1 or PS-2 Minimum thickness is www.plidek.com specified in Tables 1 and 2 of this report. EVALUATION SUBJECT: 3.1.1.2 Metal Lath: Metal lath must be a minimum 2.5-pound-per-square-yard (1.36 kg/m2), hot-dipped PLI-DEK AND CON-DEK WALKING DECK AND ROOF galvanized lath, complying with ASTM C847. COVERING SYSTEMS 3.1.1.3 Staples: Staples must be No. 16 gage, 7/8-inch- crown (22.2 mm), /8-inch-long (15.9 mm), corrosion- 1.0 EVALUATION SCOPE resistant staples complying with ASTM F1667. Compliance with the following codes: 3.1.1.4 Pli-Dek GU-80-1 Gray Base: A proprietary • 2015, 2012, 2009, and 2006 International Building mixture of portland cement and silica sand packaged in Code®(IBC) 46-pound (20.9 kg) bags that is mixed on-site with the GU-80-1 Liquid Admix, at a ratio of 1 gallon (3.8 L) of • 2015, 2012, 2009 and 2006 International Residential Liquid Admix for each 46-pound (20.9 kg) bag of GU-80-1 Code®(IRC) Gray Base, in accordance with the manufacturer's • 2013 Abu Dhabi International Building Code(ADIBC)t instructions. The mixture is used as a component of the 'The ADIBC is based on the 2009 IBC.2009 IBC code sections referenced base coat and intermediate coat of Pli-Dek systems. in this report are the same sections in the ADIBC. 3.1.1.5 Pli-Dek GU-80-1 Top Coat: A proprietary mixture • Other Code(see Section 8.0.) of portland cement and silica sand packaged in Properties evaluated: 46-pound (20.9 kg) bags that is mixed on-site with the GU-80-1 Liquid Admix, at a ratio of 1.25 gallons (4.7 L) of • Durability GU-80-1 Liquid Admix for each 46-pound (20.9 kg) bag of • Wind resistance GU-80-1 Top Coat, in accordance with the manufacturer's • Fire classification instructions. The mixture is used as a component of the intermediate coat of Pli-Dek systems and as a component • Fire resistance of the third coat of the Con-Dek system. 2.0 USES 3.1.1.6 Pli-Dek GU-80-1 Custom Top Coat: A The Pli-Dek and Con-Dek systems are walking deck and proprietary mixture of portland cement and silica sand roof covering systems for use directly over plywood packaged in 46-pound (20.9 kg) bags that is mixed on-site (Pli-Dek) or concrete (Con-Dek) decks. The systems are with the GU-80-1 Liquid Admix, at a ratio of 1.25 gallons also used as components of one-hour fire-resistance- (4.7 L) of GU-80-1 Liquid Admix for each 46-pound rated roof assemblies as described in Section 4.4. The (20.9 kg)bag of GU-80-1 Custom Top Coat, in accordance systems provide a Class A or Class B roof covering fire with the manufacturer's instructions. The mixture is used classification as described in Tables 1, 1A and 2. as a component of the intermediate coat and third coat of the Pli-Dek CF System and as a component of the third 3.0 DESCRIPTION coat of the Con-Dek system. 3.1 Pli-Dek System: 3.1.1.7 Pli-Dek GU-80-1 Liquid Admix: A polyacrylic The Pli-Dek system is a polymer-modified, cementitious emulsion available in 5-gallon (18.9 L) containers, and walking deck and roof covering system that consists used as a component of the base coat and intermediate ICC-ES Evaluation Reports are not to he construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed as an endorsement o the subject o the report or a recommendationfor its use.There is no warranty by ICC Evaluation Service.LLC,express or implied,as :4�� ! J ! P P P „`:� to any finding or other matter in this report,or as to any product covered by the report. !a °x Copyright©2018 ICC Evaluation Service,LLC. All rights reserved. Page 1 of 6 ESR-2097 I Most Widely Accepted and Trusted Page 2 of 6 coat of Pli-Dek systems and as a component of the third material that may prevent adhesion of the base coat. All coat of the Con-Dek system. substrate joints must be tongue-and-groove or be blocked 3.1.1.8 PD Epoxy: A two-part amide epoxy, either clear with nominally 2-by-4 wood members. All substrate joints or pigmented, packaged in 1-gallon (3.8 L) containers for must be gapped 1/8 inch (3.2 mm) and covered with on-site mixing in equal parts by volume. The workable time Pli-Deck Seam Paper, which then must be tacked in place. of the epoxy mixture is 45 minutes, with curing in eight Seam paper ends must overlap a minimum of 2 inches hours at 75°F(23.8°C). The epoxy is used as a sealer coat (51 mm). All valleys, openings, parapets, walls, sliders, in the Pli-Dek T system. door thresholds, jambs, posts, scuppers, penetrations, fascia or adjuncts must be flashed with minimum No. 26 3.1.1.9 Pli-Dek GS-88-1: A proprietary water-based gage [0.019 inch (0.48 mm)]corrosion-resistant metal, and acrylic mixture available in 5-gallon (18.9 L) containers. caulked. Adequate drainage must be provided in Curing time is two hours at 75°F (23.8°C). The mixture is accordance with the applicable code. used as a sealer coat for both Pli-Dek and Con-Dek 4.2.2 Metal Lath: Metal lath must be laid out over the systems. entire substrate surface, with joints overlapping a minimum 3.1.1.10 Pli-Dek GS-99-1: A proprietary water-based of 3/4 inch (19.1 mm). The lath must overlap metal flashings acrylic mixture available in 5-gallon (18.9 L) containers. a minimum of 11/2 inches (38 mm). The lath must be The mixture is used as a sealer coat for both Pli-Dek and stapled in place with No. 16 gage, 5/8-inch-long-by-7/8-inch- Con-Dek systems. wide (15.9 mm by 22.2 mm), corrosion-resistant staples, 3.1.1.11 PD Resin: PD Resin is a liquid polymer bonding no less than twelve per square foot (129 per m2). The metal lath must be stapled together at the lath lap joints resin used as an optional coating for the Pli-Dek B and and where the lathoverlaps Pli-Dek U systems, and as the base and intermediate coats for the Con-Dek system, as noted in Table 1 of this not more than 2 inches (51 mmm))apart. seam paper, with staples report. The resin is supplied in 5-gallon (18.9 L)containers. 4.2.3 Coating Application: One bag of GU-80-1 must be 3.1.1.12 Fiberglass Mat: The fiberglass mat must be a mixed with 1 gallon (3.8 L) of GU-80-1 Liquid Admix for use as the base coat for the systems described in Tables 1 multidirectional chopped strand mat weighing 0.75 ounce and 2. This mixture must be applied at the coverage rate per square foot(0.23 kg/m2). noted in Tables 1 and 2 and must be troweled into the 3.1.1.13 Pli-Dek Seam Paper: Pli-Dek Seam Paper is a metal lath in such a manner that all holes and voids are 2-inch-wide (51 mm), water-resistant, reinforced, asphalt- filled to full depth and none of the lath or staples is laminated Kraft paper material that is used to cover exposed. Under normal working conditions at an ambient plywood joints. air temperature of 70°F (21.1°C), finish coatings can be 3.1.1.14 Aggregate: Natural sand, pebble or crushed rock, applied within 24 hours of the base coat application. The in size from ASTM No. 60 sieve up to, and intermediate coat and sealer coat must be applied over the ranging ildig, 3/e inch (9.5 mm). base coat, in accordance with the schedule in Tables 1 and 2 of this report. 3.2 Con-Dek System: An optional fiberglass and resin coating may be applied The Con-Dek system is a fiberglass fabric reinforced over the base coat of systems (contact Pli-Dek for cementitious walking deck and roof covering system that installations that require this application), as outlined in consists of a 0.75-ounce-per-square-foot (0.23 kg/m2) Footnote 2 of Table 1. The fiberglass mat must be laid over fiberglass mat, a liquid polymer resin, polymer-modified the deck with minimum and maximum overlaps of 1/4 and cementitious coats, and sealer coats applied directly to a 1/2 inch (6.4 and 12.7 mm), respectively, and extending to concrete substrate. See Sections 3.1.1 and 4.3.2 and the furthermost edge of the deck. PD Resin must then be Table 1A for system configuration and component applied over the mat at a rate of 1 gallon per 50 square requirements. feet(0.815 L/m2), and must be worked into the mat using a 1/2-inch (12.7 mm) nap roller or trowel. After the resin is 3.2.1 Materials: allowed to dry for a minimum of eight hours, the surface 3.2.1.1 Substrate: The concrete substrate must comply must be checked for any blemishes, air pockets, or with the applicable code and must have a minimum bubbles, and for any items than may have become compressive strength of 2500 psi (17238 kPa) [minimum of embedded. Areas containing such items must be cut out 24 MPa is required under ADIBC Appendix L, Section and filled with a fiberglass mat and PD Resin as described 5.1.1]. above. Pinholes, if found, must be sealed by applying PD Resin over the affected area at a rate of 1 gallon per 3.2.1.2 Other Components: The Con-Dek system 100 square feet (0.408 L/m2) until the pinholes are sealed. consists of components as described in Sections 3.1.1.5 The fiberglass and resin coating must cure for a minimum through 3.1.1.7, 3.1.1.9 through 3.1.1.12, and 3.1.1.14. of two to six hours before application of the other coats 4.0 INSTALLATION required in Tables 1 and 2. 4.1 General: The temperature range for application is a minimum of 50°F (10°C) and a maximum of 110°F (43°C), with ideal The Pli-Dek and the Con-Dek systems must be installed conditions being between 60°F (15.6°C)and 90°F (32.2°C) by applicators trained and approved by Pli-Dek Systems, in high humidity. The coatings must not be applied in moist Inc., in accordance with this report, the manufacturer's or inclement weather. Pot life and curing time vary with published installation instructions and the applicable code. temperature and humidity. At 70°F (21.1°C), the maximum The manufacturer's published installation instructions must working life is one hour. be available on the jobsite during installation. 4.2.4 Pli-Dek U-Underlayment for Ceramic Tile: The 4.2 Pli-Dek System: system must be applied in accordance with the schedule in 4.2.1 Preparation of Substrates: The plywood substrate Table 1 of this report. After curing for eight hours at 75°F must be installed in accordance with the applicable code, (23.8°C), the surface can be used as a backing for exterior and must be clean, dry and free from dirt and other foreign adhered veneer, such as ceramic tiles, applied in ESR-2097 I Most Widely Accepted and Trusted Page 3 of 6 accordance with the veneer manufacturer's instructions 4.4.2 Con-Dek System: When the Con-Dek system is and the applicable code. installed, as described in Section 4.3, over a concrete roof with a one-hour fire-rated resistance per 2015 and 2012 4.2.5 Method of Repair: The damaged area must be completely removed, including the base coat and lath. New theBC Tableon- ek72system will09 and change IBC the ratinga 720.10 (the metal lath must be stapled to the clean, dry substrate, and the Con-Dek system not of the assembly. the system reapplied as described in Sections 4.2.1 through 4.2.4 of this report. If substrate damage occurs, 4.5 Roof Covering Fire Classification: the retention of the fire-resistance and strength properties 4.5.1 Pli-Dek System: When installation is in accordance of the system must be investigated. with this report, the assemblies have the fire classifications 4.3 Con-Dek System: noted in Tables 1 and 2. 4.3.1 Preparation of Substrate: Concrete substrates 4.5.2 Con-Dek System: When the Con-Dek system is must be designed and installed in accordance with the installed as described in Section 4.3 and Table 1A, at a requirements of the applicable code. The concrete surface maximum slope of /4 inch per foot (2 percent slope), the must be free of loose particles, fins, ridges, voids or air- system has a Class A roof classification. entrained holes, curing agents, bond breakers, oil, grease, 4.6 Wind Resistance: dust or any foreign matter which would prevent bonding. Control and expansion joints must be installed at stress The wind uplift resistance of the Pli-Dek and Con-Dek concentration points to control cracking. The concrete walking deck and roof covering systems is limited to the surface to receive coatings must be roughened by wind uplift capacity of the roof deck construction on which water/sand/bead/shot blasting, etching or grinding in the system is installed. accordance with the manufacturer's published installation 5.0 CONDITIONS OF USE instructions. The Pli-Dek and Con-Dek Walking Deck and Roof The concrete surface must be sloped to a minimum of Covering Systems described in this report comply with, or 1/4:12 for proper drainage in accordance with the are suitable alternatives to what is specified in, those requirements of the applicable code. The concrete surface codes listed in Section 1.0 of this report, subject to the must be properly cured prior to installation. Flashing must following conditions: be provided in accordance with the applicable code. 5.1 The systems must be installed by applicators 4.3.2 Con-Dek Application: The fiberglass mat must be trained and approved by Pli-Dek Systems, Inc., in laid over the substrate with minimum and maximum accordance with this report, the manufacturer's overlaps of and 1/2 inch (6.4 and 12.7 mm), respectively, published installation instructions and the applicable and extend to the furthermost edge of the deck. PD Resin code. If there is a conflict between the manufacturer's must then be applied over the mat at a rate of 50 square published installation instructions and this report, this feet per gallon (1.23 m2/L), and must be worked into the report governs. mat using a 1/2-inch (12.7 mm) nap roller or trowel. After 5.2 Installation of the Pli-Dek systems must be limited to the resin is allowed to dry for a minimum of eight hours, the use in areas where the wind speed does not exceed surface is inspected and prepared for a second coat of PD what is specified in Section 4.6.1. The plywood and its Resin at2 a rate of approximately 100 square feet per gallon attachment to support framing must be adequate to (2.46 m2/L). The fiberglass and resin coating must cure for resist the required wind load. a minimum of two to six hours before application of the third and sealer coats noted in Table 1A. 5.3 The roof deck on which the Pli-Dek system is installed must be designed to resist the design wind pressures The desired third coat (GU-80-1 Top Coat or Custom of the applicable code. Coat mixed with the GU-80-1 Liquid Admix) is applied, and the finished product is sealed with either the GS-88-1 or 5.4 The roof deck on which the Con-Dek system is GS-99-1. installed must be designed to resist the design wind pressures of the applicable code. The temperature range for application is a minimum of 50°(10°C) and a maximum of 110°F (43°C), with ideal 5.5 The products are manufactured for Pli-Dek Systems, conditions being between 60°F (15.6°C)and 90°F (32.2°C) Inc. at manufacturing locations identified in the in high humidity. The coatings must not be applied in moist approved quality manual, under a quality-control or inclement weather. Pot life and curing time vary with program with inspections by ICC-ES. temperature and humidity. At 70°F (21.1°C), the maximum 6.0 EVIDENCE SUBMITTED working life is one hour. 6.1 Data in accordance with the ICC-ES Acceptance 4.4 One-hour Fire-resistance-rated Construction: Criteria for Walking Decks (AC39), dated October 4.4.1 Pli-Dek System: Pli-Dek systems identified in Table 2013 (editorially revised December 2016). 1, having a minimum base coat thickness of 3/16 inch 6.2 Report of small-scale fire tests in accordance with (4.8 mm) and installed in accordance with this report over ASTM E119. /e-inch-thick (15.9 mm) exterior-grade plywood, with 7.0 IDENTIFICATION minimum 2-by-8 solid sawn lumber joists spaced at 16 inches (406 mm)on center, and with all substrate joints Each component container is identified with a permanent blocked, or tongue-and-groove exterior-grade plywood, label bearing the report holder's name (Pli-Dek Systems, may be substituted for the double wood floor described in Inc.) and address, the product designation, the lot number, Item 13 of 2015 and 2012 IBC Table 721.1(3) [2009 and and the evaluation report number (ESR-2097). The label 2006 IBC Table 720.1(3)]. When installation is over 2-by-8 includes the one-year shelf life and the date of joists, the design bending stress assigned to the joists manufacture. Rolls of Pli-Dek Seam Paper are identified must be limited to 78 percent of the code-prescribed with the product name (PD Seam Paper) and the Pli-Dek design values. Systems, Inc. name. ESR-2097 I Most Widely Accepted and Trusted Page 4 of 6 8.0 OTHER CODES 3/16 inch (4.8 mm) and installed in accordance with this In addition to the codes referenced in Section 1.0, the report over 5/8-inch-thick (15.9 mm) exterior grade products described in this report were evaluated for plywood, with minimum 2-by-8 solid sawn lumber joists compliance with the requirements of the 1997 Uniform spaced at 16 inches (406 mm) on center, and with all Building Code TM (UBC). The products comply with the substrate joints blocked, or tongue-and-groove exterior- (UBC) as described in Sections 2.0 through 7.0, but with grade plywood, may be substituted for the double revisions to Sections 3.1.1.1,4.4.1 and 6.2 as follows: wood floor described in Assembly 13 of UBC Table 7-C. When installation is over 2-by-8 joists, the design • 3.1.1.1 Substrate: Exterior-grade plywood must comply bending stress assigned to the joists must be limited to with UBC Standard 23-2 or 23-3. Minimum thickness is 78 percent of the code-prescribed design values. specified in Tables 1 and 2 of this report. • 6.2 Report of small-scale fire tests in accordance with • 4.4.1 Pli-Dek System: Pli-Dek systems identified in UBC Standard 7-1. Table 1, having a minimum base-coat thickness of TABLE 1—PLI-DEK CLASS A WALKING DECK AND ROOF COVERING SYSTEMS1'2 3 MINIMUM MAXIMUM INTERMEDIATE SYSTEM SUBSTRATE4 DECK BASE COAT THIRD COAT SEALER COAT BASE COAT SLOPE COAT THICKNESS (inch) 8 GU-80-1 Gray Base GU-80-1 Top Pli-Dek K— /8-inch-thick Coat applied at _ GS-88-1 applied at Knock Down plywood 12 applied at 30 sq.ft.per 100 sq.ft.per 100 sq.ft. per gal. 6 bag mixture bag mixture e GU-80-1 Gray Base GU-80-1 Top Pli-Dek S— /8-inch-thick Coat applied at 4 12 applied at 30 sq.ft. per _ GS-88-1 applied at 6 Smooth plywood bag mixture 110 sq.ft.per 100 sq.ft.per gal. bag mixture GU-80-1 Gray Base applied at 100 sq.ft.per Pli-Dek C— s/8_inch-thick GU-80-1 Gray Base bag mixture;with GS-88-1 applied at 3 Polyacrylic plywood /4:12 applied at 30 sq.ft.per No. 16 silica sand — 100 sq.ft.per gal. /16 Sand bag mixture broadcast over the entire area at 100 lbs.per 300 sq.ft. GU-80-1 Custom GU-80-1 Pli-Dek CF— 5/8-inch-thick GU-80-1 Gray Base Top Coat applied Custom Top GS-99-1 applied at 3 Custom Finish plywood 4:12 applied at 30 sq.ft.per at 120 sq.ft.per Coat applied at 200 sq.ft. per gal. 6 bag mixture bag mixture 150 sq.ft. per bag mixture PD Resin applied at 75 sq.ft.per 5/8-inch-thick GU 80-1 Gray Base gallon;with No. Pli-Dek B— /4:12 applied at 30 sq.ft.per 16 silica sand _ GS-88-1 applied at 3/16 Sand Finish plywood broadcast over 100 sq.ft.per gal. bag mixture the entire area at 100 lbs.per 300 sq.ft. Pli-Dek U— s GU-80-1 Gray Base PD Resin applied Underlayment -/8-inch-thick /4;12 applied at 30 sq.ft.per at 100 sq.ft.per 3/16 for Ceramic Tile plywood bag mixture gal. For SI: 1 inch=25.4 mm, 1 ft2=0.0920 m2, 1 gallon=3.785 L, 1 pound=0.45 kg. 'When applied over'/2-inch-thick plywood at any slope,systems provide a Class B roof covering fire classification. 2Optional fiberglass mat and resin coating may be applied over the base coat as described in Section 4.2.3 of this report. 'Minimum slope is'/4:12. °Substrate thickness is minimum thickness. ESR-2097 I Most Widely Accepted and Trusted Page 5 of 6 TABLE 1A—CON-DEK CLASS A WALKING DECK AND ROOF COVERING SYSTEM' MAXIMUM INTERMEDIATE SYSTEM SUBSTRATE DECK BASE COAT COAT THIRD COAT SEALER COAT SLOPE GU-80-1 Top Coat applied at GS-88-1 applied at PD Resin applied to PD Resin applied 175 sq.ft.per bag 100 sq.ft.per gal.or Con-Dek System Concrete' 1/4:12 %-oz.fiberglass mat at a at 100 sq.ft. mixture or GS-99-1 applied at rate of 50 sq.ft per gal per gal. Custom Top Coat applied at 175 sq.ft. 200 sq.ft.per gal. per bag mixture For SI: 1 inch=25.4 mm, 1 ft'=0.0920 m2, 1 gallon=3.7851. 'Minimum slope is 1/4:12. 2Concrete substrate must comply with the applicable code and have a minimum compressive strength of 2500 psi(17238 kPa)[minimum of 25 MPa is required under ADIBC Appendix L, Section 5.1.1]. TABLE 2—PLI-DEK CLASS B WALKING DECK AND ROOF COVERING SYSTEM' MAXIMUM MINIMUM BASE COAT SYSTEM SUBSTRATE' DECK BASE COAT INTERMEDIATE COAT SEALER COAT SLOPE THICKNESS (inch) GU-80-1 Gray 3/4 gallon of PD Epoxy PLI-DEK T—Troweled 1/2-inch-thick Base applied at PD Resin applied at thoroughly mixed with 100 lbs. Pebbles and Epoxy plywood 5.12 35 sq.ft.per bag80 s ft.per al. of selected aggregate and e p y p Yw q' g troweled over a 30-square-foot mixture area For SI: 1 inch=25.4 mm, 1 ft2=0.0920 m2, 1 gallon=3.785 L, 1 pound=0.45 kg. 'Minimum slope is 1/4:12. 'Aggregate is specified in Section 3.1.1.14 of this report. 3Substrate thickness is minimum thickness. ICC ES EVALUATION SERVICE Most Widely Accepted and Trusted ICC-ES Evaluation Report ESR-2097 FBC Supplement Reissued August 2017 Revised February 2018 This report is subject to renewal August 2018. www.icc-es.org I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 07 00 00—THERMAL AND MOISTURE PROTECTION Section: 07 18 13—Pedestrian Traffic Coatings REPORT HOLDER: PLI-DEK SYSTEMS, INC. 41610 DATE STREET, SUITE 104 MURRIETA, CALIFORNIA 92562 (800)364-0287 www.plidek.com EVALUATION SUBJECT: PLI-DEK AND CON-DEK WALKING DECK AND ROOF COVERING SYSTEMS 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that the Pli-Dek and Con-Dek Walking Deck and Roof Covering Systems, recognized in ICC-ES master evaluation report ESR-2097, have also been evaluated for compliance with the codes noted below. Applicable code editions: • 2017 Florida Building Code—Building • 2017 Florida Building Code—Residential 2.0 CONCLUSIONS The Pli-Dek and Con-Dek Walking Deck and Roof Covering Systems, described in Sections 2.0 through 7.0 of the master evaluation report, ESR-2097, comply with the Florida Building Code—Building and the Florida Building Code—Residential, provided the design and installation are in accordance with the 2015 International Building Code (IBC) provisions noted in the master report: Use of the Pli-Dek and Con-Dek Walking Deck and Roof Covering Systems for compliance with the High-Velocity Hurricane Zone provisions of the Florida Building Code—Building and the Florida Building Code—Residential has not been evaluated, and is outside the scope of this supplemental report. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official, when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued August 2017 and revised February 2018. /CC-ES Evaluation Reports are not to he construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed criso us 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 us to any product covered by the report. Dain . a Copyright©2018 ICC Evaluation Service,LLC. All rights reserved. Page 6 of 6 APPLICATION INSTRUCTIONS 111 SYSTEM WATERPROOF OF DECK COATING-PLYWOOD SUBSTRATES PLI4DEK OFFICE COPY MATERIALS 2. All plywood substrates are recommended to 1. 2.5 Hot Dipped lbs/sq yd Galvanized be sloped 'h"per foot. Metal Lath (G90 is required in Inclement 3. Maximum deflection of the deck shall be Weather areas, refer to Technical less than L/360th of the span. Bulletin TB-110 Inclement Weather) 4. For additional application requirements in 2. Corrosion-resistant staples Inclement Weather areas, refer to 3. Pli-Dek Seam Paper Technical Bulletin TB-110. 4. GU80-1 Base Coat Powder(gray) 5. GU80-1 Top Coat Powder B. Plywood 6. GU80-1 Custom Top Coat 1. Plywood shall be a minimum of 16mm, 7. GU80-1 Liquid Admixture 5/8" (3/4" recommended) sound and dry, 8. GS88-1 Pigmented Sealer exposure 1 sheathing, and have a 9. Fiberglass Mat maximum span between supports of 10. PD Resin 410mm (16")on center. All plywood shall 11. GS13(Clear or Pigmented)or be securely fastened to the supports with PD Clear Sealer screws or ring shank nails spaced in accordance with APA guidelines and T.O ,& Building Code requirements, 1. Variable Speed Drill(capable of 2. Framing or blocking must support all producing 1000 RPM's) plywood edges, except as per APA 2. Wind-lock B-M1 mixing blade or guidelines; blocking is not required when equivalent tongue and groove plywood is used. 3. Extension Cord 3. The plywood surface shall be clean, dry, 4. Clean 5 Gallon Plastic Containers and free of dirt, dust, oil, paint, or any 5. Measuring Bucket(1 gal, 2 gal,etc.) other contaminants that may impair 6. Hand Grinding Stone adhesion. 7. Level 4. All plywood seams shall be staggered, 8. Pencil and gapped 3.2mm (1/8"). All seams 9. Utility Knife shall be covered with a maximum of 10. Scissors 50mm (2") wide flashing paper tacked in 11. Masking Tape place. NOTE: If plywood is butted 12. 4"x 22"Pool Trowel tightly, the seams shall be saw cut to 13. Stainless Steel Trowel provide a 3.2mm (1/8") gap between 14. Margin Trowel sheets, except tongue& groove. Ensure 15. Small Paint Brushes that the tongue and groove section of the 16. Paint Roller(3/4"nap) plywood is installed so as to allow for 17. Extension Handle expansion. 18. Hopper Gun 5. All adjacent edges of the plywood sheets 19. Compressor(1-1/2 horsepower, electric shall not be more than 0.78mm (1/32") or better) out of plane (i.e. above or below each 20. Air Hose other). 21. Semi-stiff Broom 6. Plywood should be installed with a 22. Dust Mask 6.4mm/.3m (1/4") per linear foot slope. 23. Goggles Decks with parapet enclosures must be 24. Rubber or Cloth Gloves sloped to a drain or scupper. 25. Metal Spiked Golf Shoes 7. Any variation from the framing 26. Tin Snips specifications mentioned in section 1, 27. Hammer require written approval and system 28. Pneumatic Staple Gun recommendations from Pli-Dek Systems, 29. Hudson or Chapin Sprayer Inc. I. SUBSTRATE INSPECTION/PREPARATION C. Flashing 'Refer to Pli-Dek Details A. General 1. Flashing shall be minimum 26 gauge. 1.Pli-Dek materials must be applied over galvanized, bonderized sheet metal. For sound dry exterior grade plywood decks. Inclement Weather areas, bonderized "Contact Pli-Dek Systems, Inc. for flashing is not recommended (refer to installation approvals over OSB substrates. Technical Bulletin TB-110 Inclement 4 Pli-Dek Systems. Inc. Waterproof Deck Coating- Pli-Dek System 800.364.0287 Application Instructions PD-120 www.ptidek.com Rev 05/19/2015 Page 1 of 6 Weather). Insure ALL metal flashing is wiped 3. If auxiliary slope is required, slope mix clean with a solvent to insure oils are may be applied. (See Sloping Application completely removed from the Surface. Instructions SM-120 for complete details Dissimilar metals;such as Copper and and limitations). When this type of galvanized, should NEVER come in direct sloping will not accommodate the contact with each other. problem, then drains become a 2. Openings shall be flashed before installation necessity. of doors and sliders. NOTE: If doors or 4. Pli-Dek requires a galvanized or sliders have been installed without proper stainless steel drain as per Drain Detail, flashing,we recommend they be removed PD-24, on all plywood installations. and proper flashing installed. Please contact Pli-Dek for help in 3. All penetrations, including posts,or other acquiring these drains. Do not use objects that protrude through the deck shall plastic, cast iron, or shower drains. If be installed and flashed prior to applying the copper drains are used, please contact Pli-Dek materials. Pli-Dek for instructions on dissimilar 4. All decks with a parapet surround require a metals. scupper not less than 76mm(3")wide, and 5. The alternatives available for proper 100mm(4")high, spaced a maximum of drainage are the responsibility of the 3.65m(12')apart. Any scuppers or General Contractor. Contact Pli-Dek overflows shall be installed and flashed prior Systems, Inc. for complete details. to applying Pli-Dek materials. 6. Pli-Dek Systems, Inc and/or trained 5. All deck drains must be flanged, and applicator will not be held responsible for properly installed to a proper depth. NOTE ponding water or the effects resulting Brass drains with a sheet metal flange are from sloping installation. recommended. Pli-Dek requires a galvanized or stainless steel drain as per II. MIXING INSTRUCTIONS Drain Detail, PD-24,on all plywood All Pli-Dek products should be stored in a installations. Please contact Pli-Dek for help cool dry place at the jobsite to avoid flash in acquiring these drains. Do not use plastic, drying in the bucket. cast iron, or shower drains. If copper drains are used, please contact Pli-Dek for A. Base Coat instructions on dissimilar metals. 1. Pour 3.8L (1 gallon) of GU80-1 Liquid 6. Gravel stops shalt have a maximum ground Admixture into a clean 19L (5 gallon) dimension of 3/16". plastic container. 7. All flashing must be attached to the substrate 2. Add one 21kg (461b.) bag of GU80-1 with galvanized ring shank nails a minimum Base Coat (gray), and mix thoroughly for 25mm(1")length. 3 to 4 minutes. Use a Wind-lock B-M1 8. All flashing shall overlap adjacent pieces,a mixing blade, or equivalent. powered by minimum of 100mm(4"),and seams caulked a 13mm (1/2") variable speed drill, with a Vulkem 931 Urethane sealant or capable of producing 1000 RPMs. TIP: equivalent. In areas subject to extremely dry and/or 9. Deck/Wall interfaces must be flashed. hot climates, it may be necessary to add 10. All stairs must be flashed. water (up to .47L [1 pint] per mix). To 11. When copper flashing/drains are used, avoid flash drying, it may be necessary ensure that all galvanized metal; such as. to chill the GU80-1 Liquid Admixture nails,staples, lath,drains, etc.does not before mixing. A proper safety come into contact with copper(do not allow ventilation mask should be worn when any dissimilar metals to come in contact with working with all Pli-Dek products. each other). The contact of the two dissimilar metals will create rust and corrosion B. Screed Coat& Knockdown Texture Coating (electrolysis). "Contact Pli-Dek Systems, 1. Pour 4.75L (1.25 gallon) of GU80-1 Inc. for additional details and Liquid Admixture into a clean 19L (5 recommendations. gallon)plastic container. 12. See Pli-Dek Details for further written 2. Add one 21kg(461b.) bag of GU80-1 Top instructions. Contact Pli-Dek Systems, Inc Coat and mix thoroughly for 3 to 4 for written approval on flashing details that minutes. Use a Wind-lock B-M1 mixing vary or are not included in Pli-Dek Details. blade, or equivalent, powered by a 0. Sloping 13mm (1/2") variable speed drill capable 1. It's the General Contractor's, his of producing 1000 RPMs. TIP: In areas representative's, or individual owner's subject to extremely dry and/or hot responsibility to assure adequate climates, it may be necessary to add drainage. water (up to .47L [1 pint] per mix). To 2. All plywood substrates are avoid flash drying, it may be necessary recommended to be sloped of 1/4" per to chill the GU80-1 Liquid Admixture, foot. before mixing. A proper safety 4 Pli-Dek Systems, Inc. Waterproof Deck Coating—Pli-Dek System 800.364.0287 Application Instructions PD-120 www.piidek.com Rev 05/19/2015 Page 2of6 ventilation mask should be worn when DECK PLAN in the Pli-Dek Detail working with all Pli-Dek Products. Appendix.) 3. If colored cement is required, a Pli-Dek 4. Secure metal lath to plywood with a recommended tint pack may be added to minimum 22mm (7/8") crown by a the mix to achieve the desired color, minimum 16mm (5/8") long corrosion Note: ensure that all of the colorant is resistant staples spaced approximately dispersed out of the container. All mixes 1'/2" on center around the perimeter and must be consistent (use the same mix on overlapped lath seams, and 75mm ratios) to maintain color consistency. (3")in the field (approximately 12 staples per square foot). C. Custom Top Coat 5. Additional staples spaced every 1W on 1. Pour 4.75L (1.25 gallon) of GU80-1 center are required where the metal lath Liquid Admixture into a clean 19L (5 overlaps the seam paper, as installed in gallon)plastic container. Section I. 2. Add one 21kg (461b.) bag of GU80-1 Custom Top Coat and mix thoroughly for C. Base Coat Application 3 to 4 minutes. Use a Wind-lock B-M1 1. Mix the GU80-1 Base Coat as described mixing blade, or equivalent, powered by in Section II -A. a 13mm (1/2") variable speed drill 2. Pour the GU80-1 Base Coat over the capable of producing 1000 RPMs. TIP: metal lath and trowel, filling all voids at a In areas subject to extremely dry and/or rate of 25 - 30 square feet per mix. The hot climates, it may be necessary to add metal lath must be completely covered in water (up to .47L [1 pint] per mix). To the Base Coat. avoid flash drying, it may be necessary 3. Allow the GU80-1 Base Coat to dry for a to chill the GU80-1 Liquid Admixture minimum of 6 hours prior to applying the before mixing. A proper safety next application. If the base coat does ventilation mask should be worn when not cover the lath completely, a screed working with all Pli-Dek products. coat is required. 3. If colored cement is required, a Pli-Dek recommended tint pack may be added to D. Screed Coat Application the mix to achieve the desired color. 1. Screed coat may not be necessary in all Note: Ensure that all of the colorant is applications. Contact Pli-Dek Systems, dispersed out of the container. All mixes Inc. for application details and must be consistent (use the same mix recommendations. ratios) to maintain color consistency. 2. Prior to the screed coat application, remove any high or rough edges using a Ill.BASE&SCREED COAT hand grinding stone or scraper. 3. The deck must be free of all surface A. General contaminants, such as dust, dirt, etc., 1. Ensure that the exterior plywood surface which will impair the adhesion of the Pli- has been prepared in accordance with Dek GU80-1 Top Coat. Section I. 4. Mix the GU80-1 Top Coat as described 2. Ensure that all proper flashing is in place. in Section II-B. 3. Air temperature for application of the 5. Trowel a screed coat over the base coat Base Coat must be between 10°C (50°F) at a rate of 150 square feet per mix. and 43°C(110°F)and must remain so for Allow to dry for a minimum of 2 -6 hours. a minimum of 2 - 6 hours. Ensure humidity levels are low. Do not apply E. Pli-Dek-"F": Fiberglass& Resin over moisture. "This application becomes required when job conditions may experience excessive B. Plywood Deck Preparation movement. Examples:cantilevered decks, 1. Lay out 2.5 hot dipped lbs per square large spanning decks,etc. Contact Pli-Dek yard Galvanized Metal Lath in a Systems, Inc. for written recommendations, staggered pattern over the entire Some geographic locations may require the plywood surface overlapping the metal Fiberglass and Resin Coating in ALL flashing, to the edge of the deck surface. applications. Contact Pli-Dek Systems, Inc for G90 galvanized metal lath is required in written verification. Inclement Weather areas (refer to 1. Air temperature for application of the PD Technical Bulletin TB-110 Inclement Resin and Fiberglass Coat must be Weather) between 10°C (50°F) and 43°C (110°F) 2. Overlap all edges of metal lath, a and must remain so in the acceptable minimum of 13mm(3/4"). range until the product has cured. 3. Offset metal lath edges a minimum of 2. Mix the PD Resin using a mechanical 150mm (6") from plywood seams. (See mixer at slow speed for approximately 1 minute. C Pli-Dek Systems, Inc. Waterproof Deck Coating-Pli-Dek System 800.364.0287 Application Instructions PD-120 www.plidek.com Rev 05/19/2015 Page 3of6 3. The deck must be free of all surface 4. Air temperature for application of the contaminants, such as dust. dirt, etc.. GS88-1 Sealer must be between 13°C which will impair the adhesion of the PD (55°F) and 43'C (110°F) and must Resin. remain in acceptable range until the 4. Lay out the .75 oz fiberglass mat over product has fully cured. Ensure humidity entire deck surface extending to all levels are low Do not apply over edges of the deck. Overlap mat seams a moisture. minimum of 1/4"to a maximum of 1/2". 8. The deck must be free of all surface 5. Apply the PD Resin over fiberglass mat, contaminants, such as dust, dirt, etc., at a rate of approximately 40 -50 square which will impair adhesion of the GS88-1 feet per gallon with a trowel. Allow to Sealer. completely dry, usually 6 - 8 hours 9. Mix the GS88-1 Sealer thoroughly by depending on temperature. PD Resin mixing with the use of a mechanical must completely penetrate through the mixer. All containers should be boxed fiberglass mat. and stirred to ensure consistent coloring 6. After the PD Resin has cured, remove throughout. any loose areas, where fiberglass was 10. Apply the GS88-1 Sealer over the dry not bonded. and reapply PD Resin and Knockdown Coat, using a 19mm (3/4") Fiberglass as needed before application nap paint roller, suitable for latex type of Finish Coat coatings at a rate of 100 square feet per gallon(2 coats may be necessary). IV. FINISH OPTIONS 11. To make cleaning easier in high traffic Prior to any finish coat installation the following areas, a coat of GS13 or PD Clear must be completed: Sealer may be applied over the dry 1. Remove any high or rough areas using GS88-1 Pigmented Sealer at a rate of hand grinding stone or scraper. Rough 200 square feet per gallon. (Surface will areas will affect the aesthetic become more slippery. Use of a non- appearance of the finished product. skid agent is recommended) 2. The deck must be free of all surface contaminants, such as dust, dirt, etc., B. ELASTOMERIC SAND FINISH which will impair the adhesion of the Pli- 1. Air temperature for application of the PD Dek material. Ensure humidity levels are Resin must be between 10°C (50°F) and low. Do not apply over moisture. 43°C (110°F), and must remain so for a minimum of 8 hours. Do not apply over A. KNOCKDOWN TEXTURE FINISH any moisture. 1. Air temperature for application of the 2. Apply a bead of manufacturer's Knockdown Texture Coating mixture recommended elastomeric joint sealant must be between 10°C (50°F) and 43°C at all wall-to-deck junctions, wood posts, (110°F) and must remain so in wrought iron posts,etc. acceptable range until the product has 3. Before application, mix PD Resin using a fully cured. mechanical mixer at slow speeds; mix 2. Mix the GU80-1 Top Coat as described thoroughly until a homogenous mixture in Section II -B. and color is obtained. Use care not to 3. Using a hopper gun, spray the allow the entrapment of air into the Knockdown Coating over the entire deck mixture. surface at a rate of 150--sq ft per mix. 4. Apply PD Resin over the entire deck CAUTION: AS WITH ANY SPRAY surface and flashing using a 'A" nap MATERIAL, BE CERTAIN TO roller and a brush at a rate of 75 square PROTECT ALL SURROUNDING feet per gallon Do not allow PD Resin to AREAS FROM OVER-SPRAY. puddle. 4. When the material begins to dry, 5. Broadcast aggregates of washed, dry, knockdown the material with a trowel. rounded, crystal silica sand, TIP: In order to eliminate footprints, we approximately 16 mesh at a rate of 100 suggest wearing metal spiked shoes lbs. per 100 square feet or until refusal (golf shoes)during this process. (depending on skid resistance 5. Allow the Knockdown Coating to dry a requirements) into the wet/uncured PD minimum of 2-6 hours. Resin. 6. Remove any sharp edges by scraping 6. Allow a minimum of 8 hours before the surface with a scraper or trowel removing all excess silica sand. Ensure surface is free from dust and/or 5. Air temperature for application of the contaminates. GS88-1 Sealer must be between 13°C 7. Apply a bead of Pli-Dek's recommended (55°F) and 43°C (110°F) and must be elastomeric joint sealant at all wall-to- allowed to dry for a minimum of 8 hours. deck junctions, wood posts, wrought iron Ensure humidity levels are low. Do not posts. etc. apply over moisture. ® Pli-Dek Systems, Inc. Waterproof Deck Coating-I'li-Dek System 800.364.0287 Application Instructions PD-120 www.plidek.com Rev 05/19/2015 Page 4 of 6 7. The deck must be free of all surface 3. Trowel a second coat of GU80-1 Gray contaminants, such as dust. dirt, etc., Base over the entire deck surface at a which will impair adhesion of the GS88-1 rate of 150 square feet per mix. While Sealer. the second coat is wet/uncured, 8. Mix the GS88-1 Sealer thoroughly by broadcast aggregates of washed, dry, boxing, stirring, or by using a mechanical rounded, crystal silica sand mixer. Box and mix all containers to approximately 16 mesh at a rate of ensure consistent coloring throughout. 1001bs. per 100 square feet, or until 9. Apply the GS88-1 Sealer over the dry PD refusal (depending on skid resistance Resin and Sand Coat, using a 19mm requirements) (3/4') nap paint roller, suitable for latex 4. Allow drying for 6 hours before removing type coatings (2 coats may be all excess silica sand. A proper necessary.) ventilation mask should be worn at all 10. To make cleaning easier in high traffic time when working with Pli-Dek products. areas. a coat of GS13 or PD Clear 6. Air temperature for application of the Sealer may be applied over the dry GS88-1 Sealer must be between 13°C GS88-1 Pigmented Sealer at a rate of (55°F) and 43'C (110°F) and must 200 square feet per gallon. (Surface will remain dry for a minimum of 8 hours. become more slippery. Use of a non- Ensure humidity levels are low. Do not skid agent is recommended) apply over moisture. 5. The deck must be free of all surface C. Pli-Dek—"U": UNDERLAYMENT FOR contaminants, such as dust dirt, etc., TILE OR CONCRETE FINISH which will impair adhesion of the GS88-1 Note' The vertical leg of all flashings should be Sealer. coated with Fiberglass and PD Resin. 6. Mix the GS88-1 Sealer thoroughly by 1. Air temperature for application of the PD mixing with the use of mechanical mixer. Resin must be between 10°C (50°F)and Box mix all containers to ensure 43°C (110°F), and must remain so for a consistent coloring throughout. minimum of 8 hours. Do not apply over 7. Apply the GS88-1 Sealer at a rate of 75- any moisture. 100 square feet per gallon depending on 2. Apply a bead of Pli-Dek's recommended thickness of Sand Coat, using a 19mm elastomeric joint sealant at all wall-to- (3/4") nap paint roller, suitable for latex deck junctions, wood posts, wrought iron type coatings (2 coats may be posts,etc. necessary). 3. The vertical leg of all flashings should be 8. To make cleaning easier in high traffic coated with Fiberglass and PD Resin. areas, a coat of GS13 or PD Clear 4. PD Resin should not be exposed to Sealer may be applied over the dry construction traffic. GS88-1 Pigmented Sealer at a rate of 5. Mix the Pli-Dek GU80-1 Top Coat as 200 square feet per gallon. Surface will described in II-A. become more slippery, use of a non — 6. Apply a screed coat of GU80-1 Top Coat skid agent is recommended. over the entire deck at a rate of 150 square feet per mix. Allow to dry for a E. POLYACRYLIC SMOOTH FINISH minimum of 2 - 6 hours. Mix the GU80-1 1. Air temperature for application of the Top Coat as described in Section II —B Polyacrylic smooth finish must be 7. Allow a minimum of 8 hours prior to between 10°C (50°F) and 43°C (110°F) installing any finished product over the and must remain so for a minimum of 8 PD Resin and sand surface or screed hours. It may be necessary to grind the coat. rough ridges of the Base Coat to 8. 'Optional: Broadcast aggregates of washed, minimize chatter lines. dry, rounded crystal silica sand, 2. Mix the GU80-1 Top Coat as described approximately 16 mesh, at a rate of 1001bs. in Section II—B. per 200 square feet. 3. Trowel a screed coat over the entire deck surface at a rate of 150 square feet D. POLYACRYLIC SAND FINISH per mix. Allow it to dry for a minimum of 1. Air temperature for application of the Pli- 6 hours. Dek C finish must be between 10`C 4. It may be necessary to apply an (50°F) and 43°C (110°F) and must additional coat of GU80-1 Custom Top remain in acceptable range until product Coat to create a smoother finish. has fully cured. Coverage rate should be approximately 2. Mix the GU80-1 Gray Base Coat as 200 square feet per mix. "Please note: described in Section II - A and add an Surface will not be perfectly smooth and additional 1/2 gallon of GU80-1 Liquid will have some imperfections/variations. Admixture. 5. Apply a bead of Pli-Dek recommended elastomeric joint sealant to all wall-to- 4 Pli-Dek Systems, Inc. Waterproof Deck Coating—Pli-Dek System 800.364.0287 Application Instructions PD-120 www.ptidek.com Rev 05/19/2015 Page 5 o1-6 deck junctions, wood posts, wrought iron 7. Trowel a tinted screed coat over the posts, etc. stenciled or taped deck surface at a rate 6. Air temperature for application of the of 150 square feet per mix. Allow to dry GS88-1 Sealer must be between 13°C for a minimum of 2 -6 hours. (55°F) and 43°C (110°F) and must 8. Apply desired stain/shading using a low remain dry for a minimum of 8 hours. pressure sprayer, soft broom, or sponge. Ensure humidity levels are low. Do not Contact Pli-Dek Systems, Inc. for apply over moisture. complete details. 7. Prior to color coat application, remove 9. Remove the stencil or tape pattern. any high or rough edges using a hand 10. The deck must be free of all surface grinding stone or scraper. contaminants, such as dust dirt, etc., 8. The deck must be free of all surface which will impair adhesion of the GS13 contaminants, such as dust, dirt, etc., or PD Clear Sealer. which will impair adhesion of the GS88-1 11. Apply a coat of GS13 or PD Clear Sealer Sealer at a rate of 200 square feet per gallon. 9. Mix the GS88-1 Sealer thoroughly by (2 coats may be necessary.) mixing with the use of a mechanical mixer, Box mix all containers to ensure H. Slip and Fall Precautions consistent coloring throughout. 1. OSHA, American Disabilities Act (ADA), and 10. Apply the GS88-1 Sealer using a 19mm The Federal Housing Act (FHA) have now (3/4") nap paint roller, suitable for latex set enforceable standards for slip-resistance type coatings, at a rate of 100 square on pedestrian surfaces. Pli-Dek Systems, feet per gallon (2 coats may be Inc. recommends the use of angular slip- necessary). resistant aggregate in all coatings or flooring 11. To make cleaning easier in high traffic systems that may be exposed to wet, areas, a coat of GS13 or PD Clear oily/greasy, or otherwise potentially slippery Sealer may be applied over the dry conditions. It is the end users responsibility GS88-1 Pigmented Sealer at a rate of to provide a flooring system that meets 200 square feet per gallon. (Surface will current safety standards. Pli-Dek Systems, become more slippery. Use of a non-skid Inc or its sales agents will not be responsible agent is recommended.) for injury incurred in a slip and fall accident. Please consult local building codes for the F. EPDXY STONE FINISH current coefficient of friction requirement. 'Contact Pli-Dek Systems, Inc.for written instructions. Disclaimer Information contained in this specification G. CUSTOM FINISH: SIMULATED TILE,BRICK, conforms to standard detail and product AND STONE recommendations for the installation of the 1. Air temperature for application of the Pli-Dek products as of the date of publication Custom Finish must be between 10°C of this document and is presented in good (50°F) and 43°C (110'F) and must faith. Pli-Dek Systems, Inc. assumes no remain so for a minimum of 8 hours. liability, expressed or implied. as to the 2. Mix the GU80-1 Custom Top Coat as architecture, engineering or workmanship of described in Section II - C and add the any project. To insure that you are using the selected color tint pack to establish the latest, most complete information, contact desired grout color. Note: All mixes Pli-Dek Systems, Inc. at: must be consistent (use the same mix ratios)to maintain color consistency. 41610 Date St, Suite 104 3. The deck must be free of all surface Murrieta, CA 92562 contaminants, such as dust, dirt, etc., Tel.: (800)364-0287 which will impair adhesion of the GU80-1 Website: www.olidek.com Custom Top Coat. 4. Trowel a tinted GU80-1 Top Coat over ' The Trained Applicator indicates certain the entire deck surface at a rate of 150 employees of the company have been square feet per mix. Allow to dry for a instructed in the proper application of Pli-Dek minimum of 2 - 6 hours. (Decorative products and have received copies of the Ph- scroll lines can be achieved at this step Dek Application Instructions and prior to screed coat drying, as long as no Specifications. The Trained Contractor templates or tape are going to be used.) Program is not an apprenticeship. Each 5. Install one of the various types of stencil trained contractor is an independent patterns or install a tape pattern over the company and bears responsibility for its own cured screed coat to achieve the desired workmanship. Pli-Dek Systems Inc. finish. assumes no liability for the workmanship of a 6. Mix the GU80-1 Custom Top Coat as in trained contractor. Section II—C. C Pli-Dek Systems, Inc. Waterproof Deck Coating—Pli-Dek System 800.363.0287 Application Instructions PD-120 www.plidek.com Rev 05/19/2015 Page 6 of 6 Page 8, 10/21/2019 OFFICE COPY Florida Product Approval HardieSoffit® Panel • For use inside HVHZ: o HardieSoffit Panel fastener types, fastening schedule, and installation shall be in accordance with the Miami-Dade County Florida NOA 17-0406.06. Consult the HardieSoffit product installation instructions on the follow pages for all other installation requirements. • For use outside of HVHZ, o HardieSoffit Panel fastener types, fastening schedule, and installation shall be in accordance with Engineering Evaluation Report RIO-2684-17. Consult the HardieSoffit product installation instructions on the follow pages for all other installation requirements. , r HardieSoffit® /% . Panels JamesHardie EFFECTIVE SEPTEMBER 2013 INSTALLATION REQUIREMENTS- PRIMED&COLORPLUS® PRODUCTS visit www.iameshardie.com for the most recent version. IMPORTANT:FAILURE TO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE WRITTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY,AFFECT SYSTEM PERFORMANCE,VIOLATE LOCAL BUILDING CODES, AND VOID THE PRODUCT ONLY WARRANTY.BEFORE INSTALLATION,CONFIRM THAT YOU ARE USING THE CORRECT HARDIEZONE INSTRUCTIONS. INSTALLATION OF HZ10TM PRODUCTS OUTSIDE AN HZ1 O®LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE APPLIES TO YOUR LOCATION,VISIT WWW.HARDIEZONE.COM OR CALL 1-866-942-7343(866 9HARDIE) STORAGE& HANDLING: A CUTTING INSTRUCTIONS Store flat and keep dry and covered prior OUTDOORS INDOORS to installation.Installing siding wet or 1.Position cutting station so that wind will blow dust away from user 1.Cut only using score and snap,or shears(manual,electric or pneumatic). saturatedsamay result in shrinkagewato butt and others in working area. •2.Position cutting station in well-ventilated area joints.Carryproduct on edge. Protect 2.aseBest:of the Scorefolloand methods:ap 9 a. i. and snap edges and corners from breakage.James ii.Shears(manual,electric or pneumatic) -NEVER use a power saw indoors Hardie is not responsible for damage b.Better: i.Dust reducing circular saw equipped with a -NEVER use a circular saw blade that does not carry the HardieBlade saw blade trademark caused by improper storage and handling HardieBlade° w blade and HEPA vacuum extraction -NEVER dry sweep—Use wet suppression or HEPA Vacuum of the product. c.Good: i.Dust reducingcircular saw with a HardieBlade saw blade (only use for low to moderate cutting) Important Note:For maximum protection(lowest respirable dust production),James Hardie recommends always using"Best"-level cutting methods where feasible. ...,,,,,,,,-7--.... se; NIOSH-approved respirators can be used in conjunction with above cutting practices to further reduce dust exposures.Additional exposure information is available was-' 0 at vvvwv.jameshardie.com to help you determine the most appropriate cutting method for your job requirements.if concem still exists about exposure levels or you —6 do not comply with the above practices,you should always consult a qualified industrial hygienist or contact James Hardie for further information. so083ru5 GENERAL REQUIREMENTS: •HardieSoffit®panels may be installed over either steel or wood framing complying with the local building code.See general fastener requirements.Install soffits to nominal 2 x 4 framing members spaced a maximum of 24 inches on center(fig.4), •All edges must be supported by framing.(figs.3&4) •Install water barriers and air barriers as required by local building codes.James Hardie will assume no responsibility for moisture infiltration. •Ensure gutters have end caps.Maintain a minimum 1"gap between end caps and siding&trim(fig.5). •Install kickout flashing at roof-wall junctions.(fig 6.) •DO NOT use stain,oil/alkyd base paint,or powder coating on James Hardie®Products. Figure 1• V. INSTALLATION: 90 •HardieSoffit panels must be fastened to a solid,nailable substrate such as a wood 2x subfascia. •Additional framing may be needed to ensure proper fastening. •Soffits can be installed as shown in figure 1. Position the vent holes toward the outside of the eave t_ for optimal airflow. '— "` •12"to 24"wide Vented HardieSoffit panels,provide 5.0 square inches of net free ventilation per ' venti g to outside of 1. lineal foot. eaveIII •Alternatively vents can be installed into non-vented soffit. fascia (wood, HardieSoffit shim •If necessary,an insect screen can be installed using construction adhesive. subfascia vented panel Note:net free ventilation will be reduced. Fastener Requirements siding •Position fasteners 3/8"from panel edges and no closer than 2"away from corners when using soffit greater than 12"wide(fig.4)and no closer than 1"away from corners when using soffit that is less than or equal to 12"wide(fig.3). Jointing Methods Figure 4 •Install panels in moderate contact at ends,provide PVC or metal jointers,battens or leave Greater than appropriate gap and caulk(fig 2). Figure 2 Figure 3 12"Wide Soffit ppII framing framing less than or equal to member member 12"Wide Soffit moderate contact �--ointeriii k _ I ._ keep fasteners �'M:Mr! ►ice _ 2"away jfrom corners framing , framing l �1"from end of soffit 3/8"from edge of soffit Illimember member • ' 3/8"from edge of soffit o N i IL • leave appropriate gap • batten and caulk 'For additional information on HardieWrapTM Weather Barrier,consult James Hardie at 1-866-4Hardie or www.hardiewrap.com WARNING:AVOID BREATHING SILICA DUST James Hardie'products contain respirable crystalline silica,which is known to the State of California to cause cancer and is considered by ARC and NIOSH to be a cause of cancer from some occupational sources. Breathing excessive amounts of respirable silica dust can also cause a disabling and potentially fatal lung disease called silicosis,and has been linked with other diseases. Some studies suggest smoking may increase these risks.During installation or handling:(1)work in outdoor areas with ample ventilation:(2)use fiber cement shears for cutting or,where not feasible,use a HardieBlade saw blade and dust-reducing circular saw attached to a HEPA vacuum:(3)warn others in the immediate area;(4)wear a properly-fitted,NIOSH-approved dust mask or respirator(e.g.N-95)in accordance with applicable government regulations and manufacturer instructions to further limit respirable silica exposures. During clean-up,use HEPA vacuums or wet cleanup methods-never dry sweep. For further information,refer to our installation instructions and Material Safety Data Sheet available at www.jameshardie.com or by calling 1-800-9HARDIE(1-800-942-7343). FAILURE TO ADHERE TO OUR WARNINGS,MSDS,AND INSTALLATION INSTRUCTIONS MAY LEAD TO SERIOUS PERSONAL INJURY OR DEATH. 500109ns SF1203-P1/3 6/13 • t ,izi . Maintain a minimum 1"gap between Figure 6 KICKOUT FLASHING gutter end caps and siding&trim. Because of the volume of water that can pour down a sloped roof, '-(:9 tep as u�/ one of the most critical flashing details occurs where a roof Figure 5 S 9/ '• intersects a sidewall. The roof must be flashed with step flashing inembranWhere the roof terminates,install a kickout to deflect water away 47_,.._ �.,, ,,,� from the siding.It is best to install a self-adhering membrane on the �� , "1°�"a°•• wall before the subfascia and trim boards are nailed in place,and maw then come back to install the kickout. Siding 0,+ Dnp edge Figure 6,Kickout Flashing To prevent water from dumping behind �r the siding and the end of the roof intersection,install a"kickout"as `► fascia `I required by IRC code R905.2.8.3:"...flashing shall be a min.of 4" �� high and 4"wide." James Hardie recommends the kickout be angled gutter and end cap between 100°-110°to maximize water deflection FASTENER REQUIREMENTS GENERAL FASTENING REQUIREMENTS •For wood frame construction a minimum 4d common nails Fasteners must be corrosion resistant,galvanized,or stainless steel. spaced 8"o.c.at panel edges and intermediate framing members Electro-galvanized are acceptable but may exhibit premature corrosion. spaced up to 24"on center are suitable in most locations'. James Hardie recommends the use of quality,hot-dipped galvanized •For conventional 20ga steel frame construction a minimum No. nails. James Hardie is not responsible for the corrosion resistance of 8-18 x 0.323"HD x 1"long ribbed bugle screws spaced 6" o.c. fasteners. Stainless steel fasteners are recommended when installing at panel edges and intermediate framing members spaced up to James Hardie®products near the ocean,large bodies of water,or in very 24"on center are suitable in most locations**. humid climates.. "Minimum Basic Wind Speed differs by locality.Where specified levels of wind resistance are required,refer to applicable Building • Consult applicable product evaluation or listing for correct fasteners type and Code Compliance Reports. placement to achieve specified design wind loads. • NOTE:Published wind loads may not be applicable to all areas where Local Building Codes have specific jurisdiction.Consult James Hardie PNEUMATIC FASTENING Technical Services if you are unsure of applicable compliance documentation. James Hardie products can be hand nailed or fastened with a pneumatic tool. • Drive fasteners perpendicular to siding and framing. Pneumatic fastening is highly recommended. Set air pressure so that the • Fastener heads should fit snug against siding(no air space).(fig.A) fastener is driven snug with the surface of the siding.A flush mount • Do not over-drive nail heads or drive nails at an angle. attachment on the pneumatic tool is recommended. This will help control the • If nail is countersunk,fill hole and add a nail.(fig.B) depth the nail is driven.If setting the nail depth proves difficult,choose a • For wood framing,under driven nails should be hit flush to the plank with a setting that under drives the nail. (Drive under driven nails snug with a hammer(For steel framing,remove and replace nail). smooth faced hammer-Does not apply for installation to steel framing). • Do not use aluminum fasteners,staples,or clipped head nails. SnugFlush Countersink €h 4. ' Fill&Add Nail, do not under DO NOT Figure A Figure B drive nails STAPLE SF1203-P2/3 6/13 /�-j>o,v CUT EDGE TREATMENT PAINTING Caulk,paint or prime all field cut edges.James Hardie touch-up kits are required to touch-up ColorPlus products. I DO NOT use stain,oil/alkyd base paint,or powder coating on James Hardie®Products.James Hardie products must CAULKING be painted within 180 days for primed product and 90 days For best results use an Elastomeric Joint Sealant complying with ASTM C920 Grade NS,Class 25 or for unprimed.100%acrylic topcoats are recommended. higher or a Latex Joint Sealant complying with ASTM C834.Caulking/Sealant must be applied in Do not paint when wet.For application rates refer to paint accordance with the caulking/sealant manufacturer's written instructions.Note:OSI Quad as well manufacturers specifications.Back-rolling is recommended as some other caulking manufactuers DO NOT allow tooling. if the siding is sprayed. COLORPLUS®TECHNOLOGY CAULKING,TOUCH-UP&LAMINATE I •Care should be taken when handling and cutting James Hardie ColorPlus products.During installation use a wet soft cloth or soft brush to gently wipe off any residue or construction dust left on the product,then rinse with a garden hose. • Touch up nicks,scrapes and nail heads using the ColorPlus Technology touch-up applicator.Touch-up should be used sparingly. If large areas require touch-up,replace the damaged area with new HardieSoffit•panel with ColorPlus Technology. • Laminate sheet must be removed immediately after installation of each course. • Terminate non-factory cut edges into trim where possible,and caulk.Color matched caulks are available from your ColorPlus dealer. • Treat all other non-factory cut edges using the ColorPlus Technology edge coaters,available from your ColorPlus•product dealer. Note:James Hardie does not warrant the usage of third party touch-up or paints used as touch-up on James Hardie ColorPlus products. Problems with appearance or performance arising from use of third party touch-up paints or paints used as touch-up that are not James Hardie touch-up,will not be covered under the James Hardie ColorPlus Limited Finish Warranty. PAINTING JAMES HARDIE® PRODUCTS WITH COLORPLUS®TECHNOLOGY When repainting ColorPlus products,James Hardie recommends the following regarding surface preparation and topcoat application: •Ensure the surface is clean,dry,and free of any dust,dirt,or mildew •Repriming is normally not necessary •100%acrylic topcoats are recommended •DO NOT use stain,oil/alkyd base paint,or powder coating on James Hardie®Products •Apply finish coat in accordance with paint manufacturers written instructions regarding coverage,application methods,and application temperature •DO NOT caulk nail heads when using ColorPlus products,refer to the ColorPlus touch-up section RECOGNITION:HardieSoffit Panel complies with ASTM C1186 in so doing meets the Fiber-Cement Siding code requirements in the 2006 International Building Code®Section 1404.10 and 140515,the 2009/12 International Building Code Section 1404.10 and 1405.16;and the 2006/09/12 International Residential Code®for One-and Two-Family Dwellings Table R703.4 and section R703.10.HardieSoffit panel is also recognized for application in the following:State of Florida Product Approval FL13265,Dade County.Florida NOA No.13-0311 07,U.S.Dept.of HUD Materials Release 1263,Texas Department of Insurance Product Evaluation EC-23.City of New York MEA 223-93-M,and California DSA PA-019.These documents should also be consulted for additional information concerning the suitability of this product for specific applications ®2013 James Hardie Building Products,Inc. All rights renewed. Additional Installation Information, TM,SM,and®denote trademarks or registered trademarks of James Hardie Technology Limited.fills a registered trademark Warranties,and Warnings are available at S JamesHardie of James Hardie Technology Limited. www.jameshardie.com SF1203-P3/3 6/13 RONALD I OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH.CA 92649 714-292-2602 714-847-4595 FAX PROJECT RIO-2884-15 JAMES HARDIE BUILDING PRODUCTS INC 1-888-542.7343 info(Djameshardie.com OFFICE COPY PROJECT RIO-2684-17 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE® BRAND FIBER-CEMENT SOFFIT PANELS TO WOOD AND METAL FRAMED WALLS WITH VARIOUS FASTENERS JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CA 92337 TABLE OF CONTENTS PAGE COVER PAGE 1 EVALUATION SUBJECT 2 EVALUATION SCOPE 2 EVALUATION PURPOSE 2 REFERENCE REPORTS 2 TEST RESULTS 2 TABLE 1, RESULTS OF TRANSVERSE LOAD TESTING 2 DESIGN WIND LOAD PROCEDURES 3 TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 3 TABLE 3, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B 4 TABLE 4, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C 4 TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D 4 TABLE 6, ALLOWABLE WIND SPEED (MPH) FOR HARDIEPANEL SIDING 5-6 LIMITATIONS OF USE 6 AS PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTS ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE ASCE 7 - 10, THE 2017 FLORIDA BUILDING CODE, AND THE 2015 INTERNATIONAL BUILDING CODE. If ��,�+¢�•%GAWA PREPARED BY. �� 70411 ' e 41 RONALD I. OGAWA&ASSOCIATES INC PID. 2' 21 * 16835 ALGONQUIN STREET#443 >�c • HUNTINGTON BEACH, CA 92649 ,p • STAGE OF r 714-292-2602 � •gyp Q R1VP•••"••• e�j• � 714-847-4595 FAX ' •••••' "'•• t� FSSI O N M- 1 RONALD I.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET At443 HUNTINGTON BEACH,CA 92649 714-292-2602 714.847-4595 FAX PROJECT'RIO-2684-17 JAMES HARDIE BUILDING PRODUCTS,INC. 1-888-542-7343 info@jameshardie.corm EVALUATION SUBJECT HardieSoffit®Panels James Hardie Product Trade Names covered in this evaluation: HardieSoffitt Panel,CemSottt®Panel EVALUATION SCOPE: ASCE 7-10 2017 Florida Building Code 2015 International Building Codefk EVALUATION PURPOSE: This analysis is to determine the maximum design 3-second gust wind speed to be resisted by an assembly of IlardieSoffa(Cemsoffit)panel fastened to wood or metal framing vdth nails or screws, REFERENCE REPORTS: 1.Inlertek,Report 3067913,(ASTM C1156)Material properties HardieSoffit Panels 2.Ramtech Laboratories,Inc.Report 11436-99/1608(ASTM 6330)Transverse Load Test,1(4"Thick by 16 inch wide HardieSoffit Vented Panels installed on 2X4 SG=0.4 wood studs spaced at 24 inches on center with a 1-112 inch long by 0.083 inch shank diameter by 0.187 inch head diameter ring shank nail 1.Ramtech Report IC-1228-93(ASTM E330)Transverse toad Test,t/4"Thick by 48 inch wide HardieBackerr Panels installed on 2X4 Hem-Fr wood studs spaced at 16 inches on center with a 6d common nail 4.Ramtech Report IC-1054-89(ASTM 6330)Transverse Load Test.1/4"Thick by 48 inch wide HardiTex'Baseboard installed on 2X4 20 gauge metal studs spaced at 16 inches on center with a No.8 X 1"Long X 0.323"Head Diameter Bugle Head Screw 5.Ramtech Report IC-1055-89(ASTM E330)Transverse load Test,1/4"Thick by 413 with wide FlardTex'Baseboard installed on 2X4 20 gauge metal studs spaced at 24 inches on center with a No.8 X 1"t org X 0,323"Head Diameter Bugle Head Screw `HardieBacker and HardiTex panels and HardieSoffil panels are identical in composition,dimension,and manufacturing method.Therefore,results for Transverse Load tests on HardieElacker and HardiTex,apply to HardieSoffe. TEST RESULTS: Table 1,Results of Transverse Load Testing Fastener Spacing (n.) Allowable Frame Ultimate Design Thickness Width Spaang Penmeter Field Load Load' Report Number Test Agency (in.) (in.) Frame Type (n.) Supports Supports Fastener Type (PSF) (PSF) t.5 in.long X 0.083 n.shark X 11438-99/1608 Rarmech 0.25 16 2X4 wood SG-0.40 24 8 8 0.187 n.HD,ring shank nail -249 -83.0 IC-1228-93 Ramtech 0.25 48 2X4 wood Hein-Fir 16 6 6 6d common nail -140 -46.7 No.8 X 1 In, long X 0.323 in. IC-1054-89 Ramtech 0.25 48 2X4 20 gauge metal 16 6 6 head diameter ribbed bugle -169.9 -56.6 head screws No.8 X 1 in. long X 0.323 in. IC-1055-89 Ramtech 0.25 48 2X4 20 gauge metal 24 6 6 head diameter ebbed bugle -91,9 -30,6 head screws 1.Allowable Load is the Uttbnate Load divided by a Factor of safety of 3. 2.HardieSoffil Panel complies with ASTM Cl 188,Standard SPecihcafion for Grade II.Type A Non-asbestos Fiber-Cement Flat Sheets ttttll �OGAW,,,' . • • 44A SIM(3 tFSSIONP !� `I '/4��1I1/111Jd Jd!! 2 RONALD I.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET 11443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX PROJECT:RIO-2684-17 JAMES HARDIE BUILDING PRODUCTS.INC 1-888-542-7343 iofol jameshardie.corn DESIGN WIND LOAD PROCEDURES: Fiber-cement siding transverse load capacity(vend load capacity)is determined via compliance testing to transverse load national test standards. Via the transverse load testing an allowable design load is determined based on a factor of safety of 3 applied to the ultimate test load. Since the allowable design load is based on factor of safety of 3,allowable design loads on fiber-cement siding correlate directly to required design pressures for Allowable Stress Design,and therefore should be used veth combination loading equations for Allowable Stress Design(ASD). By using the combination loading equations for Allowable Stress Design(ASU).the tested allowable design loads for fiber-cement siding are aligned with the wind speed requirements in ASCE 7- 10 Figure 26.5-1A,Figure 26.5-18.and Figure 26.5-1C. For this analysis,to calculate the pressures in Tables 3,4,and 5.the load combination We be in accordance with ASCE 7-10 Section 2 4 combining nominal toads using allowable stress design, load combination 7. Load combination 7 uses a load factor of 0.6 applied to the vend velocity pressure. Equation 1, q,=0.002561,1K,,*K,,'V` (ref ASCE 7-10 equation 303-1) q,,velocity pressure at height 2 K,.velocity pressure exposure coefficient evaluated at height z K„,topographic factor K,,wind directionality factor V basic wind speed(3-second gust MPH)as determined from(2015 IBC.2017 FBC)Figures 1609.3(1),(2)or(3).ASCE 7-10 Figures 26.5-1A B, or C Equation 2, V=V„ (ref 2015 IBC&2017 FBC Section 1602 1 definitions) Va,ultimate design wind speeds(3-second gust FAPH)determined from 12015 IBC,2017 FBC)Figures 1609.3(1),(2)or(3);ASCE 7-10 Figures 26.5-1A.B,or C Equation 3, p=q,'(GCp GC,) (ref.ASCE 7-10 equation 30 6-1) GC,,,product of external pressure coefficient arid gust-effect factor GC,,product of internal pressure coefficient and gust-effect factor p,design pressure(PSF)for siding(allowable desgn load for siding) To determine design pressure,substitute q,into Equation 3, Equation 4, p=0.002561,'K.a'K,'V,a°'(GCp-GC,) Allowable Stress Design,ASCE 7-10 Section 2 4 1,load combination 7 Equation 5, 0.6D*0.6W (ref ASCE 7-10 section 2.4.1,bad combination 7) D,dead load W,wind load To determine the Allowable Stress Desgn Pressure,apply the load factor for W(wind)from Equation 4 to p(design pressure)determined fiom equation 4 Equation 8, p,,,=0.6')p) Equation 7, Oa=0.610.00256'Kx'Ka'K,'V,a"(GCp GC,;)I Equation 7 is used to populate Table 3,4,and 5 70 determine the allowable ultimate basic wind speed for Hardie Siding in Table 6,solve Equation 7 for V,,, Equation 8, V,..(p,10.6'0.00256'K,'K„Ka(GC;GC,))°s Apphcab/e to methods specified in Ecceptions 1 through 3 of(2015 IBC.2017 FBC)Section 1609.1.1,to determine the allowable nominal design wind speed(Vasd)for Hardie Siding in Table 6,apply the conversion formula below, Equation 9, Va=V,,,'(0.6)°' {ref 201518C 6 2017 FBC Section 1609 3 1) Va,Nominal design wind speed(3-second gust mph) (ref 2015/BC&2017 FBC Section 1602 1) Table 2,Coefficients and Constants used In Determining V and p, `1111 j7I//la A WA - 1 11YV ✓s K, Wall zona 5 tl 0.� Height(ft) Exp B Exp C Pep C) K„ K. GC, GC, it `-- 0-15 0.7 0.85 1.03 h560 1 0,85 -1.4 0.18 ,i • ,�4 •` 20 0,7 0.9 1.08 I 0.85 -1.4 0.18 ' ` 25 0,7 0.94 1.12 1 0.85 -1.4 0.18 ': + 30 0.7 0.98 1.16 1 0.85 -1.4 0.18 � '•`�• - 1 * 35 0.73 1.01 1.19 t 0.85 -1.4 0.18 �• ;` 40 0.76 1,04 1 22 1 0.85 -1.4 0.181 IX 45 0.785 1.065 1.245 1 0.85 -1.4 0-18 SIA-{{ IF t•t„/ 50 0.81 1.09 1.27 1 0.85 -1.4 0.18 p 55 0.83 1.11 1.29 1 0.85 -1.4 0.18 ' • • FLO ROI'''.... 60 0.85 1,13 1.31 1 0,85 -1.4 0.18 „ O� t 100 0.99 1.26 1.43 h>60 I 0.85 -1.8 0.18 .FSSIONft\ 11` 00 3 RONALD I.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX PROJECT.R10-2684-17 JAMES HARDIE BUILDING PRODUCTS.INC 1-888-542-7343 info1 jameshardie.com Table 3,Allowable Stress Design-Component and Cladding(C&C)Pressures(PSF)to be Resisted at Various Wind Speeds-Wind Exposure Category B, Wind Speed(3-second gust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height(8) B B B B B B B B B B B B 0 B 0-15 -144 -15.9 -17.5 -19.1 -20.8 -24.4 -28.3 -32.5 - -37.0 -41.7 -46.8 -52.1 -57.8 -63.7 20 -14.4 -15.9 -17.5 -19.1 -20.8 -24 4 -28.3 -32,5 -37.0 -41.7 -46.8 -52.1 -57.8 -63.7 25 -14.4 -15.9 -17.5 -19.1 -20.8 -24.4 -28.3 -32.5 -37.0 -41.7 -46.8 -52.1 -57.8 -63.7 30 -14.4 -15.9 -17.5 -19.1 -20.8 -24.4 -28.3 -32.5 -37.0 -41.7 -46.8 -52.1 -57.8 -63.7 35------ --15.1 -16.6 -18.2 -19.9 -21.7 -25.4 -29.5 -33.9 -38.6 -43.5 -48.8 -54,4 -60.2 -66.4 40 -15.7 -17.3 4 -19.0 -20,7 -22.6 -26.5 -30.7 -35.3 -40.1 -45.3 -50.8 -56.6 -62.7 -69.1 45 •16.2 -17.9 -19.6 -21.4 -23.3 -274 -31.7 -36.4 -41.5 -46.8 -52.5 -58.5 -64.8 -71.4 50 -16.7 -18.4 -20.2 -22.1 -24.1 -28.2 -32.7 -37.6 -42.8 -48.3 -54.1 -60,3 -66.8 -73.7 55 -17.1 -18.9 -20.7 ,-22.6 -24.7 -28.9 -33.6 ' -38.5 -43.8 -49.5 -55.5 -61,8 -68.5 -75.5 60 -17.5 -19.3 -21.2 -23.2 -25.2 -29.6 -34.4 - -39.5 -44.9 -50.7 -56.8 -63.3 -70.1 -77.3 100 -25.6 -28.2 -31.0 .-33.8-36.9 -43.3 -50.2 -57.6 -65.5 - -74.0 -82.9 -92.4 -102.4 -112.9 Table 4,Allowable Stress Design-Component and Cladding(C&C)Pressures(PSF)to be Resisted at Various Wind Speeds-Wind Exposure Category C, Wind Speed(3-second gust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height(II) C C G C C C C C C C C C C C 0-+.5 -17.5 -19.3 -21.2 -23.2 -25.2 -29.6 -34.4 -39.5 -44.9 -50.7 -56,8 -63.3 -70.1 -77.3 20 -18.6 •20.5 -22.5 -24.6 -26.7 -31.4 -36.4 -41.8 -47.5 -53.7 -60.2 -67.0 -74.3 -81.9_ 25 -19.4 -21.4 -23.5 -25.6 -27.9 -32.8 -38.0 -43.6 -49.6 -56.0 -62.8 -70.0 -77.6 -85.5 30 -20.2 -22.3 -24,5 -26.7 -29.1 -34.2 -39,6 -45.5 -51.8 -58,4 -65.5 -73.0 •80.9 -89.2 35 -20.8 -23.0 -25.2 -27.6 -30.0 •35.2 -40.8 -46.9 -53.3 -60.2 -67.5 -75.2 -83.3 -91.9 40 -21.5 -23.7 -26.0 -28.4 -30.9 -36.3 -42.0 -48,3 -54.9 -62.0 -69.5 -77.4 -85.8 -94.6 45 -22.0 -24.2 -26.6 -29.1 -31.6 -37.1 -43.1 -49.4 -56.2 -63.5 -71.2 -79.3 -87.9 -96.9 50 -22.5 -24.8 -27.2 -29.7 -32.4 -38.0 ' -44,1 -50.6 -57.6 -65.0 -72.9 -81.2 -89.9 -99.2 55 -22.9 -25.2 -27.7 -30.3 -33.0 -38.7 -44.9 -51.5 -58.6 -66.2 -74.2 -82.7 -91 6 -101.0 00 -23.3 4 -25.7 -28.2 -30.8 -33.6 -39.4 -45.7 -52.4 -59.7 -67.4 -75.5 -84.1 -93.2 -102.8 1(8) -32.6 -35.9 •39.4 -43.1 -46.9 -55.0 -63.8 -73.3 -83.4 ' -94.1 -105.5 -117.6'-130.3 -143.6 Table 5,Allowable Stress Design-Component and Cladding(CSC)Pressures(PSF)to be Resisted at Venous Wind Speeds•Wind Exposure Category 0, Wind Speed(3-second gust) 100 10.5 110 115 120 130 140 150 160 170 180 190 200 210 Height(10 0 D 0 D 0D D I) 0 D D D D D 0-15 -21.2 -23 4 -25.7 -28.1 -30.6• -35.9 -41.6 -47.8 -54.4 -61.4 -68.8 -76.7 -85.0 -93.7 20 -22.3 -24.6 -27.0 -29.5 -32.1 -37.7 -43.7 -50.1 -57.0 -64.4 ' -72.2 -80.4 -89.1 -98.2 25 -23.1 -25.5 -28.0 -30.6 -33.3 -39.0 -45.3 -52.0 -59.1 -66.8 -74,9 -83.4 -92.4 -101.9 30 -23.9 -26.4 -29.0 -31.6 -34,5 -40.4 -46.9 -53.8 -61.3 -69.2 ' -77,5 -86.4 -95.7 -105.5 35 -24.5 -27.1 -29.7 -32.5 -35,3 -41.5 -48.1 -55.2 -62.8 -70.9 -79,5 -88.6 -98.2 -108.3 40 -25.2 -27.7 -30,5 -33.3 -36.2 -42.5 -49.3 -56.6 -64.4 -72.7 -81.5 -90.9 -100 7 -111.0 45 -25.7 -28.3 -31.1 -34.0 -37.0 -43.4 -50.3 -57.8 -65.7 - -74.2 -83.2 -92.7 -102.7 -113.3 50 -26.2 -28.9 -31.7 -34.6 -37.7 -44.3 -51.3 -58.9 -67.1 -75.7 -84.9 -94.6 -104.8 -115.5 55 -26.6 -29.3 -32.2 -35.2 -38.3 -45.0 -52.2 -59.9 -68.1 -76.9 -86.2 -96.1 -106.4 -117.4 60 -27.0 -29.8 -32.7 -35.7 -38.9 -45.7 -53.0 -60.8 -69.2 -78.1 -87.6 -97.6 -108.1 -119.2 100 -37.0 -40.8 -44.7 -48.9 -53.2. -62.5 -72.5 -83.2 -94.6 -106.8 -119.8 -133,4 -147.9 -163,0 Tables 3,4 and 5 are based on ASCE 7-10 and consistent with the 2015 IBC,2015 IRC and the 2017 Florida Building Code x,101 \�OGA�ti/A1 �1 _ �•_ .4..4 . 4214 • ...,_In * i -t• ' STA OFIle 4 0 •• FLOR10P • �.•• ti :S t S,ONA1. , 4 • RONALD I.OGAWA ASSOCIATES.INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX PROJECT.RIO-2684-17 JAMES HARDIE BUILDING PRODUCTS,INC 1-888-542-7343 info@lameshardie.com Table 6,Allowable Wind Speed(mph)for HardieSoffit Penel(Analytical Method in ASCE 7-10 Chapter 30 C&C Part 1 and Part 3)° 2015 IBC,2017 FBC 2015 IBC,2017 FBC Allowable,Ultimate Alowable,Nominal Design Wad,Speed, Design Wlnd,Speed, v,15. ✓rM 5. (3-second gust mph) (3-second gust mph) Applicable to methods Aplxicable to methods specified In(2015 IBC, specified in Exceptions 1 2017 FEiCI Section 8rough 3 of(2015 IBC, 1509.1.1,as determined. 2017 FBCI Section Figures 1609.3(1).(2)or 1609.1.1. (3) Coefficients used in Table 6 calculations for V,, Wind exposure categor Wind exposure catego Siding K, Product Stud Building Allowable Product Thickness Nhditl Fastener Fastener Frame Spacing Height'5 B C D 0 C 0 Design (inches) (Inches) Type Spacing Type load n Y es) (feet)+ (PSF) Exp B Cup C Exp 0 ( K, GCr GCp 0-15 240 218 198 186 169 153 -830 0.7 0.85 103 hx80 1 0 85 -1.4 0.16 0.85 •1.4 0.18 ®1113TI®m 188 m®11111111111311111113® 1 0.86 -1.4 0.18 1.5 in.long 11110111�®��®®�� 0.98 ® 1 1185 -1.4 0.18 X 0.083 in. 2X4 ®moi®ice ss MEIN 1131111301111113 1 0.85 -14 0.18 HatdieSotSIS 1/4 16 shank 4467 in. 8 wood 16 m����®®�� '' ® 1 085 -14 018 0HD. ung SG=0.40 ����®®1S ��� ® 0,85 -1,4 0.18 1 shank nail 0®��®��1aa 0.81 m® 1 0.85 -1,4 018 ®111111111111Ell®®11Bill®MEDI 083 ®EEEI 1 0.85 -14 0.18 wig 218 _189 175 maiimai 136__ 83.0 ErmasmEga 1 0.65 -14 0.18 100 180 160 150 139 124 116 -83.0 0.99 1.26 1,43 8,80 0.85 •1.8 0.18 0-15 240 218 198 186 169 153 -83.0 07 0.85 1,03 5550 0.85 -14 018 IIIIMINEC31®®' 1MEIImIKENRIE1111311EM0.85 -14 0.18 ®II31111131® 0.85 -14 0.18 1.5 in,long ®11ELEZIECE11 186 ®IMMI •-�.17.sr����� 0.85 -1.4 0.18 X 0.063 in. 204 ®®���®® 1+'a1 '®m` 0.85 -1.4 0.18 hi ardieSoffiele 1/4 16 thank X 8 wood24 111123111®i Ea11��®®��m® 0.85 •14 0.18 in. m�m ®®�®' '®' HD,ring SG=0,40 180 0.85 •1.4 0.18 HO shank nail ®®III ® 138 -83.0 CalliC3I® 0.85 -1 4 0.18 _____ 137 -83.0 r®c ®N 0.85 -1.4 0.18 60 218 189 175 189 146 138 -83.0 085 113 131 0.85 -1,4 0.18 100 180 180 150 139 124 116 -83.0 0.99 1.26 1.43 8,80 0.85 •1.8 0.18 0-15 180 163 148 139 126 115 -48.7 0.7 085 1.03 1*60 0.85 -1.4 0.18 11E0111111112311®' 1111211MiEEN® 112 ®101®11101 0.85 -1.4 0.18 ®MEEN®IIIEMIIIEN® 110 W1i 0.85 -14 0.18 ®111111®1111111MIE111111101111111111111ZEII�1.,��� 4 0,18 0.85 -1. 2X4 ®®®�®11�®ili111111323•131•111103 0.85 -14 0.18 HardieSoffit® 1/4 48 common6 wood 16 ®����®i. ���® 0.85 -14 018 Hern-Fu _11ECIIM®®®®1111331111:1011101® 0.85 -14 0.la ®®®® 113011111163® 0.85 -1.4 0.18 IMEN11111113111101111153111E31111111111111111311NEEMIXIMMUNIEN 0.85 -1.4 0.18 60 163 142 131 126 110 102 -48.7 0.85 1.13 1.31 0.85 -1.4 0.18 100 135 120 112 105 93 87 -46 7 0.99 1.28 1.43 85*60 085 -18 0.18 0-15 198 180 163 153 139 126 -56,8 0 7 0.85 1.03 5500 0.85 -1.4 0.18 Min.No 8 X _ ® ••' ®IIIII®'' 0.85 -1.4 0.18 1 in.king X Min.No. ®�®®®®®N•�•'®m® 0,85 -14 0.18 0.323 in 20 gauge m��m®�� E 0.98 0.85 -1.4 0.18 head X 3.625 ® ®m�� '®®' 0.85 -1.4 0.18 HardieSoffitI 1/4 48 diameter 6 in.X 16 _�®�®���___ ® 0.85 -14 0.18 ribbed 1,375 In 0�� ®� '®' .®, ® 0.85 -1.4 0.18 bugle head metal ��®®®®��nnma® 0.65 -14 0.18 screw stud ®�®®®®® ®® 0.85 •1.4 0.18 Omsum 145 111112111113111111111111NEX1111113 EW® 0.85 -14 0.18 100 149 132 124 115 102 96 -5611 0.99. P1{. "r-� 1 085 -1.8 0.18 tttitl'RN`• ... 4 ' • �rTF ' / .e i RONALD I.OGAWA ASSOCIATES.INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX PROJECT RIO-2684-17 JAMES HARDIE BUILDING PRODUCTS.INC. 1-888-542-7343 info@jameshardie.com 2015 18C,2017 FBC 201518C,201!FBC Allowable,Ultimate Allowable.Nominal Design Wind,Speed, Design Wnd,Speed, V 5s v�"5 4 (3-second gust mph) (3-secornl gust mph) Appicable to methods specifed in 12015 IBC, Applicable to methods 2017 FBC)Section specified in Fe rp buns 1 1808.1 1.as determined by through 3 of 12015181',. Figures 1809.3(1),(2)or 2017 FBC]Section 1809.1 1 (3) Coefficients used In Table 6 calculations for V,,,, Wnd exposure category Wad exposure category Siding K. Product Stud Building Allowable Product Thickness Width Fastener Fastener Frame Spacing Height"' B C D B C D Design (inches) (inches) Type Spacing Type Load (bubas) (feet) (PSF) Exp B Fop C Exp 0 Ka K, GC, GC„ 0-15 _ 146 132 120 113 102 93 -30.8 07 0.35 1.03 5060 1 0.85 -1,4 0.18 Min.No 8 X 20 146 128 117 113 99 91 - -30.6 0.7 0.9 1.08 I 0.85 -1.4 0.18 I in.long X Min.No. 25 146 126 115 113 97 89 -30,8 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.323 in 20 gauge 30 146 123 113 113 95 88 -30.6 0.7 0.98 1.18 1 0.85 -1.4 0.18 head X 3.625 35 143 121 112 110 94 86 -30.8 0,73 1.01 1.19 1 0.85 -1. 4 0,18 HardieSoffit7) 1)4 48 diameter 6 in.X 24 _ 40 140 119 1t0 108 93 85 -30.6 0.76 1,04 1.22 1 0.85 -1.4 0.18 robed 1.375 in 45 137 118 - 106 91 - -306 0,785 1.085 1,245 1 0.85 -1.4 0.18 bugle head metal 50 135 117 - 105 90 - -30.8 0.81 1.09 1.27 1 0,85 -1.4+ 0.18 stud 55 134 116 - 104 90 - -30.8 0.83 1.11 1.29 1 0.35 -1.4 0.18 screw' 60 132 115 - 102 89 - -30.6 0.85 1.13 1,31 1 0.85 -1.4 0.18 100 - - - - - - -30.6 0.99 128 1.43 h->60 1 0,85 -1.8 0.18 1.Screws shall penetrate the metal framing at least three fug threads. 2.Budding height=mean root height(in feet)of a building,except that eave height shall be used for roof angle 0 less than or equal to 10°(2-12 roof slope). 3.V,a=ultimate design wind speed 4 V„d=nominal design wind speed 5 Linear interpolation of building height 6 60 R)and wind speed Is permitted. 6.Wnd speed design assumptions per Analytical Method in ASCE 7-10 Chapter 30 C&C Part 1 and Part 3:1A=1,Ka=0.85,GC,=-1.4(5060),GC -1.8(h>60),GCp 0.18 LIMITATIONS OF USE: 1)Fastener pullout must be evaluated when installed a species of wood studs other than that which was tested. 2)In High Velocity Hurricane Zones(HVHZ)install per Miami-Dade County Ftonda.NOA 17-0406.06 irf1/Ill//i,,,�.... 1,,ff'c\\ OGAWq I o. 2. 1 1 V 1 = STAT E OF .• ,$' J rf %,.� ..1,/l- rll } 6 OFFICE COPY Forir\rif-~i MIAMII•DADE COUNTY APPRMED A aGa ft,sdrg. uu� AcCREurno July 30, 2017 Pingsheng Thu. P E Product Compliance Engineer James Hardie Building Products 10901 Elm Ave Fontana. CA 92337 Re NOA-17-0406 06 Relative to FBC 2017 Project RlO-2679AA-17 Dear Pingsheng: After review of the 2017 FBC. it is my opinion that the current NOA-17-0406 06 is in compliance with the 2017 Florida Building Code Referenced Standards in the 2017 FBC. Wood.AWC NDS-2015&SUPWS-2015 2 Structural Loads ASCE/SEI-7-10 3 Concrete.ACE-318-14 4 Masonry TMS402-2016IAC1530-13/ASCE 5.13 5 Structural Steel AISC 360-10(Including manual of steel construction 2010114'"edition)) 5 Cold-formed Steel AtSI 100-12 7 Aluminum ADM•1.2015 In addition I am making the following Statement of Independence as requested. 1 Ronald Ogawa does not have nor noes it intend to acquire or will it acquire any financial interest n any company manufacturing or distributing products for which evaluations are issued 2 Ronald Ogawa is not owned,operated or controlled by any company manufacturing or distributing products it evaluates or inspect Ronald Ogawa Inc does not have nor will t acquire a financial interest in any company manufacturing or distributing products for which reports are being issued 4 Ronald Ogawa does not have,nor will rt acquire a financial interest in any other entity involved in the approval process of the product Should you have any questions on anything, please contact me. Sincerely, t I r/.11........,..�+ ; 01 OGAUdq Ronald I Ogawa, Pt e RI Ogawa& Associates. Inc 412 ': .+,r IAS Laboratory Approval TL 360 IAS Quality Control Agency AA-705 -w * QF ' c CRRC Approved Testing Laboratory for Solar Reflectance and Emissivity •<.**. STAT. :44"`%.` r State of Florida Approved Validator and Third Party Quality Control Agency FLQR10..•' \` (714)292-2602 �7,�It ran noga.va cot - SSI LJ 1 A\ ._- - »rrrrrr.nN 11 l l CC: Roger Ogawa - RI Ogawa &Associates Inc Karen Ogawa -RI Ogawa& Associates Inc .• . _. _ __. *411111111111111111111111111111111.11.11. Lab Address 1985 Sampson Avenue Corona.CA 92879•Phone f714i 321-4939•Fax 17141 908-1815•E-mail: 7oggr4nogaw_a.corn Mailing Addrnss 15835 Algor>Qum St 1443 Nuntingtor+.Reach.CA 97649•Phone 1702)491 3710•Fax(714i 9081815•E-mail dbtlygneg wa,r Engineering•Dually Control•Product Development•Inspections•Code Consulting•Expert Witness•Testing MIAM!•DADE MIAMI-DADE COUNTY COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street,Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES(RER) Miami,Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T(786)315-2590 F(786)315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.gov/economy James Hardie Building Product,Inc. 10901 Elm Avenue Fontana,CA 92337 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami-Dade County RER-Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction(AI-IJ). This NOA shall not be valid after the expiration date stated below. The Miami-Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami-Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein,and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: "Hardie", "Cern" and "Prevail"Planks and Panels Fiber Cement Siding and Soffit APPROVAL DOCUMENT: Drawing No.PNL,PLK& SOFF,titled"HardiePanel,CemPanel,Prevail Panel;HardiePlank,CemPlank Prevail Lap Siding; HardieSoffit,CemSoffit Panel;Installation Details Wood/Metal Stud Construction",sheets 1 through 12 of 12,dated 04/24/2013,prepared by the manufacturer,signed and sealed by Ronald I. Ogawa,P.E.,bearing the Miami-Dade County Product Control renewal stamp with the Notice of Acceptance number and expiration date by the Miami-Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: A permanent label with the manufacturer's name or logo,Plant City, Florida,and the following statements: "ASTM C 1 186 Type A compliant"and"Miami-Dade County Product Control Approved"is to be located on each siding plank or panel and per FBC 1710.9.2 and 1710.9.3 on soffit panels. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials,use,and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales,advertising or any other purposes shall automatically terminate this NOA.Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami-Dade County,Florida,and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed,then it shall be done in its entirety. INSPECTION:A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA# 15-0122.04 and consists of this page 1 and evidence page E-1,as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M.Utrera,P.E. I4AMI1 DE COUNTYNOA No. 17-0406.06 APPROVED; / Expiration Date: May 1,2022 ofininr Approval Date: May 4,2017 04/V7/Z0 17 Page 1 James Hardie Building Products,Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "Submitted under NOA #13-0311.07" 1. Drawing No. PNL,PLK& SOFF,titled"HardiePanel, CemPanel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of 12,dated 04/24/2013,prepared by the manufacturer, signed and sealed by Ronald I. Ogawa, P.E. B. TESTS "Submitted under NOA #13-0311.07" 1. Test reports on 1)Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2)Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked-up drawings and installation diagram of IlardiePlank, HardieSoffit and HardiePanel,prepared by Intertek Testing Services NA LTD, Test Report No. 100733361C0Q-004, dated 08/24/2012, with revision 1 dated 04/25/2013, signed and sealed by Rick Curkeet, P.E. "Submitted under NOA # 02-0729.02" Laboratory Report Test Date Signature 2. ATI-16423-1 PA 202 &203 03/18/96 A.N. Reeves P.E. 3. ATI 16423-2 PA 202 & 203 03/18/96 A.N. Reeves P.E. 4. ATI 16423-3 PA 202 & 203 03/18/96 A. N. Reeves P.E. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. Miami-Dade Department of Regulatory and Economic Resources(RER) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS "Submitted under NOA #15-0122.04" 1. Statement letter of code conformance to the 5th edition(2014)FBC issued by Ronald I. Ogawa&Associates, Inc., dated 10/26/2014,signed and sealed by Ronald I. Ogawa, P.E. 04 21101 Carlos M. Utrera,P.E. Product Control Examiner NOA No. 17-0406.06 Expiration Date:May 1,2022 Approval Date: May 4,2017 E-1 --WALL LENGTH --] u M�� P .N i - I SEE Stud Spacing at 16"U.C. Hard ePenel®,Cenpanel®,& DETAIL A Prevaillt Panel Siring materials are Btu sheathing In nonasbestos titer-cement products _ .�.�•� I i .,. '. �.__7.,-7tiAg!•••'' �_--,r ��' 5/8'tack 15 ply APA rated wed•m accordance with ASTM 1-----11 -'— 7---- ;; ill -P 6GAWA - I `1 a plywood ce wt Florida Cl 186 Grade II,Type A and meeting �` i" the requirements of the Florida • 1 PROOt T 1i1 iJLSE i' :�` Neilir43,T' • `� Btddrg Code See enBuildng Code. ` r 23223r witbdb?I I.a 4 2PPPA$EL DIWENS.QIS WALL ryH/ ,a f l.Cid �,! • Y : -k.i -t d Nlater res stive VVdth Length Thickness HEIGHT E + 'e 9ZD-'l7 1 1* 0T �r • ` . banter per Florida 4' 8,9,10' 5116" k SSlk ".. t s� Building Code gy j _ �i'•� \�P'�\ �� Sedan 1404.2 DE$1S3N PRESSt�BE�ATWG Maxi 4 •••• 11 ,_r Oes gn Pressure i ,• Z'X 4"SP-F installation • J- ---.,'�� - _IL_ -ii_'''�}t�\" I wood Studs Wood Studs -76 psf iiir r "`�\ Impact Resistani- PRODUCT RENEWED c ern a oriel, as complying with the FloridaA B 4--, ZIl7��B Cemparml, Planks installed over 5/8"thick/5 PN Building Code Nails at 18"O.O.(typ.) \Prevail Panel APA rated plywood sheathing r+oA-N o. 17-0406.06 3f8•Minimum Edge Distance Siding Expiration te05101/2022 By 611'6 Sheathing fastener,as described in HARDIEEARE..L`_CEMpAN.E,L_,PREVALEANELSIDtNG INST/Ll.k,A10N P_ A1I,S Miami-Da ProductControl -------� Note 1 • All installation shall be done In conformance with this Notice of Acceptance,the manufacturer's installation recommendations,and the applcable sections of the Florida Building Code. /' ------ \ • Wocd studs where HerdiePanel,Cempenel,Prevail Panel Siding will be installed shall be /, -Panel fastener,as described in designed by an Engineer or Architect per the Florida Building Code and the requirements of this Note 2 • (Motel]5/8'thick/5 ply APA rated plywood sheathing shall be attached to the studs In tl p li£w accordance with Florida Building Code Section 2322.3. d en�14•rte t�.Amideyplywood sheathing supported C N. i r• 1 HardiePanel, •Cempanel, The siding panels stall"be installed-Fwood over 5spaced/5 ax mum ratedf18 C. � by a minimum of 2"X4"SP-i wood studs a maximum of 18"O.C. r• 0.I/11C%J7 I Prevail Panel Siding • [Note 21 The siding panel fastener shall be a 2'long,0.223"head diameter,0.092'shank /rjYr%Ve. diameter,corrasion resistant siding nail;the fasteners shall be spaced at 8"O.C.at panel edges and intermediate studs;the fasteners shall be driven through the 5/8"thick/5 ply APA rated \ plywood sheathing into wood studs located at 16"O.C. Water-resistive barrier per • Fasteners shall have a minimum edge distance of 3/8"and a minimum clearance of 2'from Florida Building Code Section corners. ♦ 1404.2 \\ 1 '-% HARDIEPANEL•CEMPANEL PREVAIL PANEL 5/8"thick/5 ply APA ratedINSTALLATION DETAILS WOOD STUD CONSTRUCTION plywood sheathing fastened in i James Hardie Building Products,Inc. accordance with Florida Building I 1 Code Section 2322.3 10901 Elm Avenue JamesHarde Fontana,CA 92337 2"X 4"S-P-F Wood Studs Phone:909-356-6300 SIZE 'SCA"o oWI No REV The wail and soffit frames are m be designed PM PM-GOFF 1 by the Architect or Engineer of Record in Fax 908 427-0634 A compliance with the Florida Building Code. Creator.E.Gonzales SCALE ire=1'-0" Date:4/242013 5*ET 1 OF 12 Fastener Sparing per Florida Cladding Building Code Section 2322.3 - • la---•-16.001n.—.1 �, j 1 • I. I• Framing • 11 (•i •F4teDUCt REVISED �. Fastener Spacing per Florida Sheathing swarals gwslib.Ron& Building Code Section 2322.3 'ilwir,dierac No • 1.1 „Billr; , . s.....N..„,,,,,, Produce Caused N ic ,,..1 \ •I tt PRODUCT REVISED PRODUCT RENEWED eo (((���.1y' •• •,� a► e raymg'riat the flor'da i �t� as complying with the Florida `/� � .t ar BunaMICa� .p 1 Fi- Building Code (I c • Aot!ce"°1-'-c../• I HOA-++o. 17-0406.06 : * -• Expiration . •e05/01/2022 BY �t�AWSW p ,i 1 -a'•. STATED4.‘7.-.&i(5 • miant.-• AodnctCa•ud Br it I.I y0�,.,.FCO• 1p Miami a• duct Control _ ••••• .. I'' •„ 00NA ,, • E AMIr±G • NOMINAL X 4"S-P-FWOOD STUDS O.C.FASTENED FOR METAL AND WOOD STUDS,PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE BOTTOMM CONNECTION)BOTH O16d COMMON NAILS(2 PERR TOP AND NOT PART OF THIS APPROVAL(MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) • THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATE NO • NOMINAL 5/8"THICK/5 PLY APA RATED PLYWOOD ' HARD!EPANEL,CEMPAN EL,PREVAIL PANEL SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA INSTALLATION DETAILS WOOD STUD CONSTRUCTION BUILDNG CODE SECTION 2322.3 S�LAADING James Hardie Building Products,Inc. • THE PANEL IS FASTENED WITH 2'LONG,0.223"HEAD , • • . • DIAMETER,0.092"SHANK DIAMETER,CORROSION ram �a 10901 Ern Avenue RESISTANT SIDING NAILS,PLACE NAILS 5'O.C.AT jam. Hart�i.e. : Fontana,CA 92337 PANEL EDGES AND INTERMEDIATE STJDS IPhone:909-350-6300 SIM FSC/1 NO MO NO — REV I Fax SOS-427-0834 A PNL-PLKSOFF 1 1 Creator:E.Gonzales --- — I tsome 1"a 1'-0' Data.4/242013 1SNEET 2 OF 12 • 1. WALL LENGTHSEE P6oQUCr�ESFRtenA.N Stud Spacing at 1S'O.C. 1 DETAIL A HartltePanel®,Ca ni neI®,&Pr avail Panel Skiing materials Br-Lla I fiber-cement products aterseDed nasbestos •_ _, .- s,'—'-'10,,,,,,,, / T 518'tf'.iek 15 ply APA rated T _: �� t-:—.2.-it--:.....:11 1 'r-+�^ i _ _ ' .. ( to metalal sheathing fastened accordance with ASTM 01188 Grade II, L I.I t II Ir�r� 0 GA _ to studs es descflbed Type A and meeting the requirements of i_ P Oaix r RE • VLS5tth i tttl i 4 in Note 1 the Florida Building Code. 1 ii1 .1 ,I NFyAn 1.11h dil A aiaa t ��`� .... • = P9Llft.p.umg LONA Code ! 1 G fl o .• `, yvater-resistNe Le Thickness WALL ! I. A°°cptfn°a No y(7/fn7Y I I 411•i No. 21 barrier perFbr!da a' 8,9 5 1R HEIGHT i i i gyi t 1 III Z *: 1 * I. . *$ BuJding Code I 11 A piftemipstims k lilt -551::•11, STATE sF :'c• ;i Section 1464.2 (ZESIGNY.BESSURE_R977NIG '� �` t Installation Design Pressure I I j i ..'z, Oil-,F�ORIQ?' �l� Metal c tudx t S/a" Metal Studs -104 psi E All.I1 ;_.-1 ._.' 1 i. -- S/0 All. rtt Impact IP �•-r rS A •rr.rt HardiePanel, panel installed over 518"thick/S ply B F J ! Prevail Panel APA rated plywood sheathing Nails at 6"O.C.(typ.) 3/8"Minimum Edge Distance Stang ges ANEL CE.NIPANA►P@EMML.FANEL SIP G WSTAIj0/_QUA_14S • All installation shall be done in conformarwe with this Notre of Acceptance,the manufacturer's QU.6il,•9 installation recommendations,and the applicable sections of the Florida Building Code. ,- ,---` • Metal studs where HardiePanel,Cempanel,Prevail Panel Siding will be Installed shall be i' ,, _Sheathing fastener,as designed by an Engines or Architect per the Florida Building Code and the requirements of this • ` described in Note 1 N.O.A. [Note 11 5/8"thick 15 ply APA rates plywood sheathing shat be attached to metal studs at B oc « rawi ILeFlar is_ \ Panel fastener,as descr bed In at panel edges and all Intermediate supports using a No.8-18,0.315"heed diameter x 1-114'long Aac=ee Ne"-0 •. T Note 2 bugle head screw �.7/ n Tile sid ng panels shall be installed over 518"thick/S ply APA rated plywood sheathing l ,;ra ) supported by a minimum 20ga,Nominal 3-5/8"X 1-5/8"Metal C-studs spaced a madmum of i6' PiO.C. I��• [Note 2)The siding panel fastener shall be a minimum No.8-18,0.315"head diameter X 1-5/8' 1 HardiePanel0 •Siding long'r bbed buyle head screw('or slew shall have at least 3 full threads penetrating metal 1 / framing);the fasteners shall be spaced at 8"O.C.at panel edges and intermediate studs;the ' / fasteners shall be driven through the 5/8"thick 15 ply APA rated plywood sheathing into metal Water-resistive barrier per studs located at 18"O.C. \ / Plaids Budding Code Section . Fasteners shall have a minimum edge distance of 3/8"and a minimum clearance of 2"from \ 1404.2 corners. • `\� P / '" IARDIEPANEL,CEM PANEL,PREVAIL PANEL 5/8"thick 15 DN APA rated ��j�J INSTALLATION DETAILS METAL STUD CONSTRUCTION PRODUCT RENEWED plywood sheathing fastened �j/ as complying with the Florida James Hardie Building Products,Inc, Building Code to metal studs as described - 10901 Elm Avenue NOA-No. 17-0406.05 in Note 1. JamesHar.die Fontana,CA 92337 Expiration D .05/01!2022 20ga,3-5/8"X 1.5/8"Metal C-stud Phone:908-3:5-6300 SIZE FSCN CO DWG NO RE/ By 69ig► The wall and soffit frames are to be designed Fax 909427-0834 A PNL-PLICt by the Architect or Engineer of Record`n r Mlam •a•e Product Control —" r____—_________ compliance with the Florida Building Code. 1 Creator.E.Gonzales saa.v i2'=1'-0' Date:4/24/2013 Ishan 3 OF 12 -I Cladding i . / H B.00in. + 1« —16.00In .I 1 1 f• 1 1 I 8.00in• i I Fram(ng 1 f•1 1.1 I•I 1 � 1 1 I 1 1 I I 1.1 1 ' Shnariting I PRODUCT RENEWED I I -� I 8l>DIn I I I 1 I as complying with the Florida Building Code1•I I.I NOA-No. 17-0406.06 • -T ;'I I I Expiration • te05/0112022 B.00in. I i I I Miami .e 'roduct Control I I . I I I I ,1111 soGA .f." __ 1'ItOLNYC-t REVLSFD 1,I I. 1t 1t I• 1 REVISED Plaids a c��fiR with is Vivid 1 I I I ``�1 r v�� Se . 1 Cody f!�Id nY l ode , u• 1 , 0 121 • No)^ ,311 d' A°`sgtrts�(S ,tr 1 I I•I , Fxpindioo Dec / PliP '7 I II 1 ny "' * I • I 1 STATE OF 'f:45.— rnnan: Toana Cnehol - I•I '• • =9U FCO F\OP' •&•t'I 13 I I0/0NAl. A l FRAMING • NOMINAL 20 GAUGE 3-5/8"X 1-5/8"STEEL STUDS 16"0.0. FASTENED WITH 518'WAFER HEAD SCREWS(2 PER TOP AND BOTTOM CONNECTION) FOR METAL AND WOOD STUDS,PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE • THE WALL AND SOFFIT FRAMES ARE TO EE DESIGNEDNO PART OF THIS APPROVAL(MUST PROVIDE ALTERNATE PROVISfONS FOR THESE LOADS) j BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE StiPAThING 1 • NOMINAL 5/8"THICK/5 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 5"OC AT PANEL , HARDIEPANEL CEM PANEL,PREVAIL PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A J NO.8-18,0.315"HFAO DIAMETER X 1-1/4'LONG BUGLE INSTALLATION DETAILS METAL STUD CONSTRUCTION HEAD SCREW I CLADDING James Hardie Building Products,Inc THE PANEL IS FASTENED WITH NO.8-18,0.315"HEAD • J Q 10901 Elm Avenue DIAMETER X 1.5/3'LONG CORROSION RESISTANT JamesHard-e 10501 El CAvenue RIBBED BUGLE HEAD SCREWS(SCREW SHALL HAVE AT 370 t 92337 LEAST 3 FULL THREADS PENETRATING THE METAL Phone:909.356-6300 WE FSCV No I fifiVi FRAMING),PLACE SCREWS 6"O.C.AT PANEL EDGES Fax 909 427-0834 A PNL-PLK-SOFF AND INTERMEDIATE STUDS Creator.E Gonzales s;NLE 1"=t'-0" Date:412a2013 15h'EET 4 OF 12 • r--.H. ----. -. -- _ — WALL LENGTH ——a SEE PRORLI.0oEsIE.UQN Stud Spacing at 18"I O.C. DETPIL A HardiePlank®,Cemplarlk®,& B<- 1 _ _��_,`� 5/s'thld(f 5 phi APA are ail®Plank L p Biding materials --•--•-•--..— .r...._....- - -i I; I 1'r T products tested in accordance --•-�i--•- i ,t I; - -T-�---.. •-...—_ I ( rated plywood ent i ., I } ASTM 01188 Grade 11,Type A and vish ` f i I'! r! t ' I', - s.,_ sheath ng meeting the requirements of the I ii ?i �' �yrrrriiiii, accordance with i i Ili . I• Florida Building Ccde. I r; maid., Florida ;I t :. Florida Building Code I i I i I I es 00 ging * ,di • {� SecJon 23223 P9N_��4t.M> SIONS WALL :! I I i'I ��eire c�131e'3/1,�1 I'I •?t �k�y, � water resistive W dth length lli civleaa HEIGHT i 11 =i Txpirihticn.... 9 i' I+ Darner per 9oride 59-172' 17 5118" - - i .' t.i B Vl: Trr i � I' ` ell udtne Code I ,I I M .ad Produ Codtrei I' 7r ?: i Section 14042 [�ES1G.Npms_suR.E_RAlNQ tt1 l i s°7., I .r_ . 4 ' ' -F Installatl n DesignPressure I.; ' 1 I i ° i� ; A•• 1$ 4k i<c i, t \\Wood Soma Wood Studs -92 f l• I i, h _ F e•����.1� I� -A,, -• '\:R1. Lap Siding Impact Reslstant- B.= I ", I- S 10 N A\- I__ Planks installed over 5/8"thio 15 ply Nails at 16'O.C.(typ.) irirrrrrrr t S �D� 1-114'tau X 5/16" APA rated plywood sheathing 3/4"Minimum Edge Distance tom@ thick starer strip D.ETAILA Sheathing fastener,as HA1Ft.DIEELANIS CEMpL4,N} R[VIAILLAP_$IA1.N53.UNS7ALLATLON D.A.A11..S.. described in Note 1 • All Installation shall be done in conformance with this Notice of Acceptance,the manufacturer's ---'� Installation recommendations,and the applicable sections of the Florida Building Code. Wood studs where Har6ePlank,Certgllank,Prevail Lap Siding will be Installed shall be designed by an / --�e \\` Engineer or Architect per the Florida Building Code and the requirements of this N.O.A • [Note 1]5/8"thick/5 ply APA rated plywood sheathing shall be attached to the studs In accordance /' ,<, \ Siding fastener,as with Florida Buildny Code Section 2322.3. met EASila i \ described in Note 2 • Planks shalt be applied horizontally commencing from the bottom course of the wall with 1-1/4'wide es emit the Non& laps at the top of the plank such that the exposure area of each plank is 5 8-1/4"vertically. tiardiePlank, • [Note 2]The siding fastener shall be a 2-1/2 long,0.223"head diameter,0.092"shank diameter, me S:Y o Cam lank,Prevail ooroslon resistant siding nail;The siding is fastened 5 8-114"O.C.vertically and 18 O.C.horizontally, BIBBPBAll! A7.rr p fasteners are driven into wood studs through 5/8"thick 15 ply APA rated plywood sheathing.fasteners /Ass•• Lap Siding are placed In the overlapping area approximately 3/4'from the bottom edge of the overlapping plank. "T�� 1 • Vertical Joints shall be placed over studs. i r�r envie",rarer' � / Water-resistive barrier • The planks shall be Installed over 5/8"thick/5 ply APA rated plywood sheathing supported by a \ j per Florida Building minimum of 2"X4"S-P-F wood studs spaced a maximum of 15"O.C. \ 4 , t oda Section 14042 • Fasteners shall have a minimum edge distance of 3/B". / 4 I�5J8•thick/5 ply APA rated HARDIEPIANY CEMPLANK,PREVAIL LAP SIDING / s. plywood sheathing fastened INSTALLATION DETAILS WOOD STUD CONSTRUCTION PRODUCT RENEWED .In accordance w(d1 Florida -- James Hartle Building Products,Inc. as complying with the Florida Building Code Section -- ' ' 10901 Elm Avenue BuildildingngCode 23223 •JamesHardit NOA-N o. 17-0406.06 . Fontana,CA 92337 Expiration •.te05/Di/2022 2"X 4"S-P-F Wood Studs Phone:90• ; • 00 sze rscu eo rano No RE/ 44 i The wall and soframes are to be designed Fax 909-427-0634 A PNL-PUC-SOFF 1 BY by the Architect or Engineer of Record In Miami •>3•a Product Control Creator,E Gonzales SCALEi12`=1'U' Date:4/24,2013 1a1r8Er 50F 12 compliance with the Florida Building Code. I Fattener Spg per Florida ' Building Code Section 2322.3 +— 16 l� OC—► —` /Cladding • . -}-• Framing — �� ��•' Fastener Spacing per Florida Sheathing PRODUCT RENEWEDBuilding Code Section 2322.3 as complying with the Florida •j ,,,41Building Code ` _LI...._-•.NOA-No. 17-0406.06 -_-__-____,- • 0.75n Expiration 0.4.06/01/2022 • By ��%�� Miami-...: Product Control _ _ i __--PRODUCT$EVj$FdD -.._________ re complying with the Et rids I Acc7ReelEreg Code r -6'^ /.,07 l'' „i, ,,,,i t BY PRODUCT 9Eviseo I. ,,t _ 4 ;-.s,<:-.... 56.251n �i mai ads 1 todu z Carrtrod n e.optri4 WPM die find& i ' ` ! , c +• LI•ir jv PMyj� i-•:' STATE OF c, ,�` FRAMING' .fr Rodat Coatrd ; qil••.'PcI.oR101%.:r WITH 3• �1 2'16d COMMON NAILS(2 PER TOP ANDSTENED FSS��7NAt E�Gt ,� BOTTOM CONNECTION) FOR METAL AND WOOD STUDS,PROVISIONS FOR DIAPHRAGM ACTION ANO..dca(/r'+LOAD ARE • THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED NOT PART OF THIS APPROVAL(MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE S HFATHING • NOMINAL 5/8"THICK/5 PLY APA RATED PLYWOOD •.. ---- SHEATHING FASTENED IN ACCORDANCE WITH FLORID? . HARDIEPLANK,CEMPLANK,PREVAIL LAP SIDING BUILDING CODE SECTION 2322.3 1 {//[_J] INSTALLATION DETAILS WOOD STUD CONSTRUCTION 014 MINA \ ff/ • PLANKS OVERLAP 1-1/4'• THE EXPOSURE IS s3-114" James Handle Building Products,Inc I • THE PLANKS ARE FACE NAILED WITH 2-1/2'LONG,C.223" JamesHar:.die• 10901 Elm Avenue HEAD DIAMETER,0.092"SHANK DIAMETER,CORROSION - Fontana,CA 92337 l RESISTANT SIDING NAILS,PLACED 3/4'UP FROM THE Phone.909-356-6300 S E 1,9014 NO tee No REV BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION Fax 909-427-0834 A PNL-PLK-SOFF t i f 1 Creator.E.Gonzales SCALE 1•.V.0" l Dale:424/2013 IsNser 6 011 t2 • 8bad Spatting at 16"O.C. --WALL LENGTH SEE PtiOQUCT OF Cempla lv DETAILA HardiePlanke,Cemplanke,and e-e.1 !a J ,1 —4-- —ya"thick/S ply APA Prevail®Plank Lap Siding materials 7.---1-T —+.-__T.__-.... .t.,-- ........�_.r-•..- -1T-_. J� / •� plywoodare nonasbestoe fiber-cement �..._.._...•. r . _-___, I rated ., • ! i I ! products tested In accordance with ` i . !! I t{ \ `�' shsathing fastened ASTM 91188 Grade II,Type A and 1 ,i.„I i; to metal studs as ! i• p ,¢p " d .z desalted In Note 1 meeting the requirements of the I 'ISt►cirrus r j,r�.�' Florida Building Code. 1i .1 I eso°" 1ee• ed. ij It0' ``l y`Mry Water-resistive WALL i : I! i AB+n�+Att t31/6xJ I•i ‘v'`h '�f'' ;�.' . barrier per Florida NkS R[!NEII$1S?LS HEIGHT 1 h • i !j ^, "ar. -�!4 �` iti '• its _ Building Code Width Length Thickness .1 ;,,,,,p i.. I. ' f , . : Section 1404.2 5 9-1J2' 12' 5118" •. I. t ..Y•.. •• -Cooed I: .1 * ' " i •:I 2 33/8"X 1-5/a- I t I 1.1 ' : :' ;�# �`'• DIAILQt .EM',SURE_RARN_P 11 r II I '7STATE OF 4� '` \\Com Installation Design Pressure ( (, _ _] �� Hary ePlank, ps 3..__ _..1_._....._.IL. j_.iL._--._.« �, �� Metal Studs 92 f `_ r••4' • '� plank,Prevail B f' •••4;'ONA t 1 Lap Siding Impact Resistant- 3/4"Minimum Edge Distance Nails at 16"O.C.(typ.)r ".•,, rr 1.1/a'tali X SI18' Planks Installed over 5/8"thick/5 ply thick starter sidp APA rated plywood sheathing C_ _.� FIA,f_tJIEPLA�K CEJ11PLANK.PREVAI1Ll�P I,R]NP IN5TALLATJQ-NJZE�LS -� • All installation shall be done in conformance with this Notice of Acceptance,the manufacturers Installation i IISheathing fastener,as recommendations,and the applicable sections of the Florida Building Code. descfibed in Note 1 • Metal studs where HardiePlank,Cemplank,Prevail Lap Siding will be installed shall be designed by an NR iCT etyma:. ' Engineer or Architect per the Florida Building Code and the requirements of this N.O.A. �q a beim i.ith Jos Florida 1 \` • [Note 1]5/8"tick/5 ply APA rated plywood sheathing shall be attached to metal studs at 6"oo at panel BAw.pueset M}*III Siding fastener,as edges and at intermediate supports using a No.B-18,0.315"head diameters 1-1/4'tong bugle head screw described in Note 2 Planks shell be epoted horizontally commencing from the bottom course of the wall with 1-1/4'wide laps at I , the top of the plank such that the exposure area of each plank Is 58-1/4"vertically. 8,„ ,...., •4.1•31..+ l • INote 2]The siding fastener shall be a minImum No,8-18,0.315"head diameter X 2-1/4'long'bugle head u;e'• Orad I HardePknk, screw over metal studs('or screw shag have at least 3 full threads penetrating metal framing);The siding Is -- I fastened 5 8.1/4"O.C.vertically and 16"O.C.horizontally;fasteners are driven into metal studs through 5/8" Cemplank, thick/5 ply APA rated plywood sheathing,fasteners are placed in the overlapping area approximately 3/4" a Prevail Lep Siding from the bottom edge of Lhe overlapping plank '\ / • Vertical joints snail be placed over studs. 41\ / Water-resistive The planks shall be Installed over 5/8"thick/5 ply APA rated plywood sheathing supported by a minimum .. 20ga,Nominal 3-5/8"X 1-5/8"Metal C-studs spaced a maximum of 16"O.C. \ I barrier per Florida •I I. Building Code Fasteners shag have a minimum edge distance of 3/8". �.� Section 1404.2 HARDIEPLANK,CEMPLANK,PREVAIL IAP SIDING 5/8"thick i s ply rated INSTAI LJ.TION DETAILS METAL STUD CONSTRUCTION PRODUCT RENEWED I plywood sheathing fastened to . as complying with the Florida metal studs as described in James Hardie Budding Products,Inc. Building Code Note 1 : B.00in,Ii- -----16In.OC- .-+{ /padding t I , i� • . Framing I. I . I -�, I 11 I s Oan.00 I Sheathing PRODUCT RENEWED i• 1_ • '41as complying with the Florida Building Code I j NOA-No. 17-0406.06 �.- •_-� I I ' 0.751n r.. —Expiration O ta05/01/2022 •+ i f By . 1'[rN,,,,,,,. Mom Product Control � ( I 111111• OGAR/•fes_ t •meq'::•• as CEVLSED 21 , I Al crinMiri et tin*d.c Florid. enaB+rne eget der Florid. W ' `,/i ' F'' _ Ar No/3-/ •ii•6`oildrag Corte a •I a �. 121 _1 or .& 07 k4- .i dJ.dc Product Corot /`Product Casal • �'� ATE OF 1 58.251n.! I =°,cF 40ROr.• ���'0` Vii• _� — • • — ' •s'1 ONALt�rGLI�'`'1l3 FFAMIN . ,,,,,,�/,k'{ • NOMINAL 20 GAUGE 3-5/13"X 1-5/8"STEEL STUDS 16" '1 i O.C.FASTENED WITH 518"LONG RIBBED BUGLE HEAD SCREWS(2 PER TOP AND BOTTOM CONNECTION) • THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED FOR METAL AND WOOD STUDS,PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE BY THE ARCHITECT OR ENGINEER OF RECORD IN NOT PART OF THIS APPROVAL(MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) COMPUANCE WITH THE FLORIDA BUILDING CODE ,SHEATljj_Na • NOMINAL 5/8"THICK;5 PLY APA RATED PLYWOOD • SHEATHING TO METAL STUDS AT 6'OC AT.PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A ,__ NO.8-18,0.315"HEAD DIAMETER X'-114•LONG BUGLE HEAD SCREW HARDIEPLANK,CEMPLANK,PREVAIL LAP SIDING .CLAODM INSTALLATION DETAILS METAL STUD CONSTRUCTION • PLANKS OVERLAP 1-114' a THE EXPOSURE IS 5 8-1/4' Amos Hardie BulldIng Products,Inc. • THE PLANKS ARE FASTENED WITH NO.8-18,0.315" JamesHardie 10901 Elm Avenue HEAD DIAMETER X 2-114•LONG CORROSION- Fontana,CA 82337 RESISTANT RIBBED BUGLE HEAD SCREWS(SCREW ' SHALL HAVE AT LEAST 3 FULL THREADS Phone:909-356-6300 ig sPackI NV ONGNO nev I PENETRATING THE METAL FRAMING),PLACED 314"UP Fax 909-427-0634 A I PNL-PLK-SOFF 1 FROM THE BOTTOM EDGE OF THE PLANK AT EACH "'' STUD LOCATION Creates E.Gonzales SCALE 1"..1-0" Date:4124/2013 e7leal 80F12 14 WALL LENGTI I —''' SEE P@QDUCT QDSCRIETJ-ON Stud Spacing at 16"O.C. DETAIL A HardieSoffitm&Cemsolfitbr materials are B-4---i 1 nonasbestos fiber-cement products tested in • •;^, 'j.._._._.___ /'"'-, accordance with ASTM C1186 Grade ll,Type A •� T� 1fi1 � 1�`; '- i,� T ( 1 and meeting the requirements of the Florida !.1 / Building Code. aIli I.1 1.1.i So�1T_RIMENSJoPj91• ' "t`I i I 2"x 4"SP-F Width Length Thickness WALL '' • wood Studs 4' 8' 114 HEIGHT. 1.4 r i,i 1.1 • E 1 E f 1 ,'� i' DESIO SSULtE.Btum • I �• I HardieSofM, Installation Design Pressure • i Cemsofat Wood Studs -70 pet • i • j. i. !'i 1 I• ,,,Ilio,,,,,, I. V. .�;� .�.�; tt,t,'rQ\. GAiv B< ►I k- SE&TJQN..B S Otte Nails at 4"0.C. , _ PRODUCT 3/8"Minimum Edge Distance �tYP••••••• /wigs Use F�� »dtAmg "'`a di•"W1ei I No. 21 • i • di"'"Ir. t gr -o STATE OF �� 0_ETH_.4A • ••...•• R.d•a mild t ^%� = �C' FlOR1�P:`�,t�`� r�,, - _s. �SS/oNA1- '44Ir l / _�i.' • HARDIESOFFlT•Ct MS9F�LZPIIN.ELINT91J 9TJQN_RE79.l1eS '���'�����nrrrt tr ^I# -- Scir'.t fastener,as • AM Installation shall be done In conformance with this Notice of Acceptance,the manufacturer's / 1 `, lesa*ed in Note 1 Installation recommendations.and the applicable sections of the Florida Building Code. PRODUCT RENEWED • Wood studs where HerdieSoffit,Cemsoffd will be installed shall be designed by an Engineer or as complying with the Florida ` Architect per the Florida Building Code and the requirements of this N.O.A. Building Cod• • The soffit shall be installed over minimum 2'X4"S-P-F wood studs spaced a maximum of 16"O.C. NOA-No. 17-0406.06 t 'r— ..dieS�=.±,Oersc°5t • [Note li The soffit fastener shall be a 2"long,0223"head diameter,0.09?shank diameter, Expiration. e05/01/2022 corrosion resistant siding rail;the fasteners shall be spaced at 4"O.C.at panel edges and intermediate studs;tie fasteners shall be driven into wood studs located at 16"O.C. By ir/ '7."- Fasteners shall have a minimum edge distance of 3/8"and a minimum clearance of 2•'from corners. Miami-•a•e 'roduct Control • 1 \ F A / -- -- I HARDIESOFF T,CEMSOFFIT \s�,,` A-- INSTALLATION DETAILS WOOD STUD CONESTRUCTION Minimum 2"X 4"S-P-F Wood Studs . James Hardie Building Products,Inc. The wall and soffit frames are to be JamesHardi 10001 Elm Avenue designed by the Architect or Fontana,CA 92337 Engineer of Record In compliance 1 Phone:909-356-6300 sae FSC/NO rnvo No RMV with the Florida Building Code. Fax 909-427-0634 A PNL-PLKSOFF 1 �_ _ --- J Creator:E.Gonzales SCALE 12'7 1'-0I" ...._Date:4/242013 IsNefl' 9 OF 12 — - 6.00in,-►1 H--1.--18.00n.--..11.--18.00n.--..1Cladding Framing . PRODUCT RENEWED • as complying with the Florida . I . • Building Code NOA-No. 17-0406.06 Expiration Da 05/01/2022 / -iT- By ,44,.E • • 4.00111.1 Miami-.:. Product Control • .c apiyi g vel ibe Fiord. m goovcr with the Elands \\ 11tr11 • \.I ,,,W. -sr- • • 9SI oe Mot'0 . B�Idiag Code rl" 0 111 I•t\�rt. w Awa No7 \�� DMsiggfalli'M . Expiration Rate. , ''17 .,No. .021 1y By 0.-‘, .> :2 ` '* • Afetxi Produce Coad M sent'Orx Protract[mere! STATE OF 1 . :;, F(OR1C)P••' t• 11 -- S,ONA�t,t FRAM NOMINAL 2'X 4"S•P-F WOOD STUDS 16"O.C.FASTENED WITH 3-1/2'16d COMMON NAILS(2 PER TOP AND BOTTOM FOR METAL AND WOOD STUDS,PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE CONNECTION) NOT PART OF THIS APPROVAL(MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE O_LiA.DDIN.G • THE SOFFIT IS FASTENED WITH 2'LONG,2.223"HEAD ' HARDIESOFFIT,CEMSOFFIT PANEL DIAMETER,0.092"SHANK DIAMETER,CORROSION INSTALLATION DETAILS WOOD STUD CONSTRUCTION RESISTANT SIDING NAILS,PLACE NAILS 4'0.0.AT PANEL 1 EDGES AND INTERMEDIATE STUDS James Hardie BUAding Products,Inc. 10901 Avenue :Jam. ,-—•. i;• ErnFontana,CA 92337 Phone:909.355-63C0 SIZE FECMNO OV$NO KW I Fax 909.427.0534 A PNL-PLK-SOFF 1 Geetcc E Gonzales 'SCALE l'=1'-0• Dete:4/24/2013 SHEET 100F:12 —WALL LENGTH PRODUCT OE$ RIP7JRd I-IStat!Spacing at 16"C.C. SCE HardieSoff tt&Cemsoffit®materials 1.,.._ I DETAILA are nonasbestos Aber-cement products —t_ - tested In accordance with ASTM C1186 Bf� ' I `I Grade II,Type A and meeting N e i, I. !. i.; I requirements of the Florida Building PRODUCT RENEWED jr---.1 r� Code. as complying with the Florida :.11 t BuildingCode SQEFTJ D,I.M.EEIs1k $ i ! •I r•I t• I 20ga•3-518"X 1-518' NOA-No. 17-0406.061. Widt1 Length Thickness WALL I• ! Metal C-stud HEIGHT i 1 1 [Expiration Da 05/01/2022 f ✓ 4' 8' %' • 1•i ! HardeSoffiL DE$IO,LJ PR s� RAI1N I( ! ,l CemsotA• Installation De' n Pressure t I Mlemi-D d roduetCentrol s9 !i i I I. Metal Studs -55Agf • �1 i I I. rrrr,,,r, .,q i J tl .', B f- H f" N __ I _ A_�PRODOci Revtst n ,i) :.to/ S'• = Nails at 6"0.C.(typ.) Pttoal cr REVISED ,.emvply;pe erica the Florida Al 5(IF ' F 3/8"Minimum Edge Distance swort,*Beisscode Ffarw l3undasa Cods 1.3�C_'d l.4 i : ND 21 A Ms/ r Aecepfsoka No . 1 Z :.. ��r %11ir`nr �' nsjclj�l� st * '� °' 'wow c.....1 tis Prated Control ---F ..OR D�p �, j�' ` N ki.A6AJ.E OEFJ�CEMA EELL_ANALIP21$I911.9ILQCL4E-T911.5 ss/ NAL 0.„001'l�t • All Installation shall be done in conformance with this Notice of Acceptanet'*Wcl hfahufaurer's \' ir.staliation recommendations,and the applicable sections of the Florida Building Code. / , Soffit fastener,as • Metal studs where HardleSoffit,Cerrsoffit will be installed chap be designed by an Engineer or # \ des bed in Note 1 Architect per the Florida Building Code and the requirements of this N.O.A. • The soffit shell be installed over minimum 20ga,Nominal 3-5/8"X 1-5/8"Metal C-studs spaced 1 a maximum of 15'O.C. �_`�HardleSoYR Cemsoffit [Note 1)The soffit fastener shall be a minimum No.8-18,0.315"head diameter X 1-114'long' lribbed bugle head screw("or screw shall have et least 3 full threads penotratlr.g metal ` i framing);the fasteners shall be spaced at 6"O.C.at panel edges end Intermediate etude;the fasteners shall be driven into metal studs located at 16"O.C. \` i ; • Fasteners shall have a minimum edge distance of 3/8"and a minimum clearance of 2"horn \` .w , / comers. • \ j HARDIESOFFIT,CEMSOFFIT PANEL �` • I i' (10INSTALLATION DETAILS METAL STUD CONSTRUCTION r— , .. James Hardie Bullding Products,Inc. ' 20ga,3-5/8")F 1-5/8"Metal C-stud - ' s ' 10901 Elm Avenue ! The wall and soffit frames are to be • 9 Fontara,CA 92337 designed by the Architect or Engineer '" Phone:909-356-6300 sus eseunu ( mews so Kay of Record in compliance w,th the Fax 909-427-0634 A II PNL-PLKSOFF 1 Florida Building Code Creator,E.Gonzales sOAu 12'..1'-0' ❑ate:4/24/2013 si-sen 11 OF 12 r i ` l Cladding r • • • • . •-----.. FmmUg II 6.0IOIn. ,' PRODUCT REVISED • PRODUCT RENEWED •...coulPi �wi�YmcEtot:Y pROOVCTR D • at:complying with the Florida B�MbYl Cage �! r, eto�ptyng withthe florid. \ tld�r�iii J'/ Building Code A Pio/•1 Batwing Code NOA-No. 17-0406.06 t. . iWM" No 13-311.1' • \ eltl,,,,••••/,,,,,,,,, PO NA Expiration✓� 05/01/2022 9 4u'��'!�-c k�9'tet \\ t r 21.......--,-_ mi i:'*'.- plea r'nord ti • •y By M.. - BMtam�{)ric Product C�*mot q 1 i• Miami-..d Product Control / u .�0 2-' `` -k , Q '4/ FRAMING "�FFSSIONP '` • NOMINAL 20 GAUGE 3-5/B'X 1.6/6"STEEL STUDS 16"O.C. FASTENED WITH 5B•WAFER HEAD SCREWS(2 PER TOP FOR METAL AND WOOD STUDS,PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE AND BOTTOM CONNECTION) NO'?ART OF THIS APPROVAL(FAUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) • THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE cLADDI�IGIIARDIESOFFIT,CEMSOFFIT PANEL THE SOFFIT IS FASTENED WITH NO.&1B,0.315"HEAD DIAMETER X 1-1/4•LONG CORROSION RESISTANT RIBBED INSTALLATION DETAILS METAL STUD CONSTRUCTION BUGLE HEAD SCREWS(SCREW SHALL HAVE AT LEAST 3 " t Tg Inc. FULL THREADS PENETRATING THE METAL FRAMING),PLACE' , j James Hardie Building P od c SCREWS 6.0.C.AT PANEL EDGES AND INTERMEDIATE ' illaiM(pSHiaC�I 10901 Elm Avenue STUDS Fontana,CA 92337 Pnone:909-356-6300 MI5 FANO I DWG I•• . REV Fax 909-427-0634 A 1 PNL-PLK-SOFF 1 Creator.E.Gonzales s:ue 1••1•-0' T Oats:4/242013 SHEET 120F 12 o , c-: ( C L.) Page 9, 10/21/2019 OFFICE COPY PROJECT RIO-2706-17 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE ARTISAN®SIDING WITH LOCK JOINT SYSTEM TO WOOD OR METAL FRAMED WALLS JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CA 92337 TABLE OF CONTENTS PAGE COVER PAGE 1 EVALUATION SUBJECT 2 EVALUATION SCOPE 2 EVALUATION PURPOSE 2 REFERENCE REPORTS 2 TEST RESULTS 3 TABLE 1A,1B, 1C, and 1D RESULTS AND ANALYSIS OF TRANSVERSE LOAD TESTING 3-6 DESIGN WIND LOAD PROCEDURES 7 TABLE 3, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 8 TABLE 4,ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B 8 TABLE 5,ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C 8 TABLE 6,ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D 8 TABLE 7,ALLOWABLE WIND SPEED (MPH) FOR HARDIEPLANK SIDING 9-14 LIMITATIONS OF USE 14 AS PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTS ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE ASCE 7 - 10, THE 2017 FLORIDA BUILDING CODE,AND THE 2015 INTERNATIONAL BUILDING CODE. PREPARED BY: RONALD I. OGAWA&ASSOCIATES, INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX i,1+'1$\, OGA fV4 ' .4,. . ....i, lir �' i '•. STATL L F r ca' x rrrsrr 1 r RONALD I.OGAWAASSOCIATES,INC 16835 AL GONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX PROJECT RIO-2706-17 JAMES HARDIE BUILDING PRODUCTS,INC. 1888.542.7343 into®Jamesha rdie.com EVALUATION SUBJECT Artisan®Siding with Lock Joint System James Hardie Product Trede Names covered In this evaluation: Artisan ff+Siding with Lock Joint System includes the following prot1es-Ares ant?)Bove Channel Siding Misery?,Cove Siding.Artisan:Square Charnel Siding.Artisanae Shiplap Skiing,Artisan??V-Groove Siding EVALUATION SCOPE: ASCE 7-10 2017 Ronde Building Code 2015 International El:Id hg Codete EVALUATION PURPOSE: This analysis's to determine the maximum dnstgn 3-second gust wind speed to no resisted by an assembly of Artisarett Siding wok Lock Joint System fastened to wood or metal framing wan naps or SCreWs REFERENCE REPORTS: 1.[-Setter Report 10'547645CW-005A,ASTM 01186 Material property test on Artisan planks 2.Intertek Report 101798003CLXl-003.ASTM E330 test on 8 75'Artisan V-Rustic.Skiing 3.Intertek Report 102026457000-001A REV ASTM E330 test on 8.25'Artisan V-Rustic Siding 4,Intertek Report 10206457C013-003,ASTM E330 test on 8 25'Artisan V-Rustic Siding 6.Intertek Report 102477932C00-001A REV,ASTM E330 teat on 10 25'Artisan Beveled Shiplap Sling 8.Inter-Mk Report G7085 01-303-44-R1.ASTM E330 test on 10 25"Artisan Beveled channel Sidno 91 ,y/l1//A,,,,,,,....... ,°I p,.1. OGq ( ! ' ►' 1• Fr, r + ; SNA L0E/‘)1,1: j/y,Nr RONALD I.OGAWA ASSOCIATES.INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92849 714-292-2602 714-847-4595 FAX PROJECT.RIO-2706-17 JAMES HARDIE BUILDING PRODUCTS,INC. 1.688-542-7343 i nto©jameshardie.coin TEST RESULTS: Table 1A.Test Results and Analysts of Transverse Load Testing for Reports No.101798003C00-003 and 102026467C0Q-003 Report Number irtertek 101798CO3CC-O-003 101800k 102026457C Oa- 00.9 Product Artisan V-Rustic' Thickness(in) 0625 0025 3625 0625 0625 Width(In) ' a.25 8 25 8 25 8 25 8.25 Frame Type. 2)(4 wood 2X4 wood 2X0.wood SPF 0 24' 2X4 wood 2X4 Wood SPF SPF o c.w/7/16"OSB OFL DFL Frame Spacing(in.) 16 24 24 16 24 6d siding 6,1 siding 10d siding 10d siring Fastener Type nail,0 092" nail,0 092" 40 ring shank siding net nail,0 092" nail,0.092" a0222"x 60,222"x 0.090'x0,215"x15" x0.271"x x0222"x 2.0" 20" 30" 3T" Fastening Method Blind nail to Blind nail to Blind nail at 8"0.0 to Face nail to Face nail to stud stud OSB sheathing stud stud Ultimate ate Load(psi) 99.9 60.5 1894 288 176 Design Load(ps0 33.3 20.2 93.1 89.3 68.7 Effective Tributary Area 1591%) 0 778 1 167 0 292 0 7,8 1 187 Fastener I cad.as lasted(Ibffastaner) 75 9 23.5 18.4 69 5 (18 4 Adjusted withdrawal design load' 39 2 39 2 35.6 85.3 86.3 jlblfastener)-W , Not Fastener Penetration(in.).P 1,688 1 888 0.438 2 375 2.375 • Wood Specific Gravity,G 0:.47 0.42 0,7' 050 050 Nail Shank Diameter(in.).D 0092 0.092 0090 0 092 0.002 Withdrawal design value Gel NUS 2015 14 5 14 5 50 9 22 4 22 4 or ESR-1539(Ibhn perel'atonl,W 1 Allowable Design Load is the Ultimate load divided by a FaGea of safety of 3 2 Artisan Siding with Lock Joint System complies with ASTM C1186 for Grade-1,Type A Non-asbestos Fiber-Cement slat Sheets 3 Calculated fastener withdrawal load is compared with the tested fastener load arid the more conservative one will be used For all cases in the table,the adjusted withdrawal design vase.W,•s calculated as W'=CD'W'P There, CD-load duration factor per NDS-2015 Table 2.3.2 for wind/earthquake load-1 6 W=withdrawal design value calculated per NDS-2015 or ISR-1539,whichever applicable P=fastener embedment depth.in. When rule shank Il,z 0.099 inch bid 5 0 375 inch for smooth shank nails,NDS-2015 equation(11 2-3)is used to calculate withdrawal design value W.1360'Gy"'D Where, G=wood specific gravity per Table 11 3 3A O.nail shank diameter,in. When nail shank,0,is less than 0.099 Inch,or in the case of ring shank nails, the withdrawal design values were obtained from ICC-ES ESR-1539 Table 2. 4 For calculate ring shank nail withdrawal capacity from OSB,an equivalent specific gravity of 0 7 was used per APA TT-039c 5 -he profile name,Artisan V-Rustic,has been changed to Artisan V.Groove % ... ... k` f ' % •Vii . 24 21 TM. : 4 # :',,i, STAT_ `iiF 'Q-' ()A . FtoRIoQ. ••• .44 ....... „,,,, ..• z. . , tr ~ i� S�� vt�, .° 3 RONALD I.OGAWA ASSOCIATES,INC. 18835 ALGONOUIN STREET 9443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX PROJECT RIO-2706-17 JAMES HARDIE BUILDING PRODUCTS,INC 1-688-542-7343 info©jameshardie corn Table 16.Test Results and Analysis of Transverse Load Testing for Report 102026457000-001 Report Number Intertek 102028457000 00IA REV Analysis based o1 test results' Product Artisan V-Rustic` 'Thickness(in 1 0 625 0 825 0 625 0 626 0.825 0 626 0625 0.626 Width(in.) 825 825 825 825 825 825 825 825 2X4 wood 1X4 wood 20 ga(33 20 ga.(33 2x4 wood 1X4 SPF 20 ga.(33 20 ga (33 Frame Type SPF Qp 16' mil)steel mil)steelfurring® nal)steel md)steel DFL. o.c. studs studs DFI._ 16"o c. studs studs Frame Spacing fin.) - 16 - 16 - 18 16 24 24 24 24 Et&F 010(1'E1&F 0100' ET&F 0100'ET&F 0100" 1 ga. No.B x knurled knurled 11 ga. No.8 x knurled knurled i uufing nail. 0.375"x shank shank roofing rail, 0 375"x strait shank Fastener type U 120"x 1.25'ribbed altimeter x diameter x 0.120"s 1 26'ribbed diameter x diameter x 0 375"x wafer head HD x 0 250"110 x 0.376"x wafer head 0 313"FID x 0.250'HD x 1 75" screw 1 5'long 1 5"long i.75" screw 1 5'long 1.5'song Fastening Method Blind rail to Blind screw Blind nail to Face nail to Blind nail to Blind strew Blind nail to Face nail to stud to fumng stud Stud stud to furring stud stud Ultimate Load(psf) 128 7 162 1 128 220 2 28 7 162 1 128 220 2 Design Load(psf) 42.1 64.0 42.7 73.4 28.6 36.0 28.1 48.9 Effective Trtutary Area(soft) — 0 778 0 778 0 778 0 778 1.187 1.167 1 167 1 167 Fastener Load,es lasted(Ib/fastener) 33.4 42.0 33.2 57 1 33.4 42 0 33 2 57 1 Adjusted withdrawal design lona' 67.3 fib/fastener),W - Net Fastener Penetration(in),P 1.438 Abed Specitk Gravity,G 0,50 Nail Shenk Diemeter fin),D 0120 Vvlthdrawal des:'gn value per NDS 2015 29 3 or ESR-1830(Ibdm panotralon) W 1 Allowable Design Load is the Ultinate Load divided by a Factor of safety of 3 2 Artisan Siding with Lock Joint System compiles with AST M 01186 for Grade IT,Type A Non-asbestos Fiber-Cement Flat Sheets 3 See Note 3 of Table 113 4 The allowable design loads for frame spacing of 24"wore cairxilated using the lasted tastener;Dads of 16'trains speang configurations 5 The profile name,Artisan V-Rustic,has been changed to Anisar V-Groove f iiy,U//////,�` II i II • �� r, rS • 0. 2. t7 N. * S �o F TAT, of 1 —��s"""1(1RtD " ,'...n'.rs.u..rt,r:r I. 4 RONALD I.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET 0443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX PROJECT:RIO-2706-17 JAMES HARDIE BUILDING PRODUCTS,INC. 1-888-542-7343 In forgjame shard ie.corn Table IC.Test Results and Analysis of Transverse Load Testing for Report 102477932C0Q•001A REV Report Number Intertek 102020457COO.001A REV Analysis eased on test results' Product Artisan Beveled Shipap" Thickness(in) 0 625 0.625 0 625 0.826 0625 0.625 "Wdtfr(pt.) 10.25 10.25 - 1025 10 25 10 25 10 28 20 ga(33 20 ga(33 2X4 wood 2X4 wcod 2X4 wood 2X4 wood Frame Typo DFL DFL raid)steel DFL DFL nal)slee studs abide Frame Spacing!in) 18 18 18 24 24 24 Id ring ad ring ETBF 0 100' 60 ring 8d ring ETBF 0 100" knurled knurled shank siding shank box shank shank siding shank box shank Fastener Type nail,0002" nail,0.113"x diameter a nail,0.002" nail.0.113"x diameter x x0.222`x 0260"x 0250 HUx x0.222"x 0260"x 025[Y HDx 2.5" 2.375" 1 5•long 2.5" 2 375" 1 5"icng Fastening Method Face«tail to Face nail to Face nail to Face nail to Face nail to Face nal to stud std stud stud stud stud Ultimate Load(psf) 269.5 332.1 176 2 128 7 162 1 128 Design Load(pan 69.6 110.7 66J 49.4 66.6 39.2 Effective Tributary Area(sett) 1 000 1 000 1 000 1 500 1 500 1.500 Fastener Load,as tested(Ibffaetener 1 89 8 110.7 583 74 1 84 9 58 7 Adjusted withdrawal design load' 74.1 64.9 •Since the calculated fastener loads are smaller then the tested fastener Wads,the calculated loads will be (lb/fastener).W used for conservative purpose Net Fastener Perselraoon(In),P 1.875 1.750 Wooc Specific Gravity,G 0 50 0.50 Nail Shank Diameter din.),0 0 092 0113 Withdrawal design value par NUS 2015 24 7 30 3 or ESR-1539(Ibdn penetration).W 1 Allowable Design Load is the Ultimate Load divided by a Fedor cf eatery nl 3 2 Artisan Siding with Lock Joint System complies with ASTM C1186 for Grade I!,Type A Non-asoesfos Fiber-Cement Flat Sheets 3 See Note 3 of table 1A 4 The allowable design loads for frame spacing of 24"were calculated using the tested fastener loads of 18"frame spaang coneguralrons 5 Tests were performed on Artisan Bevel Channel(original name Beveleo Shipap)sidings The results are applicable to other four profiles:V-Groove.Cove,Shipap,Square Channel.since they have very similar design end Bevel channel has the least amount of material. 1401 pG.4. A $N 4 olpf e • 11. , '444a" t ` 414 • SITk . �\ =741 A4) ... • F101.... ..\ "'• 4+'� 1 ,.„ .... SIONN i 5 RONALD I.OGAWAASSOCIATES,INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-2922802 714-847-4505 FAX PROJECT:RIO-2706-1 7 JAMES HARDIE BUILDING PRODUCTS,INC. 1-888-542-7343 In fo©j arae sh a rd ie.corn Table 10.Test Results and Analysts of Transverse Load Testing for Report G7085.01-303-44R1 Report Number Intertek G 708501-303-44-H' Analysis based on test results' Product Artisan Beveled Charnel' Thickness(in.) 0 625 0.625 0625 0.625 0625 0025 0.025 0 025 0625 0625 0 625 Width(in.) 10 25 10..25 10.25 10.25 10 25 10.25 10 25 10 25 10.25 10 25 10 25 2X4 wood 2X1 wax' 2X4 woos 1X4 SPF 20 ge(33 20 ge(33 SPF G 24" 2X4 wood 2X4 wood 1X4 SPF 20 ga.(33 20 ga.(33 Frame Type tuning G mil)steel nal)stool o.c.,a/ furling© mil)steel mil)stent SPF SPF 16'o c studs studs 7116"OSB SPF SPF 16"n c studs studs sheathing Frame Spacing(in) 16 16 16 16 16 24 24 24 20 24 24 ETBF 0 100' ETBF 0 100' 6tl ring 11 go No 8 x knurled No 8 x 4d nng 6d ring 11 g8 NO 8 x krncited NO 8 x siting nail, roofing nail, 0 375"x stens 0 375"x shank siding siding nab, roofing nail. 0 375"0 slier, 0 375"x Fastener Typ^_ 0 120'x 1 25"ebbed 1.25"nbb0d nail.0.090' 0 120"x 1 25"ribbed 1 25"ribbed 0 092'x diameter x 0.097 x diameter x 0 375"x wafer head wafer heed x 0 215"x 0.375"x wafer head wafer,head 0 222'x 2 0' 1.75" screw 0.315 HD x screw 1.5" 0.222"x 2 0" 1,75" screw 0 313'HD x screw 1.5'long 1 5-long , Blind nar''at' Fastening Method Blind nail to &Intl nail to Blind screw Blind nail to Blind screw 6"o c to Blind hall to Bind nail to Bind screw Band nail to Blind screw stud stud to furring stud to stud OSB stud stud to furring stud to stud sheathing Ultimata Load(pal) 89 3 122.8 155 2 101.8 128 2 140 893 1228 155.2 171 8 12112 Design Load(psf) 29.5 40.9 51.7 33.9 42.7 40.7 19.8 27.3 34.6 226 28.5 Effective Tributary Area(soft) 1.000 1900 1 000 1 000 1.000 037 1.500 1.500 1 500 1.500 1 500 Fastener Load,as tested(INfeslener) 29,8 40,9 51 7 33 9 42 7 17.5 29.8 40.9 51.7 33 9 42.7 Ad listed withdrawal design load' 39.2 43 5 (lb/fastener),W Net Fastener Penetration(in),F 1 688 1.438 Wood Specific Gravity G '1 42 0.42 Nett Shank Diameter(in),D 0.0092 0.120 NJthdrewel design value per NOS 2015 14 5 18 9 or ESR-1539(loan penetration).W I Allowable Design Load is the Ultimate Load divided by a Factor of safety of 3. 2 Artisan Siding with Lock Joint System complies with ASTM C1186 for Grade It,Type A Noe-asbestos Fitrer-Cemen(Flat Streets 3 See Note 3or table 1A 4 The allowable design loads for frame spacing of 24"were calculated using the tested fastener loads of 16'frame spacing configurations 5 Tests were Performed on Artisan Bevel Cnannel sidings The rescas are applicable to other four profiler V-Groove,Cove Slrplap,Square Charnel.since they have very simile,design ena Bevel Channel has the least amount of matenal 10 41'444.2\i OG . 144 • .. v. ►�. r �,1 .o' STA ! �, -- O ••FCOR1S)�`••t 4' 11 -:. 0Si0hf AL 44 6 RONALD I.OGAWAASSOCIATES,INC. 16835 ALGONQUIN STREET(1443 HUNTINGTON BEACH,CA 92849 714-292-2602 714-847-4595 FAX PROJECT:RIO-2706.17 JAMES HARDIE BUILDING PRODUCTS,INC. 1-888-542-7343 inforajameshardie corn DESIGN WIND LOAD PROCEDURES: F:bar-cenwnt siding transverse load capacity(wind load capacity)is determined via compliance testing to transverse toed national test standards Vla the transverse load testing en allowable design load is determined based on a factor of safety of 3 applied to the ultimate test load Circe the allowable design load is based on factor of safety of 3.allowable design loads on fiber-cement siding correlate directly to required design pressures for Allowable Stress Design,and therefore should be used with combination loafing equations for Allowable Stress Design(ASD) By using the combination loading equefions for Allowable Stress Design(AND),the tested allowable design loads for tear-cement siding are aligned with the wind speed requi-emenls In ASCE 7-10 Figure 26 5-1A, Figure 26 5-1B.and Figure 26 6-1C For ens analysis,to cure dale the pressures in Tables 4,5.and 6.the load comonation will be in accordance with ASCE 7-10 Section 2 4 combining nominal toads using allowable stress design,i.oad combination 7 Load combination 7 uses a load factor of 0 6 giplred to the wind velocity pressure Equation 1, q,=0 00258•x;K„'K„'1A (ref ASCE 7-10 equation 30.3-1) q,,velocity pressure et height z K,,velocity pressure exposure coeffieent evaluated at height z K„,topographic factor K,,wind directionality factor V,trasic wind speed(3- Equation 2, WV„ (ref 2015 IBC&2017 FBC Section 1602 1 definitions) V„,ultimate design wend speeds(3-second gust MPH)detenonet hnm 12015 IBC,2017 FBC)Figures 1609 3(1).1609 3(2),or 1609 3(3) ASCE 7-10 Figures 26 5-1A,B o:C Equation 3, p"q,'(GC,-GC„) (ref ASCE 7-10 equation 30 6-1) GC, product of external pressure coefficient and gust-enecl factor GC„,pralud of internal pressure coefficient and gust-effect factor p,design pressure(PSF)for siding(allowable design load for siding) to determine design pressure,substitute q,into Equation 3, Equation 4, p=0 00266'K,'K„'K,'V,rr•(GC,-GC,;) Allowable Stress Design,ASCE 710 Section 24.1,load combination 7. Equation 5, 0.6D+0 8W (ref ASCE 7.10 section 2.4.1.load combination 7) D dead load W wind bad(load due to wind pressure) To determine the Allowable Stress Design Pressure,apply the load factor for W(wind)from Equation 4 to p(design pressure)determined from equalion 4 Equation 6, p,,,=0 6'(p) Equation 7, p,s=0 610 00256'K,'K,;K;V,,T'(GC,;GC,J) Equation 7 is used to populale Table 4,5,and 6 To determine the allowable ultimate basic wind speed for Hardie Siding in Table 7,solve Equation 7 for Equation 8, V„_(p,,,106.0002561K,'K,;K,,'(GC,-GC,))'.. Applicable to methods speo'tfed in Exceptions I through 3 of(2015 IBC,2017 FBCJ Section 1609 1 1.to detemune Me allowable nominal design wind speed(Vasd)for t fordre Siding in Table 7,apply the conversion formula below, Equation 9, V” V.•(06)°” (ref 201518C B 2011 FBC Section 1609 3 1) ,Nominal design wind speed(3-second gust mph) (ref.2015 IBC d 2017 FBC Section 1602 1) 01 �V OGAL/Va `,1' -� • 4 -o S-Gf { OF >' w'��>�1llrT'!t • ; VVV 7 RONALD I.OGAWA ASSOCIATES,INC. 18835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA92849 714.292.2802 714-847-4595 FAX PROJECT.RIO-2706-17 JAMES HARDIE BUILDING PRODUCTS,INC. 1-888-542-7343 infoajamesha rdie.cbm Table 3,Coefficients and Constants used In Determining V and p, K, Wei--Zane 5 • F.e4ht(11) -xp 0 Cap C Exp 0 K„ N, GC, GC,,, 0-15 0 7 0 85 1 03 1,80 0.85 -1 4 0 18 20 0.7 0.9 108 I 085 -1 4 0 18 25 0.7 0.94 1 12 1 085 .1 4 0..18 30 07 098 1 18 1 085 -1.4 0.18 35 073 1.01 1 19 1 0.85 •1 4 0.18 40 - 078 164 122 I 085 -1.4 018 45 0785 1065 1 246 1 085 -14 018 50 0 81 1 09 1 27 1 0 85 -1 4 0.18 55 0.83 1 11 1 29 1 0 85 , -1 4 0.18 60 085 113 131 085 -•4 018 100 0.99 126 1.43 hr'80 I 0 85 -1 8 0 18 Table 4,Allowable Stress Design-Component and Cladding(C&C)Pressures(PSF)to be Resisted at Various Wind Speeds-Wind Exposure Category B, W rid Speed(3- so:ond gust) 100 105 110 115 120 130 140 151) 160 170 180 190 200 210 Height 1 B 8 B 0 B B B 0 0 0 B B 0 9 0-16 -14 4 - -169 -17 5 -t 1 -20 8 .24 4 28 3 -32 5 -37 0 41 7 .46 6 52 1 -57 8 83.f 20 .14.4 -15 9 -17 5 .19 1 -20 6 .24 4 -28 3 -32.6 -37 0 -41.7 46 8 -52 1 -57.8 -63.7 25 -14.4 -15 9 -17 5 -19 1 -20 8 -24 4 -28 3 -32 5 37 0 -41 7 -46 8 -52 1 57 8 83 7 30 -14.4 -15 9 -17 5 -19 1 -20.8 -24 4 -28.3 -32 5 37 0 41.7 -46.8 -52 1 4 -57.8 -83 7 35 -15.1 •18.6 -182 -19.9 -21.7 -254 -29.5 -33.9 -38.6 -43.5 -48.8 -54.4 60.2 -666.4 40 •15'1 173 -190 •207 •22.8 -265 -307 -553 - -401 453 -508 -566 827 439.1 45 -16.2 --T7 9 -19 6 -21 4 -23 3 -27 r -31 7 36 A -41 5 -48 8 -52.5 58T'' -64 8 -71.4 50 -16.7 -18 4 -20 2 -22.1 -24.1 -28 2 -32 7 -37.6 42.8 -48 3 -54 I -60 3 -66 8 -73.7 55 -17 1 -18 9 -20 7 -22 6 -24 7 -28 9 -33.6 -38.5 -43.8 -49 5 -55..6 -61 8 fib 5 -75,5 6D ' -175 •19.3 -212 -23.2 -252 -298 -34.4 -39.5 -449 -507 -58.8 -03.3 -701 -77..3 100 -25.6 -28 2 ' -310 1 33 8 .38.0 -43 3 -50 2 -57 8 -85 5 -74 0 , -82 9 -92 4 -102 4 -1129 Table 6,Allowable Stress Design-Component and Cladding(C&C)Pressures(PSF)to be Resisted at Various Wind Speeds-Wind Exposure Category C, Wnd Speed(3• second 9usl) 100 105 110 15 127 130 140 150 100 170 180 190 200 210 Height(ft) ., C C C C C C C C C C C C C C 0-IS -17 5 -10 3 -21 2 -23 2 -25 2 -29 0 -34.4 -39.5 -44 9 .50 7 -568 -61 3 -70 1 -77.3 20 -18.6 -20.5 •22 5 -24 6 -26.7 l •31 4 -36 4 41 8 -47.5 -53 7 -60 2 67 0 -74 3 •81.9 25 -19.4 1 •21.4 -23.5 -256 -279 -328 -380 -436 -496 560 -628 -70U -77.6 85.5 30 1 -20.2 22 3 24.5 .26 7 -29 1 34 2 -39 6 -45 5 -61 8 -58 4 -65.5 -73 0 -80 9 80 2 35 -20.8 -23.0 -25 2 -27.6 -30 0 -35 2 -40 8 -46 9 -53.3 -60 2 87 5 -75 2 83 3 -91 9 40 -21.5 -23 7 -26 0 -28.4 -30 9 -38 3 420 -48 3 -54.9 -62.0 -66 5 -77 4 -85 8 -946 45 -22 0 -24 2 -26.6 -29 1 -316 37 1 -431 494 -56 2 -63 5 -71 2 -78.3 -87 9 -96.9 So -22.5 -24.8 .27 2 29 7 -32.4 .38 0 -44 1 -50.0 -57.6 .65 0 .72 9 -81 2 -89.9 992 -22.9 -25 2 -27 7 30 3 -33 0 •38 7 -44 9 -51 5 58.6 86 2 -74 7 -82 7 -916 -101.0 80 73 3 -25 7 -28 2 -30 8 -33 6 -39 4 45 7 -524 -59 7 -874 -75.5 -84.1 -93 2 -102 8 100 .32.8 -35.9 -394 .43 1 45 9 -55 0 -63 8 -73.3 -83 4 ' -94 1 ' -105.5 -117.6 -1303 -143.6 Table 6,Allowable Stress Design-Component and Cladding(CAC)Pressures(PSF)to be Resisted at Various Wind Speeds-Wind Exposure Category 0, 1Aind Speed(3- second gust) 100 105 110 115 12C 130 140 150 160 170 180 190 200 210 1.4e1h1(N) 0 0 D 0 0 D 1) 1) 13 D D D t) 0 0-15 -21.2 -23.4 -25.7 -28 1 -306 -35.0 -41.6 -47 8 54 4 61 4 -68 8 -76 7 85 0 -93 7 20 -22 3 -24 6 -27 0 -29.5 -32.1 37 7 43.7 50.1 -37 0 -64 4 -72 2 80 4 -88 1 -98 2 25 .23.1 -25 5 -28 0 30 6 -33 3 -39 0 -45 3 -52 0 -59 1 -66.8 -74 0 -83 4 -92 4 -101.9 30 -23 9 -26.4 -29 0 -31.8 54 5 40.4 46 9 -53 8 .61.3 86.2 -77 5 418.4 -95 7 -105.5 35 -24 5 -27 1 -29.7 -32 5 35 3 415 48 1 -65 2 82 8 -70 9 •79 5 -88.6 -98 2 -108 3 40 -25.2 -27.7 30.6 -93.3 -116.2 -42 5 -49.3 -56.6 -64 4 -72.7 -81.5 909 -100.7 -111.0' 45 -25.7 -28.3 -31.1 -34 0 -37.0 -43.4 -50.3 -57 8 -65 7 -74 2 -832 -92 7 -102 7 -113.3 60 -28 2 -28 9 -31 7 -34 6 -37.7 -44 3 -51 3 -58 9 87 1 -75 7 -84.9 -94 6 -104.8 -115.5 55 -20 6 -28 3 -32.2 -35.2 -38.3 -45 0 -52 2 -599 -68 1 -169 -86.2 -96 1 .106.4 -1174 00 -37.0 -As -32.7 -36.7 -38.9 -457 -53 0 -60 8 -68 2 -78.1 -87 6 97.6 .108.1 -119.2 100 -370 -40.8 -44,7 -469 -63.2 -82.5 -72.5 ' 483.2. -94.6 -108.8 -119.8 -133.4 ` -147.9 -163.01 Tables 4,5,and 6 are based on ASCE 7-10 and coneistont with the 2015 IDC.2015 IRC and tho 2017 Florida Building Code. +if ff!/�/. ,r, +,++' � OGAWqa .4:., t ?.. t1 .... 1 ...to:-... - + � „ ' 1., 1. I * i � -o•'. STAN OF ��0��•.F4L/Tl t� ,,.w :,,,, s. ONAt, 8 RONALD I OGAWAASSOCIATES,INC 16835 ALGONQUIN STREET 9443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX PROJECT:RIO-2706-17 JAMES HARDIE BUILDING PRODUCTS,INC 1-886.542-7343 info(dljameshardie.com Table 7,Allowable Wind Speed(mph)for HerdlePlank Lap Siding(Analytical Method in ASCE 7-10 Chapter 30 CBC Part 1 and Part 3)' 2015 IBC.2017 FIC 2015 IOC.2017 FRC Allowable,Ultimate Allowable,Nominal Design Wind,Speed Design Wm),Speed, Va. 1.(„„,". 13-sOamd gust mph; (3-second gust mpn) Applicable to methods specified in[2015 IHC,2017 Applicable to methods FACT SeclIon 1609 1.1 as spedllnd In Exemptions I determined by Figures trough 3 01120150C,2017 1000 3(1).1809 312),or FCC(Section 1809.1 1 1609 3(3) Coefficient*used in Table 6 c.k Watters lot V,. Wxtd ox ostxo category WIrx7 0T38lxe category :1(11115 Product Stud 131.10np Allowable Width Fastener Fastener Frame Product Thickness Spacing He,ghl'' B C D 6 C 1) Oesrgn Load (inches) !inches) Type Spacing Type (indlos) (oSFf ('eel) Eta)H Exp C Up 0 0, K. GCr GC, 0.15 152 138 125 118 107 97 -33,3 0.7 0.85 1.03;11580 1 0.85 -1.4 9.18 20 152 134 122 / 118 104 95 . -33.3 07 09 1.08 1 0.85 -14 0-18 25 ( 152 131 120 r 118 102 53 33.3 - 0.7 094 112 iI 085 -14 0,10 6d siding 30 - 152 126 110 7 118 99 1 .33.3 ' 0 7 099 ' 1.18 1 1 085 -14 0,18. " r.•sa nt Cal,0 092" Blind nail 2X4 Wood 35 149 120 116 115 98 50 .53.3 0 73 0.01 1.10 1 086 -1 4 Dae 925 16 40 146 125 Its 113 97 89 -333 078 104 122 1 085 -14 0.18 vi:ecr :eve S .y .-, x 0 222"x In stud SPF 45 143 123 114 111 55 88 ; -33 3 0.785 1 065 1245 1 1 085 -14 010 2.0" 50 141 122 113 109 94 87 -333 0.81 1.09 1.27 I 0.85 .1.4 018 55 139 121 112 108 93 87 -33.3 083 1.11 129 ' I 0.95 .1.4 0 10 60 - 138 120 l 111 107 93 86 -33.3 - 0..55 1.13 1.31I 0.55 -1.4 0.18 100 114 88 - - -33.3 099 128 1.43 0>60 -1 0.85 -0.8'0.18 0.15 118 - • 92 - 1 20 2 9.7 0.65 1.23 6500 10.05 -1 4 0.18 20 ) 118 - - 92 - • -20.2 0,7 0.9 1,00 1 •0.05 -14 0.16 25 118 - • . 92 - - - -20.2 07 024 1.12 1 0.85•.1.4 0,10- 60 aiding 35 118 - • 92 • .202 0 7 098 1 16 1 025 -1 4 016 35 118 - 90 - - -20.2 0.73 1 01 1.19 1 0 65 -14 0,18 Artisan®V- 5548 8 25 nail,0.09Y Blind nail 2X4 Wood 24 40 114 - 86 - •20 2 0.76 104 122 I 025 a.4 0.18 Groove Siding x 0.22Y x to stud SPF 45 112 - - 87 • - - -20 2 0.745 1.065 1.245 1 0.65 -14 0.16 2 0" 50 - • - - - -202 - 0.81 1.09 ' 1.27 1 0.85 -14 0.18 55 - - - - 1 - -202 0.93 1.11 1.29 1 0.55 •1.4 0.18 60 - - ' ' - -29.2 - 0.85 1,13 1.31 1 0.85 -1.4 0.16" 100 - - • -20.2 099 1 28 1.43 8>60 1 0,85'-18 0.18 1 0-15 209 190 172 162 147 133 413.1 CO i 025 1.03 11580 1 0.85 -1,4, 0.19 20 209 164 168 162 143 r 130 .03.1 ' 0.7 0. 9 108 1 0,90 .1.4 014 4d 2X4 wood 25 _209 180 065 162 140 l 128 -83,1 0.7 0.04 1 12 1«028 -14 018 01 ring Blind nail SPF 30 209 177 162 162 137 126 •63.1 ' 9.7 0.W - 1.18 1 0.85 •1.4 0.18 shanArtisan®V siding nail, at 6"oc 24"o c, 35 205 174 160 159 '35 - 124 -83 1 - 0 73 1.01 - 1 19 ' 1 0 65 -1.4 0 18 5/8 8 25 24 40 201 172 158 195 133 - 123 53 1 D.78 1.04 122 1 0.65 -14 0,113 Groove Siding 0 090"x to WSP vi/7/18" {' 0 2 t 5"x sheathing OSB 45 ' 197 169 157 153 131 121 433.1 0.765 1.063 1245 1 1 0.85 .1.4 0.16 15" sheathing50 - 194 - 168 155 151 130 120 ; -031 061 109 1.27 1 0.85 -1.4 0.16 55 ' 102 166 154 149 129 19 -83 1 0.03 1.11 1.29 1' 0.85 -1.4 0..18 60 190 • 165 153 147 127 118 4 1 031 085 1 13 - 1.3t ' I 0.85. •1.4 018 103 157 139 131 122 108 101 -031 0.99 026 143 5080 1 085 •18 018 0-15 249 226 205 ' 193 175 159 09.3 07 I, 0.05 1,03 11,s130I I 0.85 -1.4 018 20 249 219 200 6 193 170 155 -693 0.7 0.8 ' 1.08 1 0.85 -1.4 018 75 249 215 197 193 166 152 .09 3 0 7 094 - 1 12 I 0.85 -14 0 18 siding 30 249 - 210 193 193 163 150 -89 3 0 7 090 1 18 1 0.05 14 9.18 A.^san7•;V Hall,009T Face Han ?X4 wood 35 244 207 191 189 160 148 •99.3 ' 013 -i 01 I.9 1 12.65f-1 4 014 Grrove Siding 5/8 825 x 0 222"x to stud DFL 16 40 239 204 188 185 '58 146 -89 3 0 75 1 04 122 1 025 -14 0.16 3 0" 45 235 202 186 182 156 144 -89.3 0.715 1005 1 245 1 0.65 •14 0.18• 50 231- 199 185 179 154 143 -89.3 0.81 1,00 127 ' 1 0.65 .1,4'0.18 55 228 197 183 1.77 153 142 .09.3 023 -1.11 1.29 1 055 -1.4 0.18 80 226 196 182 175 152 141 -09.3 ' 0.85 1.13 1.31 1 0.05 44 0.18 109 187 166 155 145 128 120 -853 0.99 128 143 11>40 1 0.85 -1.8 0.18 0-15 193 175 159 149 136 123 .53 7 0.7 0 65 1.03 /1560 t 055 •1 4 0.18 20 193 170 155 149 132 120 -537 07 09 1.08 1 0.15 -1.4 018 25 193 166 152 149 129 118 -53.7 0 7 094 1.12 , I 065 -14 0.18 (CC siding 30 193 163 150 149 126 116 -53 7 0 7 098 1.18 1 0.95 -1,4 0.19 At-tisane V nail.0.092" Face nail 2X4 Wood 35 189 161 148 148 124 115 .53 7 0.13 I.01 1 10 1 0.65 "14 0.10 Groove Siding 5/8 8 25 x 0 222"x to stud DFL 24 40 185 158 146 143 123 113 -53 7 0.78 t 04 1 22 I 0 951 -4.4 015 8 3 0" 45 182 156 145 141 121 112 -53 7 0 705 1 065 1 245 1 0 e5 -1.4 0.1 50 179 155 143 139 120 111 •53.7 0 81 1.09 `}}}714��,'''''41.40• I 0.95 .1.4 O U 60 177 153 142 131 119 119 -53'5 0 1 1 12>i ,,.4 es -14-0.18 60 175 152 141 138 118 109 -53.7 o e (i 13 �v 1 iI`s 1.4 0.11 100 145 128 121 112 99 93 .33.7 , �fJ-Q 1.43 5"80 1 0.ES-,,1,8 0.18 • 9)6...., LO .• rt (1 . FSS!ON Nk 11 t -',_,,,t,NI t f RONALD'.OGAWA ASSOCIATES,INC. 18835 ALGONQUIN STREET 8443 HUNTINGTON BEACH,CA 92649 714-292-2802 714-847-4595 FAX PROJECT:R10-2706-17 JAMES HARDIE BUILDING PRODUCTS,INC. 1-888-542-7343 Infogjameshardie corn 2015180.2017 FOC 2015100,2017 FOC Allowable,Ultimate Allowable,Nomina' Design Wind,Speed Design Wind,Speed, (3-second gust mph) (3-second gust mph) Apmlrable to methods specit1ed in 12015 IBC,2017 Applicable to reernn60 Feel Sediun 1609 1 1 as apoci00d in Excophuna 1 nolannined by rpures through 3 0112015100,2017 1509 3(1),1609 312).01 FOCI Sedbn 1029.I I 1677 3131 Goenlrwnls used in Table 6 cnkulat+onc 101 7,,. 16:017171,006lire t01090ry VJmd e e 0e106101y Sdrtt 0, Product Stud 90001n9 Allowable Pmcuct Thickness With Fastener Fastener Framv. Spacing Height'.' 0' (inches) Type Spacing Type 8 C (1 C D nos' I Load (inches) (inches) (teat) (PM E10Em:a EC Exp D 0„ K. Gl:x DC* s7.0-15 172 156 142 134 121 110 •42.9 0.7 0.85 1.03 /11180 1 4 005 .14 016 20 172 _ 152 139 134 118 107 .42.0 0,7 09 1.00 1 615•4.4 0,16 25 172 149 136 134 115 106 -42.9 0,7 084 1.12 1 0.05 -1,4 0,10 11 ga. 30 172 146 134 194 113 104 42.9 0.7 0.96 1,10 1 OAS -1,4 '0.11 roofing nail, 35 169 143 _ 132 131 111 102 429 0.73 1.01 1 10 1 0.65 •54 0.16 kr nsana;V 518 825 0 120"x Blinn nag 'lXa Wend 16 40 185 141 131 128 110 101 -12.0 1 0.78 1.04 1 22 1 0.05 -1.4 0.16 C cove Sim.rgto stud C)FI. 0.375"x 45 163 140 129 126 108 100 12 9 -0 785 1 085 1 245 1 985 •14 0.18 1 75' 50 100 138 128 124 107 99 -42.9 0 01 1 09 1.27 1 005 .1 4 0.10 55 158 _ 137 177 123 106 98 42 9 ( 0 a I.II 1 29 1 o 85 -1 4 0 to 60 150 136 128 121 105 98 -42.0 0.65 1.13 1.31 1 0 05 •1.4 0.16 100 129 115 - 100 69 4229 0.99 126 1.43 9480 5 015 -10 0.10 0-15 141 126 118 109 99 , 90 .28.6 07 I 085 1.03 5580 1 0115 -1.4 016 20 , 141 124 113 100 96 611 -20.0 ' 0.7 - 0.9 1.06 ; I 0/5 4A 0.10 25 141 121 111 ' 109 94 86 -286 _ 0.7 0.94 112 I 0.65 •1A 0.10 11 96. 30 141 119 109 92 - -28 5 0.7 0.98 1 10 1 0,85 -14 0.10 407'10 V- roofing nail, Blind salt 2X4 Wood 35 138 117 - 107 91 • -286 073 1.01 119 1 1 0.65 -14 018 56 8 25 0.120'x 24 40 135 115 • 105 89 .296 0 76 ' 104 1 22 I 9.15 •1.4 0.14 ;'-,eve 5721710 stud DFL r - - 0 375"x 45 133 114 103 89 • 29.6 "0 785 1 025 1 245 1 DM -14 a 18 1 75" 50 - 131 113 r - 101 87 -288 0.81 1,09 ' 127 10,05 -14 0.1e 55 ' 120 112 100 87 - 40.0 0,6 1 3 1.11 1.29 1 005 •14 010 60 128 111 - • 99 66 - -28.6 0.05 1..13 1.31 1 0.85 •1.4 0.10 100 - - - - - -28.8 0.00 1.26 143 5400 ' 1 0.05 -1.61 010' 0.15 193 175 " 159 150 136 123 -54,0 01 0.05 ' 1.03',5080 1 0.85 -1.4 0.10 20 - 193 171 156 150 132 121 -54.0 0,7 0 9 5.06 I 0.05 -14 0 18 25 193 167 153 150 129 118 -54.0 0.7 014 112 1 095 -1.4 0.10 No 8 s 30 193 163 150 150 127 116 -54 0 1 0.7 0.98 1 1e I 066 •14 0.10 Ar;isOne V 7 375'x 131,00 1X4 wood 35 189 181 148 147 125 115 -54 0 0.73 1 1 01 1 19 1 0.05 -1 4 0.16 Groove Siding wafer 8.25 125'nbbed 5Grew to SPF 16 40 106 159 1 140 144 123 113 -540 0.70 • 1,54 122 1 085 -14 0.18 wafer head furring tuning 45 183 157 145 141 121 112 .540 0.705. 1.005 1245' 1 0.50 -(.4 0.18 6,c7ew 50 ' 180 155 144 139 120 111 -54.0 0.51 109 127 1 0.05 -1.4 0.10 55 178 i 154 142 138 119 110 •54.0 083 - 1.11 1.29 1 •005 -1,4 0.10 60 175 152 141 138 118 109 -54.0 0.15 1,13 131 1 0.05 -1.4 0,10 100 145 129 121 113 100 94 -54 0 0.00 1.26 143 11000 I 0.05 -4 8 0 18 0.15 ) 158 , 143 130 122 111 101 .36.0 07 0.05 103'55100 1 005 -1.4 0.16 20 158 139 127 122 108 98 as 0 0.7 0.9 100 I 0.85 .1 4 0,16 25 158 136 - 125 122 100 , 97 -36.0 07 - 0.94 112 1 0,115 -14 0.15 No 85 30 ' 158 133 123 122 103 95 •36.0 0,7 0.96 1.16 I 0115 -14 011 Anisar7g V- 0 375"x Blind 1X4 wood 35 ' 155 • 131 121 ' 120 102 " 94 -38.0 0,73 1,01 1.19 1 0,00 -1.4 0141 "_:11 8 25 1 25"ebbed screw to SPF 24 40 152 130 120 117 100 • 93 -38 0 0:78 1.04 122 1 0 05 -1 4 0.16 Groove Siding water head fixing furring 45 149 12.8 118 115 99 92 '50.0 '0765 1985 (245 1 085 -14 0.10 screw 50 147 127 117 114 90 91 •1e.0 0.01 109 127 1 0.05 -14 016 55 145 125 118 112 97 90 -36.0 0.63 111 129 1 0.65 -14 0.19 60 143 124 115 111 96 69 -30,0 0.85 1 IS 1,31 1 005 -14 0.18 10C 119 - - 92 . - -36 0 099 120 143 0000 1 0.05 1 e 0.10 ' 0-15 172 156 142 133 121 110 42.7 0.7 0.85 1.03 5060 1' 0,05 -1 4 0.10 20 172 152 138 133 117 1C7 -427 • 0.7 09 1,08 1 0.85 -14 0.36 061 25 172 140 - 138 131 115 105 -42.7 0,7 094 1 12 1 005 -1 4 0.10 0.100' 30 , 172 145 134 133 113 103 .427 0.7 098 116 I 0.115 .14 0.10 knurled 2X4 205a 35 168 ' 143 ' 132 130 111 102 -42.7 0.73 1.01 1.19 1 045 -1.4 0.18 Anisan06 V- 518 8 25 shank Blind Hell Metal 16 40 165 141 13C 128 109 101 42 7 0.78 104 122 I 515 -1.4 010 Groove Siding d 0m0t01 x to scud ('lro1q 45 102 139 ' 129 126 108 100 .42 7 0 705 1065 1.245 I 110 .1 4 0.18 0.313'HD x 50 160 138 128 124 107 99 42.7 0.01 109 1.27 ) 1 0.05 -1 4 0.10 1 5'long 55 158 ' 137 - 127 122 106 98 42.7 0.83 1.11 �r I 005 .1 4 0.18 60 156 135 126 121 105 97 42.7 0.85 Y]414il1�j�r�rrt.0.85 -14 0.16 '001 129 114 - 100 89 - 42.7 0.911)(11 26 3i;1"RlIWA 11%05 -1.8 0.10 5‘ ...4 ... „. .. s. . . . �4 -�,�- 4 21 s-Pk o� '4; .5 FL 0 R�aP'.r,`�1�` 1 10 F�V`✓lllfVt'f\ II �'''',.,. ,hill RONALD I.OGAWAASSOCIATES,INC 16835 ALGONOUIN STREET 0443 HUNTINGTON BEACH,CA 92849 714-292-2602 714-847-4595 FAX PROJECT:RIO-2706-17 JAMES HARDIE BUIt.DING PRODUCTS,INC 1-888-542-7343 Info@jameshardie corn 2075/BC.2017 FOG 2015117C.2017 FISC Allowable.Ultimate Allowable.Nominal Design Wind,Speed, Design Wind,Speed, V„‘", V,,, t3-socond gust mph) (3-second gust mph) ApWkable to methods specified in 12015 IBC.2017 Applcaule It,methods FOCI Segiur 1509 I I as specified in Exceptions 1 detemilned by Figures 1810507 3 311201 5 IBC,201/ 1600 3(I),1609 312),01 FOCI 7740500 1009 I 1 1009 3(3) Coefficients used In Tab*I calculations for V,. Wind exposure category Wind ewe category , son(; K, 1-ruduct Stud Building Allowable Fin lac' lbcaness 'Ndth FastenerFestoner Frame HOighPr B C D B C D Design Load (irirtnes; +inches Iype Spaang Type (0101108) (feet) (FSf) Exp 0 Exp C Exp 0 Ke K., GCt GC,0.15 140 127 118 , 109 90 90 28 4 0.7 0.85 103 11500 I, 0.85 -14 0 18 20 140 124 113 109 96 87 -28 4 0.7 0.9 1 08 1 0215 -1.4 0.19 El-8F 25 140 121 '11 109 94 86 -28.4 0,7 1.12 1 0.85 -14 0.16 0 100' 30 140 119 109 92 - .28.4 0.7 099 1.16 I 0 05 .1.4 0.16 knurled 204 20ga 35 137 117 _ 106 90 - 354 0.73 1 Sr I.S9 ' I 085 .1.4 0.18 Ad1581100 V. 13.25 shank Blind nail " Metal 24 40 135 115 - 104 09 - / •20 4 0.79 1.04 1 1.22 1 0.85 44 0.19 Groove Sid'ng to stud diameters (33mmI) 45 132 114 - • 103 88 • 29.4 0785 1.005 1245 1 045 -1.4 0,18 0 313'11D x 50 130 112 - 101 87 - -284 0.81 1.09 1.27 1 0.65 -14 0.113. 15'long 55 129 111 - 100 86 - -284 0.03 1,U 129 1 0.05 •14 0.10 60 127 110 - 99 85 • -244 0.80 1.13 131 1 1 0.65'•14 0.16 100 - • - -284 0.00 120 1 1,43 8,60 1 085 -18 0,16 0-15 225 205 186 175 158 144 -734 0.7 0.85 1.03 f0I080 1 085 -14 0.10 20 725 199 182 115 154 141 ' -134 07 09 108 I 0.85 -14 0,16 Erni- 25 225 105 - 178 175 151 138 " -73.4 ' 07 094 1.12 1 0.85 -1.4 0,16 0 100' 30 225 191 175 175 148 136 .73.4 0.7 0.90 1.16 ' 1 005 4.4 016 kndrled 2X4 20ga 35 221 168 ' 173 171 145 134 " -734 ' 0.73 1.01 1.19 1 0.65 -14 0.18 4.1.sa l v- Face nail 5B ti 25 shank Metal 16 40 218 185 171 168 143 132 -134 0.76 104 1 22 1 0.05 44 018 ,;rc o:e Si;1,ng diameter x In stud (33m0) 45 213 163 169 165 142 131 •734 0,705 1.065 1 245, 1 0.85 -1.4 0.10 0 250'HD x 50 210 181 167 182. 140 1 130 -73.4 0.81 1.09 127 1 0.05 4.4 0.10 1 5 long 55 207 ; 179 166 180 139 129 -73 4 0.83 111 1 20 I 006 -14 0.18 60 205 177 165 158 137 128 -734 0.65 113 171 ' 1 015 4.4 0.I0 100 189 15(1 141 131 116 109 -73 4 0.99 126 1 43 11560 1 0 65 -1.6 0..10 0-15 184 107 152 143 129 118 ' -48 0 0 7 0.85 103 ,11100 1 0.05 -1.4 0 le 20 1134 I 182 148 143 126 - 115 -46.9 07 00 1.08 1 015 -1.4 01e ET&F 25 ' 184 159 145 143 123 - 113 -48 9 0 7 1 0,94 ' 1.12 1 0.85 -1.4 0 1e 0.100' 30 184 156 143 143 120 111 -70 9 r 0 7 0,96 ' 1,18 I 0,85 -1.4 0 18 knurled 2X4 20ga. 35 160 1 153 141 140 119 109 '48 9 0 73 - 1211 I.10 I 0.801 -1.4 0.18 Artisan®V Face nail 1 She B 25 shank Metal 24 40 177 - 151 1 139 137 117 108 .489 0 76 1 1,04 +22 , 1 0,06 -1.4 0.1e Groove Sidrrg diameter x to stud (33m11) 45 - 174 149 138 135 116 107 ' -48 9 0.755 1.085 1.245 1 018 -14 0.14 0.250'MU x 50 171 147 137 133 114 106 -48 a 0.81 1.09 1.27 1 086 4.4 0.10 1 5'long 55 169 146 1 138 131 / 113 • 105 -489 0.83 ' 1.11 5.29 1 005 -14 014 60 167 145 135 129 112 '04 489 0.65 1.13 1.31 1 0.85 -1.4 0.14 100 135 123 115 107 95 89 .489 (99 120 143 0a0O t 0.05 -16 010 0-15 227 206 • 187 175 159 145 .741 0.7 015 103 0560 1 0.05 -14 0.10 20 ' 227 200 182 175 155 141 .74 1 0 7 0.9 1.08 1 0.115 -14 0.10 Bd ring 30 221 191 176 175 148 136 -74.1 0.7 0 25 ' 227 ' 195 179 175 151 1 139 -14 I 0.7 0.94 1.12 1 045 .1.4 0.18 shank .95 ) 1.18 I 085 -14 0.18 '1isar160Sding35 222 189 174 7 172 148 135 -741 073 1.01 1.19 I 085 -1.4 rite siding nail, Face nail 054✓loud nsrll Lod(30101 416 11125 '0 40 217 186 172 188 144 133 -741 070 1.04 r 1.22 1 069 44 '018 0.002's to stud Df System0222„x 45 214 184 170 166 142 132 -74.1 0 785 r 1 085" 1 245 1 005 -1.4 0.18 2 5' 50 211 182 168 163 141 , 130 .74 1 061 ' 1 09 1 27 1 0 15 .1.4 010 55 208 1130 187 161 139 129 -74 I 0.93 1.11 129 1 085 4.4 019 60 206 1713 166 159 138 128 -74.1 0.55 1,13 1.31 1 0.05 .1.4 015 100 170 151 142 132 117 110 -74.1 0.99 126 1.43 h,60 1 015 -1.0 015 0.15 185 168 152 143 130 118 -494 0.7 9.65 1.03 9560 1 0.65 -14 018 20 185 183 149 143 126 115 -49.4 07 00 1.0$ 1 015 -1.4 0.10 Od ring 25 185 160 146 143 124 113 -494 0.7 0.94 1.12 1 055 .14 0.18 30 185 156 144 143 121 tit 49.4 0.7 , 0.98 1..16 1 085 4.4 0.10 O dise0*3 Siding 35 35 181 154 142 140 119 110 .494 073 10t 1,19 1 0.85 -1.4 0.18 siding nail. Fare nail 2X4\NOM oath Lock Joint !,./8 10 25 14 40 178 152 140 137 118 109 -49.4 0.70 1.04 122 i 015 -14 0.18- Systom 0 092"x to stud DEL 45 175 150 139 135 116 107 49 4 0.705 1,085 1.245 1 015 4.4 0.18 0 222"x 50 172 149 137 133 115 108 49 4 0 81 1091 1 0.85 -1.4 0.18 2 5" 55 170 147 138 132 174 106 -494 0.63 14/. '1 29,IIA f+,,0,6 -1.4 0.18 60 168 146 135 130 113 105 -49 4 0 85 IT 13,. {aklp,k AO: 44 0.18 100 139 123 116 108 95 90 -404 lib t$t6i 1 43..n>60 1 i 0.e5 1.4.6 0,18 /10, 4 17 / • f, 11, ,4► • • * .. y x • .5. 5. • G7. ail • SIMI:- 4 r •-•7 U 11 • f0.,,,,...„,,,I2j� RONALD I.OGAWA ASSOCIATES.INC 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2802 714-847-4595 FAX PROJECT:RIO-2708-17 JAMES HARDIE BUILDING PRODUCTS,INC. 1-888-542-7343 info©tameshardie corn 2075WC.Mil FBC 2015100.2017h0C Alfowaet0,Ultimate Allowable,Nominal Design Wind.Speed. Design Wnd,Speed, (3-second gust mph) (3-second gust mph) Applkebio 10 methods specified In¶2015 IBC.2017 Applicable to methods FOCI Ser In 1609.1 1 as 5neu1ed in r.rnplmns I determined by Figures ;niough 3 0912015 IBC,2011 1509 311),1800 3921,01 FOCI Section 1809 1 1 1809 3(3) Coefficients used in Table 0 calculations for 0,. Wnd e sure Category Wind exposure celeaoa siding K. 1,i0,1111.1 Stud Building Allowable Product Tr9c6ness Width Fastener Fastener Frame SpaGn B D B C C Design Load (inches) Typo Spacing Typo 9 Height'' res F) (inches) 00 t Fl Fxo 8 Exp C Exp 0 k,. K, GC, GO,, 0-15 242 220 200 188 170 155 -84 9 0.7 0.95 1.03 9460 I 0.85 .1.4,0 1e 20 242 214 195 188 166 151 -849 0.7 0 9 1.011 1 0.85 -1.4 0.16 25 242 209 192 186 162 148 -949 0.7 0.94 112 1 0.65 -1.4 0.16 0d ring 30 242 205 188 188 159 140 704 9 07 0,96 1,16 1 0.65 -1.4 0,18 Artisan®Siding shank Pox 35 237 202 MOO 184 Ism 144 -84 9 073 1.01 1.19 1 025 -1.4 0.10 with Lock Joint 518 10.25 nail,0.113' Face nail 2X4 Wood 16 40 233 199 184 ' 180 154 142 7 .84 5 076 1,04 122 1 0,85 4-4 0.16' to stud DEL System x 0.260"x 45 229 197 182 177 152 141 .849 0.765 1,065 1.245 1 066 -1.4 0.16 2 375" 50 225 194 180 - 175 151 139 -84 9 0 S 1 09 1 27 1 025 -1.4 0.18 55 223 193 179 172 149 ' 138 -64 9 0 e3 1.11 1 29 1 0 65' -/4 0,18 60 220 191 177 170 148 137 .649 085 1.15 III 1 0.25 -14 0.18 100 182 161 152 141 125 117 -84.9 0,09 126 143 2,40 t 095 -1.6 016 0-15 198 180 183 153 139 126 -56.6 07 0.05 1,03 8580 1 0.80 -1.4 Dab 20 198 175 159 153 135 123 -566 0.7 08 - 106 1 0.65 -14 0.14 25 . 196 171 157 ' 153 132 121 -568 07 0.94 1.12 I 085 .1.4 018 84 ring 30 198 167 154 " 153 130 119 -50 6 0.7 0.96 1 10 1 0 85 .1 4 0.18 Arosan®Siding shank box ', 35 194 165 152 150 128 - 118 .50.6 0.73 tot 1.19 I 065 -u 0,18 Face heti 2X4 Wood with Lock Joint 5.6 10.25 nail.0.113' 24 40 190 162 150 147 126 116 -56 8 0.76 104 122 I 0-85 -1A 0.18 to stud DPL System x0.260'x 45 187 161 ' 148 145 124 115 -568 0765 1.065- 1245 1 085 -1,4 0 l 2.375" 50 184 159 147 143 123 t 114 J -56.0 0.81 109 1.27 I 015 4.4 0.18 55 182 157 148 - 141 122 113 -5e a 013 I II 129 1 0.83 -1.4 0.16 60 180 158 145 • 139 121 112 -56.6 0 65 1 13 1 31 1 095 -1.4 0.16 100 149 132 124 115 102 96 -56.8 0 99 1.28 143 13>60 1 0,85 -16 0.18 ' 0-15 202 183 160 150 142 129 -58 7 0.7 0.85 103 5560 1 OAS -1,4 0.18 20 202 178 182 158 138 126 - -587 07 09 108 I0.55 -1,4 0,16 ET&F 25 202 174 159 158 135 123 ; .58.7 0.7 - ON 1.12 I' 015 -1.4 0.18 0.100' 30 202 170 157 156 132 121 58.7 0 7 0.98 1.16 1 015 4,4 0 18 Artisan®Siding knurled2X42.0tja 35 197 188 155 153 130 7 120 -50.7 073 101 1.19 1 0.95 -1,4 0,16 "race nail with Lodz Joint 5'8 10 25 shank to stud Metal 10 40 193 165 - 153 150 - 128 116 -se 7 0.76 104 1,72 1 495 -1.4 0.16 System diameter x (339411) 45 190 163 151 147 127 ' 117 58 7 0 795 1 085 1 245 1 085 -1.4 018 0.2517'HO x 50 187 162 150 145 125 116 -507 001 1 09 I 27 1 0A5 -1.4 0.18 1 5'long 55 185 160 149 143 124 115 -56 7 0.63 1.11 129 I 0.85 -1,4 0.16 60 - 183 159 147 142 123 114 -58 7 0.85 1.13 1-31 1 018 -1.4 0.18 100 151 134 126 117 104 98 -58 7 089 1.26 1.43 11080 1 025 -1,8 0,18 0-15 165 150 130 126 116 105 -392 0.1 0.65 1.03 5460 1 0.85 -1,4 0.18 20 165 145 133 128 113 103 -39 2 0 7 0.9 ' 1 08 1 0 85 -1.4 0.15 OAF 25 165 142 130 128 t 110 101 .392 0.7 094 112 I 0 85 -1.4 0.15 0.100" 30 165 139 ' 128 128 108 ' 99 -39.2 0.7 098 116 I 0.95 -1.4 0.19. rrt.san'Sf S,CIng knurled 2X4 20ga 35 161 137 126 125 106 ' 99 81 -39.2 073 101 - 1.19 1 015 -1.4 016 .loth Loco.c''l 5,4 10 25 shank Face neo Metal 24 40 158 135 125 122 105 97 -39.2 0 76 1,04 122 1 13.65 -1A 0.18 Sy:;lom diameter x to Mud (33mi1) 45 ' 156 134 124 121 103 96 ' -39.2 9785 1.068 1.245 1 0.85 44 0.18 0.250"HD x 50 153 192 122 119 , 102 95 -39 2 0.81 1.09 1 27 1 085 -14 0.10 1 5'long 55 151 131 121 117 101 94 -39 2 0.63 III 129 1 0 85 -1.4 0.10 60 150 130 120 118 100 93 -392 0.85 113 131 1 0.65 -1.4 0.18 100 124 - - 06 - -30 2 099 1.26 143 hx40 1 0.65 -1.8 0.18 0-15 153 139 126 119 108 98 -339 0.7 065 103 8560 1 0.85 -1,4 0.18 20 153 135 123 119 105 96 -33 6 07 0.9 908 1 085 -1,4 0.16 F TV 25 153 132 121 119 102 94 -33.9 I 07 0.94 1.12 1 0.55 -1.4 0.18 0100" 30 153 129 119 ' 119 900 92 -339 0.7 088 118 1 085 -1.4 0.18 Artisan®Siding knurled 2X4 20ga 35 150 128 118 116 99 91 .33 9 0.73 1.01 1.19 1 015 -1.4 0.18 with Lock Joint 5/9 10 25 shank Blind nal Meta, 16 40 147 126 116 114 97 90 -939 078 104 122 1 085 4 018 System diameter x t0 85'd (33mi1) 45 145 124 115 112 96 09 -33.9 0.785 i 065 1245 1 0.66' -1-1.4 OAS 0 313'1112 x 50 142 123 114 110 95 88 -33 9 0.81 1 09 1 27 1 0.85 -1,4 0.16 1 5'108g 55 141 122 113 109 94 87 -33 9 0 83 1 11 1 29 I 0.85_ .1 4 0 15 60 139 121 112 ' 108 93 87 -33.9 08 t tifie''1'50- ,e1 0.49 -1 4 0.1$ 100 115 - - 89 - .33,,'ty4 f ('qf, .�1r1/, ,1 085 -1a 0.98 0. '` `\ NJ • � 2g121 �o• : * Z �'0F•. FL O VIOP t,1' 12 =.C-8810NAk� , 114 RONALD I OGAWA ASSOCIATES,INC 16635 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX PROJECT RIO-2706-17 JAMES HARDIE BUILDING PRODUCTS,INC. 1-888-542-7343 info@jameshardie corn 2015 100,2077 AOC - 201510C 2017 FOC A00wa0le.Ultunaie Allowable,Ncmnat Design Wind,Speed. Design Wind,Speed, 0/0.1.4, /0.1 V..a (3-second gust mpnl t3-second gust mphl Ap0le9lA#In 09150.50 5ped80d in 12015 IOC,2017 A5714001010 methods FBC)aec9on 1809 1.1 us 5tax5hod in Exonpiions I detenMned by Fpwes through 3 01(2015 iOC,2017 1609 3(11,1609 3,2).or FBCI 5001on 16(19 1 I 1809.3131 coottic,nrs used in Table 6 calcutellrms 101 V,. Wind exp00uro category And exposure cal0yor3 SHlio9 K. Product Stud Building Allowable 0rodlut Thlekress NM lb fastener Po51014w Frarna S c1- H C D B C J Cas Load pe 9 90,9811 11- (notes) Pnches) Type Spadn9 Type (inches) (feel) (p`'FI Exp 8 Ed,C Expo h„ K. GC, GC,. - a, 0,15 125 114 • 4 97 68 • -778 07 085 103 5560 1 085 -14 Ole 20 125 110 - 97 85 - v-22.8 0,7 0.9 1.06 1 0.85 .140188 E1&F 25 125 - 97 .229 07 094 112 1 065 -14 018 0 100' 30 125 - 97 • 226 07 096 118 1 085 -14 0.18 Artisar.39 Siding knurled 2X4 2098 35 123 95 • - -226 0 73 1 01 1 I9 I 065 -14 018 with Lock Joint 518 50 25 shank Blind neiiMetal 24 40 120 - - 93 72 6 0 78 1 04 172 I OeS -1 4 0.18 System diameter x to Stud (338111) 45 118 - - 92 - - -22.6 0785 1 085 1 245 1 1 085 -1 4 0 10 0313'HD 50 115 - - 90 -228 081 1C9 127 I 085 -14 018 15'long 55 115 - - 89 - - -22.6 083 I It 129 I 085 -14 0.18 60 114 - - 88 - • -72 8 0 85 1 11 1 31 I 0 85 -1.4 0 18 100 - - -22 8 0.99 1 26 1 43 5>60 7 I 0 85 -1 8 0 18 0.15 172 1716 142 133 121 110 -47 7 0 7 0 65 1 03 5560 1 0 85 -1.4 0 18 20 172 152 138 133 117 107 I. -42.7 . 0.7 0.9 108 1 085 -14 ale 25 172 1413 136 133 115 105 -42 7 r 0 7 0 94 1 12 1 0.85 -1 4 0 18 No 8 x 30 172 145 134 133 113 103 47 7 • 0 7 0.98 1 16 I 085 -1 4 0 18 '1/I 5,110 61011-7 0 375•x Blind 2X4 20ga 35 168 143 ' 122 130 - 111 102 - -42 7 0 73 11:11 1.19 I 0 85 .1 4 0 18 mid..o(ik Jo 1-t 5,5 10 25 1 25'nbtsed screw to Metal 16 40 165 " 141 , 130 128 109 101 47 7 ' 0 76 I 34 127 I 0 85 t 4 0 18 System wafer bead stud 537101)) 45 162 139 129 126 108 100 -42 r 8185 1.065 1.245 I 085 -1 4 0 18 0(1014, 50 160 138 128 124 107 99 42 7 0 01 1 09 1 27 1 0 85 -1 4 0 18 55 158 137 121 122 106 68 427 083 I.11 I 24 1 085 -14 0115 80 158 135 126 121 105 97 -421 0.85 113 I41 1 0.85 -14 018 100 129 114 - 100 89 - .42.1 0.99 1 20 1 II 0,80 I 085 -1 8 0.19 0-15 140 127 116 109 99 ,, 90 -205 07 085 103 110e11 1 085 -14 018 70 140 124 113 109 96 88 -28 5 0 7 0.9 i 08 1 0 85 .1 4 0 18 25 1 140 121 - 111 109 114 88 -28.5 07 094 I 112 I 085 -1.4 018 No 8x 30 140 119 - 109 92 - -785 07 098 I18 I 085 .14 018 ArlisarM Siding U 375'•x Blind 2X4 209a 35 138 117 • 107 91 .76 5 0 73 1 01 • 1 19 I 0.85 -1 4 0 16 .0,11 Lock Joint I/O 10 25 1 25"riobed screw to Metal 24 40 135 118 154 89 - 28 5 0 78 1 04 1 22 I 0 65 -1 4 0 18 System water head stud (33mii) 45 133 114 193 88 28 5 0 785 1065- 1 245 I 0 05 1 4 0.10 screw 50 131 113 - 151 87 -285 081 109 177 I 085 -14 0.18 55 129 112 100 86 I - -20 5 ' 0 83 1 11 1 29 1 0.85 -1 4 0 18 60 127 111 - 99 116 - 28.5 0.85 113 131I 0.85 -1.4 018 100 -785 099 126 143+5.8,1 1 085 -1.8 018 0 15 144 130 118 111 101 92 -29.0 0 7 0 85 1 03 1,360 1 0 05 -14 0.18 20 744 127 116 - 111 98 90 -79.8 07 08 108 I 085 .14 018 25 144 124 114 111 1161 88 -26.8 0.7 094 1 12 1 0 85 1 4 0,18 Bu aiding 30 144 121 112 111 94 86 -29 8 0 7 0 BB 1 16 1 0 85 -1 4 0 18 Artisan®Siding35 141 126 110 '09 93 85 -20.8 0 73 1 Ot 1 19 1 065 -14 0.16 nail,0.0$2.. liMd nail 2X4 Wood with Lock Joint 518 10.75 16 40 139 118 157 91 -29 8 0.76 1 04 1 22 I 0 85 -1 4 0 18 X 0222`x to stud SPF System2 0, 45 136 116 - 105 fle - 29 8 0.765 1 065 1 245 1 5 65 .1A 0.18 50 134 115 103 99 - -298 081 I 00 127 I 095 •I4,018 55 132 114 • 102 88 - .29 8 0 81 111 1 28 1'0.65 -1 4 0 II 60 130 113 - 101 88 - 29.8 0 85 1 13 1 31 I 0.85 -14 0 18 100 - - . - -79 8 0 99 126 1 43 h'90 1 0,85 .1.8 0 18 0.15 117 91 - -19 8 0 7 0 85 1 03 1580 1 0 85 -1 4 0 18 20 117 - 91 .198 07 09 1 108 I 085 -Is 010 25 117 91 - - .198 07 094 1.12 1 085 -14 0.18 &I aiding _ 30 117 • - 91 - -198 07 098 116 I 085 -1.4 0.16 An sena Siding 3515 189 - -19 a 0 73 1 01 1 19 1 0.85 .1.4 0.18 nail,0 092' Blind nail 2X4 Wood / ,with Loch Joint 518 10.25 24 40 112 - • 87 .19 8 0 76 104 122 1 C.65 -14 0 18 x C 222'x to stud SPF - System ,7. 45_'11 - - 86 - - -19 8 0 785 1 065 1 245 1 C.85 -,.4 0 18 50 - - - - 198 081 109 117 1 085 .74 0.16 55 - • - - - -194 083 p10�f1Crr"/""iS) 085 -14 01b 6,3 - . • 19 9 T'I1 t .(�4l 1l 8 95 1 4 o0 18 le 100 - - .198 `8' \2 l� r. 7 I 086._-II ole YY rri.I�,e.,. 111 ••\2INS - '' r t 11 ,•:.. 4) ... 1 . SI-1(- ••F S _ LoR\O ".•'',•,- f(1 Cj .ry.V/11.,117[, -1 RONALD I OGAWAASSOCIATES,INC 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH.CA 92649 714-292.2802 714-847-4595 FAX PROJECT RI0-2706-17 JAMES HARDIE BUILDING PRODUCTS,INC. 1-888-542-7343 info@jamesh ardio.corn 2015180.20:1 FRC 2055)80,2077 P80 Allowable,Ultimate Allowable,Nominal Design Wine,Speed, Design Wind,Speed, V„:.6, V„,, , (3-second gust mph) (J:second gust mph) Applicable to rnothods specified In(2015 IBC.2017 Applicable to methods FOCI Repan 18119.1 1 as 0parih00 in Exceptions 1 determined by Figures through 3 0l(2015 IBC,2017 1008 tori,1609 3(2),or PBC)Secixm 1605 1 1 1509 1(3) Coarlcrants usa4 In Table 6 caIculahons for V-. Word exposure category 'Mrd exposure category Siding K Product Stud Building Allowable Width Fastener Fastener Frame Product Thickness Spacing Height'' b C D b C 0 peso toad (9xnee) (merest type Spacing Type mdles) (PSP)((001) Exp8l tjpc En.D K, K, GC, GC" 0-15 168 133' 139 r 130 118 107 • -409 0.7 0.55 1,03 hs60 I 0.851 -1 4 0 18 20 188 148 135 130 115 105 ,409 07 09 109 I 0.95 .14 018 25 158 145 133 fi 130 112 103 -10.9 0.7 0,94 1,12 I 886 .1,4 0.10 11 56 30 (68 142 131 1 130 110 101 -40,9 0.7 0.96 1 10 r 11.118 .14 0.11 Artisan®Siding roofing nail, Blind nail 2X4 Woad 35 165 140 129 128 109 100 ' -40.9 0 73 tat 1 19 I 085 -1.4 0.10' with Lock Joint 5.0 10 25 0 120"0 16 40 162 138 127 - 125 107 99 -40 9 0 76 104 - 122 1 0.65 -1,4 0.18 System 0 375"x to stud SPF 45 159 136 120 123 108 98 -40 9 0 785 1 065 1145 I 5851 -1.4 0.10 ' 75" 50 156 135 125 - 121 114 97 ♦0 9 0.61 1.09 127 I 0 05 -14 0.18 55 155 134 124 120 104 96 -409 083 111 129 1 s 005 .14 018 60 153 132 123 118 103 95 - -409 0.95 1.13 131 1 0.65 -1.4 0.10 100 126 112 - 98 87 -40.9 0.99 1.25 1,43 h>00 1 0A5 -1I 0.18 0-15 137 125 113 107 ' 97 88 7)7.3 0.1 0.05 103 0090 I 015 -1,4 0.18 20 137 121 111 - 107 94 88 ; •27.5 0.7 01 - 118 I 085 .1.4 au 25 137 119 - - 107 92 - - •27,3 67 - 094 - 1,12 I 1 085 -1.4 0.18 11 g 30 137 016 107 90 - -27,3 07 ' 0.00 • 116 1 085 -14 010 Arlaarr&Siding 10051/5"811 Blind rad 2X4 Wood 35 135 ' 114 - - 104 89 • - •27.3 0.73 1.07 ' 119 I 0.05 -1 40.18 with Lock Joint 518 10 25 0 120"x 24 40 132 113 - 102 87 - -27 3 0.70 104 122 1 0.95 -1 4' 0.18 System C 375"x t0 stud SPF 45 130 111 - 101 88 • -27 3 0 780 1 085 1.245 1 0.68 -1 4 0.10 1 75" 50 128 110 - 99 85 • -27.3 011 1,00 (.27 1 0.05 •1e, 0.18 ' 55 126 - - 98 - - -27,3 0813 111 t.29 1 OAS .1.4 0.10 611 125 • - 97 - - .27 3 0 85 1 13 1 31 1 0.65 -1.4 0.18 100 - - - - . - -27 3 0 08 i 2n 1 43 1080 1 OAS -1.8 0.18 0-15 189 172 158 147 133 121 517 07 005 103 0080 I 0.55 -1.4 0.10 20 189 187 152 147 129 118 41.7 07 0 9 1.00t 015 -14 0.18 25 169 163 150 147 126 118 -51.7 07 0.94 1.12' 1 0.06 .1.4 0.10 No 8 x 30 189 160 147 147 124 114 -51 7 0.7 0,90 1.10 I 1 085 -1.4 0.10 Prtisari®Siding 0.375"x Blind IX'wood 35 185 158 145 144 122 112 -51 7 0.73 1.01 1.191 015 -1 4 0.18 wile Lock Joint 518 10.25 1 25"ribbed screw to SPF 16 40 ' 182 155 143 141 120 111 -51.7 • 0.70 1.04 1.22 , 1 0.95 •14 0.18 System wafer head furring lulling 45 ' 179 153 142 138 119 110 -51.7 0.785 1 005 1245 1 0951 -1A 016 screw 50 176 152 140 138 117 109 -51,7 011 1.09 1,27 1 0.05 .1.4 0.18 55 174 150 139 135 116 108 •51.7 083 1.11 1.29 I 0.115 .1.4 0.18 80 172 149 138 133 115 107 -51.7 0.55 1.13 - 1.31 1 098 -1.4 0.16 100 142 126 118 110 98 92 •51_7 090 1.26 143 h80 1 065 •1.8 018 0-15 155 140 - 127 120 109 99 .34.5 0.7 0.55 1.03 hO80 1 0.90 -1.4 0.18 20 155 136 124 120 106 96 .34.5 0 7 0.0 1.08 1 0.85 -14 0.16 25 155 133 122 120 103 95 -34.5 0.7 0.04 112 I 0.85 -14 018 No.8 x 30 155 131 120 120 101 93 -34 S 0.7 0.00 1 16 1 015 .1.4 0.18 Artisan®Siding 0 375'0 Bind 1X4 wood 35 151 129 119 117 100 92 -34 5 0.73 1 01 III 1 01S •1.4 0.18 with Lock Joint 518 10 25 1 25"ribbed screw to SPF 24 40 148 127 117 115 08 91 -34.5 0.78 1.04 1 22 1 085 -1 4 0.18 System, water head tuning hii'rig 45 146 126 118 113 07 03 .34.5 0785 1065 1246 1 018 -14 0.18 011(790.' 50 144 124 115 111 96 89 -34 5 011 1.09 1 27 I 0.95 41 0.18 55 142 123 114 110 95 88 ,34.5 0 03 1.11 129 1 018 -1.4 0.18 80 140 122 113 109 94 88 .34.5 0,85 113 1.31 1 OAS .14 0.18 100 116 - 90 - -34.5 0 99 1 26 1 43 11080 1 015 -1.8 0.16 1 Screws shall penetrate tho metal framing al least three full threads 2 Knurled shank pins shall penetrate the metal framing at least 114 mai 3.Building height=mean roof height(in feet)of a building,except that save height shell be used for roof angle O less than or equal to 10"(2-12 roof slope), 4 V,r= ultimate design wind speed 5 V,,,=nominal dodge wind spend 6 Linear interpolation of building height(<_60 ft)and wind speed is permitted /I/�//JIT///i,J 7 Vend speed design assumptions per Analytical Method in ASCE 7-10 Chapter 30 CRC Pail'.and Part 3-K„=1,K,=085.GC,,---1 4(0560),GC,-1.0(h>60),GC„0 18 y�, 44yt ()GAN '' LIMITATIONS OF USE: ��� `` •• .. . The fastening configurations 1)5160 in this report are not applicable to High Velocity Hurricane Zones(HVHZ). ,,`111 '��I, I•4 i - l +1',1 '1 1u. 4 \ • . si. q' STA $ ,' Cr �0., FLOR0 '' :\ ii',117 �essIQNAO6 4 14 Builder: Job Info: Browdy&Browdy, Inc Job: J190393-1-R 6944 St Augustine Rd File# Ste DOSales: Jason Brackin Jacksonville FL 32217 FFICE COP Design: John Knight (904) 739-5195 Page 1 of 7 Job: Report Date: Nowakowska Manning Building Supplies Rep. Date:9/9/2019 1250 (B) Selva Marina Cricle 11155 Phillips ParkwayDr. E Atlantic Beach FL 32233 p Jacksonville, FL 32256 (904) 268-8225 * (904) 260-2981 Cover Sheet Roof Trusses QTY (Shipping) Base Span OVERHANG CANTILEVER STUB PLY LABEL DIAGRAM PITCH HEIGHT SPAN LUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT 1 DLA 12-08-00 2-ply A01 0.25/12 2-03-02 12-07-08 2 x 4 1-00-00 - - 0-08 1 D����� 12-08-00 2-ply AO1A 0.25112 2-03-02 12.07.08 2 x 4 1-00-00 - - 0-08 9 A02 Y 0.25/12 2-03-03 12-08-00 2 x 4 5-00-00 - - - 12x4 2-ply AO2A 0.25/12 2-03-03 12-08-00 2 x 8 5-00-00 a 1 A03 0.25/12 2-03-03 7-03-15 2 x 4 - - - - ii 21 A04 !\1 0.25/12 2-01-03 5-00-09 2 x 4 - - - - 1 AO4A 0.25/12 2-01-00 5-00-09 2 x 4 - - - - 1 A04B !Mill 0.25/12 2-00-08 5-00-09 2 x 4 - - - - 1 A05 -1 0.25/12 2-00-08 11-08-0011-07-08 2 x 4 - - - 0-08 1 A06 0.25/12 2-01-00 11-08-0011-07-08 2 x 4 - - - 0-08 1 A07 I�I`I 0.25/12 2-01-08 11-08-00 11-07-08 2 x 4 - - - 0-08 1 A08 0.25/12 2-02-00 11-08-0011.07.08 2 x 4 - - - 0-08 1 A09 NIL-------------10 - 0.25/12 2-00-08 10-00-009-11-08 2 x 4 - - - 0-08 1 A10 MIT 0.25112 2-01-00 109:0101:0080 2 x 4 - - - 0-08 1 All 0.25/12 2-01-08 109:0101:0800 2 x 4 - - - 0-08 ry J� 10- - 1 Al2 {I�/ 0.25/12 2-02-00 g-1100-0800 2 x 4 - - - 0-08 / 109:0101:g80 5 A13 0.25/12 2-02-08 2 x 4 - - - 0-08 11 '� 10- - 1 A13A 0.25112 2-02-08 9-0011.0800 2 x 4 - - - 0-08 /�� 2 A13B �// \ 0.25/12 2-02-08 10-00-00 9-11-08 2 x 4 - - - 0-08 / 10-00-00 10 A14 0.25/12 2-02-08 9-11.08 2 x 4 - - - 0-08 9/9/2019 8:21:02 AM John Knight-JK8430 1 of 7 Job# J190393-1-R Customer: Browdy&Browdy,Inc Job: Nowakowska /Browdy&Browdy,Inc. Roof Trusses CITY (Shipping) Base Span OVERHANG CANTILEVER STUB PLY LABEL DIAGRAM PITCH HEIGHT SPAN LUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT 1 00SIZIZOIM:CGITOM 2 x 4 2-ply B01 0.25/12 2-08-12 44-00-00 2 x 6 5-00-00 - - - cocancitemmon 1 B02 0.25/12 2-09-04 44-00-00 2 x 4 5-00-00 - - - marsialtmaso 1 B03 0.25112 2-09-12 44-00-00 2 x 4 5-00-00 - - - 1 B04 0.25/12 2-10-04 44-00-00 2 x 4 5-00-00 - - - 1 B05 m 0.25/12 2-10-12 44-00-00 2 x 4 5-00-00 - - - 1 806 mea 0 25/12 2-11-04 44-00-00 2 x 4 5-00-00 - - - 1 B07 0.25/12 2-11-09 44-00-00 2 x 4 5-00-00 - - - 1 B08 ® 0.25/12 2-11-08 44-00-00 2 x 4 5-00-00 - - - 1 B09 ® 0.25112 2-11-00 44-00-00 2 x 4 5-00-00 - - - 1 810 ® 0.25112 2-10-08 44-00-00 2 x 4 5-00-00 - - - 1 B11 0.25/12 2-10-07 44-08-00 2 x 4 5-00-00 8-00 - - 1 B12 m� 0.25/12 2-10-07 44-08-00 2 x 4 5-00-00 8-00 - - 1 B 13 19� 0.25/12 2-10-07 44-08-00 2 x 4 5-00-00 8-00 - - 1 B14 m� 0.25/12 2-10-07 44-08-00 2 x 4 5-00-00 8-00 - 1 615 �� 0.25/12 2-10-07 44-08-00 2 x 4 5-00-00 8-00 - - 1 B16 0.25/12 2-10-07 44-08-00 2 x 4 5-00-00 8-01 - - 1 B17 mL� 0.25/12 2-10-07 44-08-00 2 x 4 5-00-00 8-01 - - 1 3-ply 618 0.25/12 2-10-07 44-08-00 2 x 4 5-00-00 8-01 - - 1 2-ply C01 ®� 0.25/12 2-07-00 35-08-00 2 x 4 5-00-00 1-00-00 - - 1 CO2 611=11199:21110 0.25/12 2-07-08 35-08-00 2 x 4 5-00-00 1-00-00 - - 1 CO3 ®9 0.25/12 2-08-00 35-08-00 2 x 4 5-00-00 1-00-00 - - 1 C04 m®� 0.25/12 2-08-08 35-08-00 2 x 4 5-00-00 1-00-00 - - 1 C05 190911993300.25/12 2-09-00 35-08-00 2 x 4 5-00-00 1-00-00 - - 1 CO6 mf�9� 0.25/12 2-09-08 35-08-00 2 x 4 5-00-00 1-00-00 - - 1 C07 ® 0.25/12 2-10-00 34-02-08 2 x 4 5-00-00 - - - 4 C08 ® 0.25/12 2-10-07 34-02-08 2 x 4 5-00-00 - - - 1 D01 ````E''MI 0.25/12 4-00-08 2 x 4 - 24-06-00 - - 9/9/2019 8:21:02 AM John Knight-JK8430 2 of 7 Job# J190393-1-R Customer: Browdy&Browdy,Inc Job: Nowakowska /Browdy&Browdy,Inc. Roof Trusses QTY (Shipping) Base Span OVERHANG CANTILEVER STUB PLY LABEL DIAGRAM PITCH HEIGHT SPAN LUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT 2 DO2 ,,I,` 0.25/12 4-01-002 x 4 24-06-00 0I11\�i 1 D03 0.25/12 4-00-08 24-06-00 2 x 4 - - - - 1 I��'•i\■/i 2-ply EO1 0.25/12 2-08-00 18-10-08 2 x 4 4-00-00 - - - 1 E02 OA',111:511M1�'� 0.25/12 2-08-0518-10-08 2 x 4 4-00-00 - - - 41 1 E03 �`,,� •�� 0.25/12 2-08-0518-10-08 2 x 4 4-00-00 - - - 1 E04 a`,��`M�� 0.25/12 2-08-0518-10-08 2 x 4 4-00-00 - - - MI 1 E05 _` �� 0.25/12 2-08-0518-10-08 2 x 4 4-00-00 - - - MI 2 E06 �`�` P . 0.25/12 2-08-0518-05-11 2 x 4 7-04-00 8-00 - - • 1 E07 `OA �� 0.25/12 2-08-0418-05-11 2 x 4 7-04-00 8-00 - - • 1 E08 �`�` 0.25/12 2-07-1218-05-11 2 x 4 7-04-00 8-00 - - • 1 E09 Oil�`�` �� 0.25/12 2-07-0418-05-11 2 x 4 7-04-00 8-00 - - 1 E 10 0.25/12 2-06-12 18.05.11 2 x 4 7-04-00 8-00 - - 1 G01 [Iii ] (1 !I 0.18/12 2-07-06 12-02-04 2 x 4 10-09 - - - 1 G02 D(1, V1 0.18/12 2-07-08 14-02-04 2 x 4 10-09 0-08 - - 1 G03 11..7160Miral 0.18/12 2-07-1116-02-04 2 x 4 10-09 ��N■rid'- 1 G04 0.18/12 2-07-14 17-00-02 2 x 4 - 0-02 - - 1 G05 11=11211 0.18/12 2-08-01 15-01-10 2 x 4 - 0-02 - - 1 G06 11S1=1P1 0.18/12 2-08-04 13-01-10 2 x 4 - 0-02 - - 1 G07 101-iii I 0.18/12 2-08-08 2 x 4 - 0-02 - - � 11-02-06 ° -0.25/1 1 G08 2 2-08-05 9-02-06 2 x 4 - 0-02 - - s' 11144/ 0.25/1 1 G09 G 2 2-07-13 7-02-06 2 x 4 - 0-02 - - -0.25/1 1 G10 2 2-07-05 2-02-12 2 x 4 - 0-06 - - 2 H01 I\\ 0.18/12 4-00-08 7-06-15 2 x 4 0-06 - - - 1 H02 :NY\ 0.18/12 4-01-00 9-06-15 2 x 4 - - - - zi\s•1 H03 0.18/12 4-01-07 11-06-03 2 x 4 1 H04 N 0.18/12 4-01-00 9-06-15 2 x 4 0-06 - - - /\/N 2 x 4 1 H05 0/12 4-00-00 12-00-00 2 x 8 - - - - 9/9/2019 8:21:02 AM John Knight-JK8430 3 of 7 • Job# J190393-1-R Customer: Browdy&Browdy,Inc Job: Nowakowska /Browdy&Browdy,Inc. Roof Trusses CITY (Shipping) Base Span OVERHANG CANTILEVER STUB PLY LABEL DIAGRAM PITCH HEIGHT SPAN LUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT 2 x 4 1 H06 3 0.25/12 4-00-08 12-00-00 2 x 6 - - - - 9 J01 0.25/12 2-00-08 2-00-00 2 x 4 - - - - B --I 1 J02 9 0.18/12 2-00-08 2-09-03 2 x 4 - - - - I 1 J03 9 I 0.18/12 2-00-08 2-09-03 2 x 4 - - - - 1 J04 F 0.25/12 2-06-08 1-11-00 2 x 4 - - - - i] --1 1 J05 0.25/12 2-06-08 2-00-00 2 x 4 - - - - (2-06-08) 1 J06 ia= 0.25/12 1-09-12 2-00-00 2 x 4 - - - - 1 J07 15 0.25/12 2-06-08 2-00-00 2 x 4 1-00-00 - - - 5 J08 FT 0.25/12 2-07-00 4-00-00 2 x 4 - - - - (2-07-00) 1 J09 0.25/12 1-10-04 4-00-00 2 x 4 - - - - 4 ', 9 J10 0.25/12 2-07-00 4-00-00 2 x 4 - - - - 1 J11 [Z,,..1 0.18/12 2-07-00 5-07-02 2 x 4 1-03-14 - - - s 1 J12 * 0.18/12 2-07-00 5-07-02 2 x 4 - - - - 2 J13Ft0.25/12 2-06-08 1-10-04 2 x 4 - - - - 2 J14 0.25/12 2-07-00 3-10-04 2 x 4 - - - - It I I I 1 J15 19 i 0.25/12 2-07-08 5-09-08 2 x 4 - - - - 1 J16 0.25/12 2-08-00 7-10-04 2 x 4 - - - - 1 J17 D 0.25/12 2-08-08 9-10-04 2 x 4 - - - - 1 J18 D , 0.25/12 2-07-00 3-10-04 2 x 4 - - - - 1 J19 [11------------ 11i 0.25/12 2-07-08 5-10-04 2 x 4 - - - - 1 J20 [4---------'''' iNt0.25/12 2-08-00 7-10-04 2 x 4 - - - - 1 J21 0.25/12 2-08-08 9-10-04 2 x 4 - - - - 4 J22 D -(Iralt 0.25/12 2-08-12 10-10-04 2 x 4 - - - - 1 J23 F 0.25/12 2-06-08 1-10-04 2 x 4 - - - - 1 J24 p 0.25/12 2-07-08 5-10-04 2 x 4 - - - - 1 J25 [ 0.25/12 2-06-08 1-10-04 2 x 4 - - - - s 1 J26 C i i 0.25/12 2-07-00 4-00-00 2 x 4 1-02-12 - - - 9/9/2019 8:21:02 AM John Knight-JK8430 4 of 7 • Job# J190393-1-R Customer: Browdy&Browdy,Inc Job: Nowakowska /Browdy&Browdy,Inc. Roof Trusses QTY (Shipping) Base Span OVERHANG CANTILEVER STUB PLY LABEL DIAGRAM PITCH HEIGHT SPAN LUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT 1 J27 IS s it a 0.25/12 2-07-08 6-00-00 2 x 4 1-00-00 - - - 1 J28 0.25/12 2-06-08 2-00-00 2 x 4 - - - - 1 J29 [---. 70.25112 2-07-00 4-00-00 2 x 4 1-00-01 - - - 1 1 J30 [ [ i 0.25/12 2-07-08 6-00-00 2 x 4 1-00-01 - - - 1 J31 0.25/12 2-06-08 2-00-00 2 x 4 - - - - 1 J32 p 0.25/12 2-07-00 4-00-00 2 x 4 - - - - 1 J33 IF ; 0.25/12 2-07-08 3-10-08 2 x 4 - - - - 4 J34 0.25 112 2-08-00 8-00800--0001 2 x 4 1-00-00 - 0-01 - 1 ',I I` 2-ply J36 0.18/12 2-08-00 11-02-06 2 x 4 1-08-03 - - - 1 2-ply J37 IPISI 0.18/12 2-08-00 11-02-07 2 x 4 5-06-01 - - - 1 2-ply J38 I'�\Imo\ 0.18/12 2-08-12 15-05-03 2 x 6 6-11-06 - - - P 23 J39 d 0.25/12 4-00-08 2-00-00 2 x 4 - - 4 J40 [ 0.25/12 4-00-08 2-00-00 2 x 4 2-08 - - - 1 J41 It 0.18/12 4-00-08 2-09-03 2 x 4 2-12 - - - LIE 1 J42 0.18/12 4-00-08 2-09-03 2 x 4 2-12 - - - (4-00-08) 1 J43 m 0.25/12 3-03-12 2-00-00 2 x 4 - - - - (4-00-08) 1 J44 111=6 0.18/12 3-03-12 2-09-03 2 x 4 - - - - 2 J46 E 0.18/12 4-00-08 2-09-03 2 x 4 - - - - (4-00-08) 1 J47 0.18/12 3-03-12 2-09-03 2 x 4 - - - - 2 J48 d 0.23/12 4-00-08 2-01-11 2 x 4 - - - - 2 J50 E 0.18/12 4-00-08 2-09-03 2 x 4 2-12 - - - 3 J51 -';=. 0.25/12 4-00-08 2-00-00 2 x 4 - - - - 1 J52 E 0.18/12 4-00-08 2-09-03 2 x 4 - - - - 2 J53 d 0.25/12 4-00-08 2-00-00 2 x 4 - - - - 1 J55 E 0.23/12 4-00-08 2-01-11 2 x 4 - - - - 2 J56 gr 0.18/12 4-00-08 2-09-03 2 x 4 0-06 - - - 11 J57 E 0.25/12 4-00-08 2-00-00 2 x 4 - - - - 9/9/2019 8:21:02 AM John Knight-JK8430 5 of 7 • Job# J190393-1-R Customer: Browdy&Browdy,Inc Job: Nowakowska /Browdy&Browdy,Inc. Roof Trusses QTY (Shipping) Base Span OVERHANG CANTILEVER STUB PLY LABEL DIAGRAM PITCH HEIGHT SPAN LUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT P 1 J58 0.25/12 3-03-12 2-00-00 2 x 4 - - - - 1 J59 E 0.25/12 3-03-12 2-00-00 2 x 4 - - - - 1 K0141� � 0.25/12 4-00-08 10-00-00 2 x 4 - - - - 2 K02 0.25/12 4-01-00 10-00-00 2 x 4 - - - - 1 K03 1"'i� y 1 0.25/12 4-00-08 10-00-00 2 x 4 - - - - i 1 L01 Ne /12 4-00-08 7-06-02 2 x 4 - 0-06 - - \VI 1 L02 0.25/12 4-01-00 9-06-02 2 x 4 - 0-06 - - 1 L03 �(/ 0.25/12 4-01-03 10-00-00 2 x 4 - - - - 2x4 1 L04 1,N1 0.25/12 4-01-04 10-00-00 2 x 8 - - - - 2 MO1 0.25/12 4-00-08 6-00-00 2 x 4 - - - - NTI 1 .N •giAl.f. 2x4 3-ply NO1 -- 0.25/12 2-08-09 18-05-08 2 x 8 - - - - 2-ply R01 I`I`i I 0/12 2-07-00 10-00-00 2 x 6 - - - - 1 2-ply S01 ® 0/12 2-00-00 23-10-12 2 x 6 - - - - 1 MEGIESIEMEN 2-ply SO2 0/12 2-00-00 22-09-12 2 x 6 - - - - 1 ISSMISIZMil 2 x 4 2-ply S03 0/12 2-00-00 20-08-00 2 x 6 5-04-00 1-08-08 - - 280 4-01-07 2847.34 Ancillary Items QTY TYPE SIZE LENGTH LABEL 3 Hanger HGUS26-2 HGUS26-2 3 Hanger HGUS28-2 HGUS28-2 83 Hanger HTU26 HTU26 2 Hanger SUL26 SUL26 7 Hanger SUR26 SUR26 1@2-ply Rectangular EWP onCENTER®LVL 2.0E 1 3/4"x 11... (2)14-00-00 BM-L 1@2-ply Rectangular EWP onCENTER®LVL 2.0E 1 3/4"x 11... (2)12-00-00 BM-M 1@3-ply Rectangular EWP onCENTER®LVL 2.0E 1 3/4"x 14" (3)24-00-00 BM5 1 Rectangular EWP onCENTER®LVL 2.0E 1 3/4"x 24" 12-00-00 RB6 1 Rectangular EWP onCENTER®LVL 2.0E 1 3/4"x 24" 22-00-00 RB7 1 Rectangular EWP onCENTER®LVL 2.0E 1 3/4"x 24" 8-00-00 RB8 1 Rectangular EWP onCENTER®LVL 2.0E 1 3/4"x 24" 4-00-00 RB9 4 Special Order Special Order Hanger HUC26-2 1 Special Order Special Order Hanger SUL210-2 9/9/2019 8:21:02 AM John Knight-JK8430 6 of 7 • ' Job# J190393-1-R Customer: Browdy&Browdy,Inc Job: Nowakowska /Browdy&Browdy,Inc. Ancillary Items QTY TYPE SIZE LENGTH LABEL 2 Special Order Special Order Hanger THJU26-W 9/9/2019 8:21:02 AM John Knight-JK8430 7 of 7 % Builder: Job Info: Browdy& Browdy, Inc Job: J190393-1-F 6944 St Augustine Rd o F F I C r BS File# Ste D v r Sales: Jason Brackin Jacksonville FL 32217 Design: John Knight (904) 739-5195 Page 1 of 3 Job: Report Date: Nowakowska Manning Building Supplies Rep. Date: 9/9/2019 1250 (B)Selva Marina Cricle Atlantic Beach FL 32233 11155 Phillips Parkway Dr. E Jacksonville, FL 32256 (904) 268-8225 * (904) 260-2981 Cover Sheet Floor Trusses QTY CANTILEVER STUB PLY LABEL DIAGRAM DEPTH SPAN LEFT RIGHT LEFT RIGHT 1 @ rSIASIASOO 3-ply FG01 24" 21-01-08 - - 1-12 1-12 1 @ .1.�, ii ,mi 3-ply FG02 ——— 24" 17-00-08 9-02 - - - 2-ply FG03 24" 1-10-08 2 FLO1 24" 21-01-08 - - 1-12 1-12 6 FLO2 ��ii��►�,���ni 24" 21-01-08 - - 1-12 1-12 5 FL03 V24" 6-03-04 - - - - 4 FLO4 24" 24-04-00 - - - - 1 FLO5 24" 31-06-12 - 8-00 - - 8 FLO6 24" 25-05-00 - 8-00 - - 1 FLO6A 24" 25-05-00 - 8-00 - - 1 @ 2-ply FLO7 24" 27-03-04 - - - - 1 @ 2-ply FLO8 24" 28-07-04 - - - - 1 @ 2-ply FLO8A 24" 29-11-04 - - - - 1 @ 2-ply FLO8B 24" 30-11-04 - - - - 1 @ 3-ply FLO9 24" 20-00-00 - 2-00-00 - - C��-I��M.`r4 1 FL10A 24" 19-10-00 - 2-00-00 - - Imo\-Psaiz\iQr4 1 FL1OB 24" 19-10-00 - 2-00-00 - - 6 FL11 IIMMSIGME1 2513/16" 18-05-11 - 2-00-00 - - 1 @ MENCIZIZIZIZIZI 2-ply FL12 24" 31-09-12 - - - - 1 FL13 _ Pia24" 18-05-11 - 2-00-00 - - 9/9/2019 8:22:45 AM John Knight-JK8430 1 of 3 a Job# J190393-1-F Customer: Browdy&Browdy,Inc Job: Nowakowska /Browdy&Browdy,Inc. Floor Trusses QTY CANTILEVER STUB PLY LABEL DIAGRAM DEPTH DEPTH SPAN LEFT RIGHT LEFT RIGHT n 1 FL14 G a� in � • " 24" 13-05-00 10-09 - - - iiiiiii boijijimi,' 1 FL15 24" 15-05-00 10-10 - - - 1 FL16 I 1.1.111 24" 7-00-06 - 7-00-06 - - 2 FL17 Y� 24" 8-11-11 0-06 - - - � 2 FL18 l'ill w Y l24" 10-11-11 0-06 - - - 1-116,_-`,\.111.111—I 1 FL1924" 12-11-11 - - - - 1 FL20 N 0 y Q 24" 8-01-04 - 8-01-04 - - ^ 1 @ 3-ply FL21 - - 25 3/16" 18-08-00 5-00-00 - - - 22 FL22 I= 1 24" 13-03-15 - - - - 1 @ 3-ply FL23 11 24" 13-08-00 - - - - 6 FL32 24" 5-02-08 10-04 - - 1-00 3 FL33 rti=7 24" 4-00-12 10-04 - - - 2 FL34 rr 24" 2-00-12 10-04 - - - 1 FL35 T 24" 2-00-12 10-10 - - - 1 FL36 i , 24" 1-11-01 - - 0-04 - Y i t 1 FL37 II 11 I 24" 3-11-01 - - 0-04 - 1 @ i.i1 2-ply FL38 24" 7-01-08 1-04-04 - - 1-05 1 @M�I%�i 2-ply FL39 = 24" 7-01-08 2-08-07 - - 1-06 112 1427.70 Roof Trusses QTY (Shipping) Base Span OVERHANG CANTILEVER STUB PLY LABEL DIAGRAM PITCH HEIGHT SPAN LUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT 3 FL10 ® 0/12 2-00-00 19-10-00 2 x 4 - 2-00-00 - - 3 2-00-00 59.50 Ancillary Items QTY TYPE SIZE LENGTH LABEL 7 Hanger HGUS26-2 HGUS26-2 4 Hanger HGUS28-3 HGUS28-3 68 Hanger HTU26 HTU26 1@4-ply Rectangular EWP onCENTER®LVL 2.0E 1 3/4"x 24" (4)22-00-00 BM-A 1@4-ply Rectangular EWP onCENTER®LVL 2.0E 1 3/4"x 24" (4)26-00-00 BM-B 9/9/2019 8:22:45 AM John Knight-JK8430 2 of 3 % ' Job# J190393-1-F Customer: Browdy&Browdy,Inc Job: Nowakowska /Browdy&Browdy,Inc. Ancillary Items QTY TYPE SIZE LENGTH LABEL 1@3-ply Rectangular EWP onCENTER®LVL 2.0E 1 3/4"x 11... (3)14-00-00 BM-D 1@3-ply Rectangular EWP onCENTER®LVL 2.0E 1 3/4"x 24" (3)34-00-00 BM1 1@3-ply Rectangular EWP onCENTER®LVL 2.0E 1 3/4"x 24" (3)26-00-00 BM2 1@2-ply Rectangular EWP onCENTER®LVL 2.0E 1 3/4"x 11... (2)14-00-00 BM3 1@2-ply Rectangular EWP onCENTER®LVL 2.0E 1 3/4"x 11... (2)14-00-00 BM3A 1@2-ply Rectangular EWP onCENTER®LVL 2.0E 1 3/4"x 24" (2)8-00-00 BM4 1 Rectangular EWP onCENTER®LVL 2.0E 1 3/4"x 24" 22-00-00 RB1 1 Rectangular EWP onCENTER®LVL 2.0E 1 3/4"x 24" 6-00-00 RB4 1 Rectangular EWP onCENTER®LVL 2.0E 1 3/4"x 24" 6-00-00 RB5 1 Special Order Special Order Hanger SUL210-2 6 Special Order Special Order Hanger SUR210-2 9/9/2019 8:22:45 AM John Knight-JK8430 3 of 3 ,r—--w, Client: BROWDY&BROWDY Date: 9/9/2019 Page 1 of 14 iSDeSign a Project: NOWAKOWSKA Designer: John Knight Address: 1250-B SELVA MARINA CIRCLE Job Name: J190393 ATLANTIC BEACH Project#: J190393 BM1 2.0E EverEdgeTM LVL 1.750" X 24.000" 3-Ply - PASSED Level:Level OFFICE COPY 12 14 a 2 6 8 11 15 - 7 10 13 I � 3 = 1 4 11, 1 •: . • . •• . • • • • • : • : • : • : • : • : • : • : 1 2' 1 SP 2 SP 3 SPF 13'5 1/4" 18'6 3/4" 2' y5 1/4" 34' Member Information Reactions UNPATTERNED lb (Uplift) Type: Girder Application: Floor Brg Live Dead Snow Wind Const Plies: 3 Design Method: ASD 1 0(-525) 357 0 0 785 Moisture Condition: Dry Building Code: IBC/IRC 2015 2 4784 13578 0 0 8884 Deflection LL: 480 Load Sharing: Yes 3 3750 5969 0 0 2177 Deflection TL: 360 Deck: Not Checked Importance: Normal Temperature: Temp<=100°F General Load Bearings Floor Live: 40 PSF Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb. Dead: 25 PSF 1 -SP 5.500" 10% 239/1336 1575 L_L D+C Construction: 20 PSF (-409) Analysis Results 2-SP 8.250" 99%13780 I 10404 24185 Uniform D+0.75(L+C) 588514382 10266 Uniform D+0.75(L+C) Analysis Actual Location Allowed Capacity Comb. Case 3 SPF 5.500" 84% Neg Moment -29967 ft-lb 13'5 1/4" 115272 ft-lb 0.260(26%) D+L LL_ Pos Moment 30674 ft-lb 24'10 3/4" 115272 ft-lb 0.266(27%) D+L _L_ Unbraced 32951 ft-lb 247 1/2" 33073 ft-lb 0.996 D+0.75(L+C)Uniform (100%) Shear 10440 lb 15'5 1/4" 23940 lb 0.436(44%) D+L LL_ LL Defl inch 0.083(U2658) 23'5" 0.458(L/480) 0.180(18%) 0.75(L+C) Uniform TL Defl inch 0.191(U1154) 23'4 1/4" 0.611(L/360) 0.310(31%) D+0.75(L+C)Uniform LL Cant -0.026 Rt Cant 0.200 0.130(13%) 0.75(L+C) Uniform (2L/1853) (2U480) TL Cant -0.059 Rt Cant 0.300 0.196(20%) D+0.75(L+C)Uniform (2U818) (2L/360) Design Notes 1 Side point loads 2 and 3 closer than 2 ft.Multi-ply connection details shall be provided by the Engineer of Record. 2 Side point loads 2 and 4 closer than 2 ft.Multi-ply connection details shall be provided by the Engineer of Record. 3 Side point loads 3 and 4 closer than 2 ft.Multi-ply connection details shall be provided by the Engineer of Record. 4 Fasten all plies using 6 rows of 12d Common nails(.148x3.25")at 12"o.c.Maximum end distance not to exceed 6". 5 Refer to last page of calculations for fasteners required for specified loads. 6 Girders are designed to be supported on the bottom edge only. 7 Top loads must be supported equally by all plies. 8 Tie-down connection required at bearing 1 for uplift 409 lb(Combination D+L,Load Case _L_). 9 Top must be laterally braced at a maximum of 7'10 1/2"o.c. Notes chemicals 6.For flat roofs provide proper drainage to prevent Manufacturer Info Manning Building Supplies-Truss Divsion 11155 Philips Parkway Dr E,Florida Weyerhaeuser Structured Designs is responsible only of the Handling&Installation ponding - -- - USA structural adequacy of this component based on the t LVL beams must not be cut or dulled Seattle,WA 32256 design criteria and loadings shown. It is the 2.Refer to manufacturers product information responsibility of the customer anmor the contractor to installation t mufti-plywww.weyerhaeuseccomleveredge/ 904-2688225 thecomponent suitability of the intended regarding rens h val s. ode ensurey approvals mg details,beam strength lues.and de application.and to verity the dimensions and loads. approvals Lumber 3.Damaged Beams must not be used dm Design assumes pe edge is yr ■UI1D117D 1.Dry service conditions,unless noted otherwise 4.Desi u tl laterally'strained iUrP LIl4 2.LVL not to be treated with fire retardant or corrosive 5.provide lateral support at bearing points to avoid lateral displacement and rotation This design is valid until 7/10/2021 TRUSS omaloN Version 18.40.162 Powered by iStruct'° Client: BROWDY&BROWDY Date: 9/9/2019 Page 2 of 14 Project: NOWAKOWSKA Designer: John Knight isDesignTM Address: 1250-B SELVA MARINA CIRCLE Job Name: J190393 ATLANTIC BEACH Project#: J190393 BM1 2.0E EverEdgeTM LVL 1.750" X 24.000" 3-Ply - PASSED Level:Level 12 - 9 14 2 6 8 . 11 15 7 10 — 13 13 —,1 - _____I .4,_14_1_____.4, 4 4 ., . • • . _ , • _ • • • 2' c c o• 1 SP 2 SP 3 SPF 13'5 1/4" 186 3/4" 2' y5 1/4" 34' 10 Bottom must be laterally braced at a maximum of 7'3/8"o.c. 11 Lateral slenderness ratio based on single ply width. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const.1.25 Comments 1 Part.Uniform 0-0-0 to 10-0-0 Top 17 PLF 0 PLF 0 PLF 0 PLF 20 PLF 2 Point 2-0-0 Far Face 198 lb 0 lb 0 lb 0 lb 234 lb A05 3 Part.Uniform 3-0-0 to 9-0-0 Far Face 96 PLF 0 PLF 0 PLF 0 PLF 114 PLF A06-7-8 4 Part.Uniform 10-0-0 to 34-0-0 Top 139 PLF 0 PLF 0 PLF 0 PLF 0 PLF 10'WALL 5 Point 10-1-0 Far Face 931 lb 0 lb 0 lb 0 lb 743 lb A01 6 Point 10-2-0 Near Face 1936 lb 0 lb 0 lb 0 lb 2349 lb FG01 7 Part.Uniform 10-10-0 to 13-4-0 Near Face 264 PLF 422 PLF 0 PLF 0 PLF 0 PLF FL01 8 Point 11-10-0 Far Face 1042 lb 0 lb 0 lb 0 lb 1225 lb A01A 9 Part.Uniform 12-10-0 to 34-0-0 Far Face 31 PLF 0 PLF 0 PLF 0 PLF 37 PLF A02-3-3A 10 Part.Uniform 13-4-0 to 24-8-0 Near Face 152 PLF 242 PLF 0 PLF 0 PLF 0 PLF FL02 11 Point 14-0-0 Top 797 lb 0 lb 0 lb 0 lb 938 lb C01 12 Part.Uniform 15-0-0 to 24-11-0 Top 290 PLF 0 PLF 0 PLF 0 PLF 341 PLF CO2-3-4-5-6 13 Part.Uniform 24-8-0 to 31-4-0 Near Face 385 PLF 615 PLF 0 PLF 0 PLF 0 PLF FL04 14 Part.Uniform 24-11-0 to 34-0-0 Top 123 PLF 0 PLF 0 PLF 0 PLF 144 PLF C07-8 15 Point 32-1-0 Near Face 70 lb 112 lb 0 lb 0 lb 0 lb FL05 Self Weight 37 PLF Notes chemicals 6. For tat roofs provide proper drainage to prevent Manufacturer Info Manning Building Supplies•Truss Divsion ponding 11155 Philips Parkway Dr E,Florida Calculated structured Designs Is responsible only or the Handling&Installation Weyerhaeuser USA structural adequacy of this component based on the 1.LVL beams must not be cut or drilled Seattle.WA 32256 design criteria and loadings shown. It is the 2.Refer to manufacturer's product information responsibility of me customer and/or the contractor to regarding installation requirements. muni-ply www.weyerhaeuser.comleveredge/ 91b-286-8225 ensure the component suitability of the intended fastening details,beam strength values.and code application,and to verify the dimensions and loads. approvals ���s�..�rs�n�a���n�. Lumber 3.Damaged Beams must not be used am YU1Lpj.Y. i.Design assumes top edge is laterally restrained SUPP SUPLIESt.Dry service conditions,unless noted otherwise 5.Provide lateral support at Dearing points to avoid Ma1O 2.LVL not to be treated with fire retardant or corrosive TRIM DN lateral displacement and rotation This design is valid until 7/10/2021 Version 18.40.162 Powered by iStructro Client: BROWDY&BROWDY Date: 9/9/2019 Page 3 of 14 iSD2SigCl.M Project: NOWAKOWSKA Designer: John Knight Address: 1250-B SELVA MARINA CIRCLE Job Name: J190393 ATLANTIC BEACH Project#: J190393 BM1 2.0E EverEdgeTM LVL 1.750" X 24.000" 3-Ply - PASSED Level:Level •I1 3 •4, 5 W ( Nif , N / t SP 2 S 3 SPF 13'5 1!4" 18'6 3/4" if 2' "5 1/4" 34' Multi-Ply Analysis Fasten all plies using 6 rows of 12d Common nails(.148x3.25")at 12" o.c.. Nail from both sides. Maximum end distance not to exceed 6" Capacity 94.5 Load 666.7 PLF Yield Limit per Foot 705.6 PLF Yield Limit per Fastener 117.6 lb. Yield Mode IV Edge Distance 1 1/2" Min.End Distance 3" Load Combination D+L Duration Factor 1.00 Notes chemicals 6.For flat mors provide proper drainage to prevent Manufacturer Info Manning Building Supplies-Truss Divsion porting 11155 Philips Parkway Dr E.Florida Calculated Structured Designs'S responsible only of the Handling&Installation Weyerhaeuser USA structural adequacy of this component based on the t.LVL beams must not be cut or dolled Seattle.WA 32256 design criteria and loadings shown, n is the 2.Refer to manufacturers product information responsimpw ly of the customer and/or the contractor to regarding instanenon requirements, muni-ply ww.weyerhaeuser.com/everedgel 904-268-8225 ensure the component suitability of the intended fastening details,beam strength values,and code /a�s/��/�/��/�/� application,and to verify the dimensions and loads, approvals I I M A 111 N Lumber 3.Damaged Beams must not be used Yu 1 L D l r1D 1.Dry service conditions,unless noted otherwise 1.Design assumes top edges is laterally restrained Ii Uri llMC 2.LVL not to be treated with fire retardant or Corrosive 5.Protide lateral pport t bearing points to avoid TRUSS Mab ON lateral displacement and rotation This design is valid until 7/10/2021 Version 18.40.162 Powered by istruct'a ---_. Client: BROWDY S.BROWDY Date: 9/9/2019 Page 4 of 14 Project: NOWAKOWSKA Designer: John Knight isDesign- Address: 1250-B SELVA MARINA CIRCLE Job Name: J190393 ATLANTIC BEACH Project#: J190393 BM2 onCENTER 2.0E LVL 1.750" X 24.000" 3-Ply - PASSED Level:Level L — 10 4 6 5 g 7 . 2 117.4_ 41— 3 1 — �034lEF. aen Crir r.aFtvre:- rtef- re.�ror 2' :. • 0 1 SP 2 SP 24'5 1!2" y5 1/4" 24'5 1/2" Member Information Reactions UNPATTERNED lb(Uplift) Type: Girder Application: Floor Brg Live Dead Snow Wind Const Plies: 3 Design Method: ASD 1 1123 4838 0 0 3719 Moisture Condition: Dry Building Code: IBC/IRC 2015 2 2624 7451 0 0 4689 Deflection LL: 480 Load Sharing: Yes Deflection TL: 320 Deck: Not Checked Importance: Normal Temperature: Temp<=100°F General Load Bearings Floor Live: 40 PSF Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb. Dead: 25 PSF 1 -SP 5.500" 52% 4838/3719 8557 L D+C Construction: 20 PSF 2-SP 5.500" 79% 7451/5485 12936 Uniform D+0.75(L+C) Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 75616 ft-lb 13'1 1/16" 147349 ft-lb 0.513(51%) D+0.75(L+C)Uniform Unbraced 75616 ft-lb 13'1 1/16" 75957 ft-lb 0.996 D+0.75(L+C)Uniform (100%) Shear 10841 lb 22'7/8" 29925 lb 0.362(36%) D+0.75(L+C)Uniform LL Defl inch 0.261(L/1091) 12'5 1/2" 0.592(L/480) 0.440(44%) 0.75(L+C) Uniform TL Defl inch 0.605(L/470) 12'5 11/16" 0.888(L/320) 0.680(68%) D+0.75(L+C)Uniform Design Notes 1 Fasten all plies using 6 rows of 10d Box nails(.128x3")at 12"o.c.Maximum end distance not to exceed 6". 2 Refer to last page of calculations for fasteners required for specified loads. 3 Concentrated load fastener specification is in addition to hanger fasteners if a hanger is present. 4 Girders are designed to be supported on the bottom edge only. 5 Top loads must be supported equally by all plies. 6 Top must be laterally braced at a maximum of 3'5 1/4"o.c. 7 Lateral slenderness ratio based on single ply width. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const.1.25 Comments 1 Uniform Near Face 80 PLF 0 PLF 0 PLF 0 PLF 95 PLF A09-10-11-12-13-13A 2 Part.Uniform 0-0-0 to 10-0-0 Top 17 PLF 0 PLF 0 PLF 0 PLF 20 PLF 3 Part.Uniform 10-0-0 to 24-5-8 Top 139 PLF 0 PLF 0 PLF 0 PLF 0 PLF 10'WALL 4 Point 10-2-0 Far Face 1996 lb 0 lb 0 lb 0 lb 2349 lb FG01 5 Part.Uniform 10-10-0 to 13-4-0 Far Face 264 PLF 422 PLF 0 PLF 0 PLF 0 PLF FL01 Continued on page 2... Notes chemicals s.For Ilat roofs provide proper drainage to prevent Manufacturer Info Manning Building Supplies-Truss Divsion pondin 11155 Philips Parkway Dr E,Florida Calculated Structured Designs is responsible only of the Handling&Installation g BlueLinx USA structural adequacy of this component based on the i.LVL beams must not be cut or drilled 4300 Wildwood Parkway 32256 design criteria and loadings shown. It is the 2.Refer to manufacturers product information responsibility of the customer and/or the contractor to regarding installation requirements. multi-plyAtlanta,GA 30339 904-268-8225 ensure the component surtabdity of the intended fastening details beam strength values.and code www.bluelinxco.com -- application,and to verify the dimensions and loads. approvals ICC-ES:ESR-2909,ESR-2913 ,a 1w1sn��s.�sa'1�f�. Lumber 3.Damaged Beams must not be used U1"■"_"`pj ytp 4.Design assumes top edge is laterally restrained „TUse'oLISS 1.Dry service conditions,unless noted otherwise 2.LVL not to be treated with fire retardant or corrosive S.Pteral lateralesupportnt at bearing points to avoid TRUSS DIVISION lateral displacement t and rotation This design is valid until 7/10/2021 Version 18 A0.162 Powered by iStruct'" Client: BROWDY&BROWDY Date: 9/9/2019 Page 5 of 14 Project: NOWAKOWSKA Designer: John Knight , sDesign- Address: 1250-B SELVA MARINA CIRCLE Job Name: J190393g ATLANTIC BEACH Project#: J190393 BM2 onCENTER 2.0E LVL 1.750" X 24.000" 3-Ply - PASSED Level:Level 10 4 6 5 g — — 7 2 — — 3 / • • • • • • • • • • • • • • • • • • • • • • • • • -teres• • • • m • v e: fee •• . arm 2' • • • • • • 0 • • • = / 1 SP 2 SP 24'5 1/2" �5 1/4" 24'5 1/2" ...Continued from page 1 ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const.1.25 Comments 6 Point 11-0-0 Top 130 lb 0 lb 0 lb 0 lb 153 lb J11 7 Part.Uniform 13-4-0 to 24-5-8 Far Face 152 PLF 242 PLF 0 PLF 0 PLF 0 PLF FLO2 8 Point 14-0-0 Top 495 lb 0 lb 0 lb 0 lb 583 lb CO1 9 Point 14-3-0 Top 628 lb 0 lb 0 lb 0 lb 738 lb R01 10 Part.Uniform 15-0-0 to 24-5-8 Top 185 PLF 0 PLF 0 PLF 0 PLF 218 PLF CO2-3-4-5-6 Self Weight 33 PLF Notes chemicals 6.For flat roofs provide proper drainage to prevent Manufacturer Info Manning Building Supplies-Truss Divsion ponding 11155 Philips Parkway Dr E,Florida Calculated Structured Designs is responsible only of the Handling&Installation Bluelinx USA structural adequacy or this component based on the 1.LVL beams must not be cut or drilled 4300 Wildwood Parkway 32256 design coterie and loadings shown. It is the 2.Refer tomanufacturer's product mformabon Atlanta,GA 30339 904-268-8225 responsibility or the customer and/or the contractor to regarding installation requirements. multi-ply ensure the component surtabllay of the intended fastening details,beam strength values.end code www.bluelinxco.com - --- application.and to verify the dimensions and loads. approvals ICC-ES:ESR-2909,ESR-2913 emann= Lumber 3.Damaged Beams must not be used 1841-p72,211 u t„MuciuD II n I.Dry service conditions,unless noted otherwise <.Design assumes top edge is laterally restrained UP Mit to 2.LVL not to be treated wrth fire retardant or corrosive 5.provide lateral support at bearing points to avoid TRUSS DnW d5M lateral dupe m t and rotation This design is valid until 7/10/2021 Version 18.40.162 Powered by iStruct'u ,r Client: BROWDY&BROWDY Date: 9/9/2019 Page 6 of 14 (14,— .,. . iSD2Sig11.M Project: NOWAKOWSKA Designer: John Knight Address: 1250-B SELVA MARINA CIRCLE Job Name: J190393 ATLANTIC BEACH Project#: J190393 BM2 onCENTER 2.0E LVL 1.750" X 24.000" 3-Ply - PASSED Level:Level 1I . / . . . ' 2' 1 SP 2 SP 24'5 1/2" H5 1/4" 24'5 1/2" Multi-Ply Analysis Fasten all plies using 6 rows of 10d Box nails (.128x3")at 12" o.c.. except for regions covered by concentrated load fastening. Nail from both sides. Maximum end distance not to exceed 6" Capacity 84.2% Load 457.3 PLF Yield Limit per Foot 543.3 PLF Yield Limit per Fastener 90.5 lb. Yield Mode IV Edge Distance 1 1/2" Min.End Distance 3" Load Combination D+L Duration Factor 1.00 Concentrated Load Fasten at concentrated side load at 10-2-0 with a minimum of(32)–10d Box nails(.128x3") in the pattern shown. Repeat fasteners on both sides. Min/Max fastener distances for Concentrated Side Loads Capacity 80.0% --Min.3" —Min. 1 1/4" Load 2317.31b. j Total Yield Limit 2895.7 lb. )(L., Cg 0.9994 1 1/2" Yield Limit per Fastener 90.5 lb. I • S • Yield Mode IV Min. 1 1/4" 0 0 + o o . Load Combination D+C Duration Factor 1.25 Min. 3" 0 0 Min.S"I 0 00 0 0 0 • • .4' viCeoi 00, —Min.3"— r"-----Max. "r---Max. 12" Max. 12" Notes chemicals 6.For flat roofs provide proper drainage to prevent Manufacturer Info Manning Building Supplies-Truss Divsion pori 11155 Philips Parkway Dr E.Florida Calculated Structured Designs is responsible only of the Handling&Installation is BlueLinx USA structural adequacy of this component based on the 1.LVL beams must not be cut or drilled 4300 Wildwood Parkway 32256 design criteria and badings shown. It is the 7.Refer to manufacturer's product information responsibility of the customer and/or the contractor to regarding installation requirements. multi-ply Atlanta,GA 30339 904-268-8225 ensure the component suitability of the Intendedlastemng details,beam strength values,and code www.bluelinxco.com application.and to verify the dimensions and loads. approvals ICC-ES:ESR-2909,ESR-2913 fflJ'lt/1�11/�N� Lumber 3.Damaged Beams must not be used ■UI LDr fl 1.Dry service conditions,unless noted otherwise <.Design assumes atop edges Is laterally restrained s«tet! 2. LVL not to be treated with fire retardant or corrosive 5.Provide lateral and pori t bearing points to avoid TRUSS DIVISIONOI"" lateral displacement rotation This design is valid until 7/10/2021 Version 18.40.162 Powered by iStruct*" Client: BROWDY&BROWDY Date: 9/9/2019 Page 7 of 14 IP) isDesign- Project: NOWAKOWSKA Address: 1250-B SELVA MARINA CIRCLE Designer: John Knight Job Name: J190393 ATLANTIC BEACH Project#: J190393 BM3 onCENTER 2.0E LVL 1.750" X 11.250" 2-Ply - PASSED Level:Level 1 , 111' ' 11111 ' ' , , 1111011 11.1011ffilliiiiiiilliiii WWI : ilit li 1/11/11 III I 110 lill iiiii0 0 1 • . . . • • • . • • • . . • • 0.14%/441EW Ui an4E4TEW 0 a-44$ENTEW I.* 11 1/4" , . • . . • • • . • • • • • O O 1 SP 2 SP lc 139 1/41/2" " 1391/4' t 3 Member Information Reactions UNPATTERNED lb (Uplift) Type: Girder Application: Floor Brg Live Dead Snow Wind Const Plies: 2 Design Method: ASD 1 1405 945 0 0 0 Moisture Condition: Dry Building Code: IBC/IRC 2015 2 1405 945 0 0 0 Deflection LL: 480 Load Sharing: No Deflection TL: 360 Deck: Not Checked Importance: Normal Temperature: Temp<=100°F General Load Bearings Floor Live: 40 PSF Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb. Dead: 25 PSF 1 -SP 5.500" 22% 945/1405 2350 L D+L Construction: 20 PSF 2-SP 5.500" 22% 945/1405 2350 L D+L Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 7186 ft-lb 610 5/8" 19227 ft-lb 0.374(37%) D+L L Unbraced 7186 ft-lb 610 5/8" 7192 ft-lb 0.999 D+L L (100%) Shear 2205 lb 1'4" 7481 lb 0.295(29%) D+L L LL Defl inch 0.157(L/993) 610 5/8" 0.324(U480) 0.480(48%) L L TL Defl inch 0.262(U594) 610 5/8" 0.433(L/360) 0.610(61%) D+L L Design Notes 1 Fasten all plies using 2 rows of 10d Box nails(.128x3)at 12"o.c.Maximum end distance not to exceed 6". 2 Refer to last page of calculations for fasteners required for specified loads. 3 Girders are designed to be supported on the bottom edge only. 4 Top must be laterally braced at a maximum of 1211 1/4"o.c. 5 Lateral slenderness ratio based on single ply width. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const.1.25 Comments 1 Uniform Near Face 127 PLF 204 PLF 0 PLF 0 PLF 0 PLF FL11 Self Weight 10 PLF Manufacturer Info Manning Building Supplies-Truss Divsion Notes chemicals 6 For net roofs provide proper drainage to prevent 11155 Philips Parkway Dr E,Florida nin Calculated Structured Designs is responsible only of the Handling&Installation ponding BlueLinx USA structural adequacy of this component based on the 1.LVL beams must not be cut or drilled 4300 Wildwood Parkway 32256 design criteria and loadings or., it is the 2.Refer to manufacturer's product information Atlanta,GA 30339 904-268-8225 responsibility of the customer andror the contractor to regarding installation requirements. mulb-Pfil ensure the component suitability of the intended fastening details,bearn strength values and code ww.v.bluelinxco.com avol.cation and to verify the dimensions and loads. approvals ICC-ES:ESR-2909,ESR-2913 Lumber 3.Damaged Beams must not be used r2J9Pria 4.Design assumes top edge is laterally restrained lUI.7 LIN, 1 Diy service conditions.unless noted°thews. 5.Provide lateral support at beanng points to avoid 2 LVL not to be treated with fire retardant or corrosive TRUSS COMMON lateral displacement and rotation This design is valid until 7/10/2021 Version 18 40.162 Powered by iStructro .nelfre.,r . _- Client: BROWDY&BROWDY Date: 9/9/2019 Page 8 of 14 �SD2Sign.M Project NOWAKOWSKA Designer: John Knight Address: 1250-B SELVA MARINA CIRCLE Job Name: J190393 ATLANTIC BEACH Project#: J190393 BM3 onCENTER 2.0E LVL 1.750" X 11.250" 2-Ply - PASSED Level:Level r C C 1 SP 2 SP 13'9 1/4" f�3 1/2" 13'9 1/4" Multi-Ply Analysis Fasten all plies using 2 rows of 10d Box nails(.128x3")at 12" o.c.. Maximum end distance not to exceed 6" Capacity 91.4% Load 165.5 PLF Yield Limit per Foot 181.1 PLF Yield Limit per Fastener 90.5 lb. Yield Mode IV Edge Distance 1 1/2" Min.End Distance 3" Load Combination D+L Duration Factor 1.00 anning -Truss Notes chemicals 6.For flat roofs provide proper drainage to prevent Manufacturer Info 11155 PhBps Parkwayuingplies Dr E,Florida fusion cekulated Structured Designs is responsible only of the Handling&Installation ponding BlueLinx USA structural adequacy of this component based on the t LVL beams must not be cut or drilled 4300 wildwood Parkway 32256 design criteria and loadings shown. It is the 2.Refer to manufacturers product information responsibility of the customer and/or the contactor to regarding installation requirements. multi-ply Atlanta,GA 30339 904-268-8225 ensure the component suitability of the intended fastening details,been,strength values,and code www.bluelinxco.com eppbcaeon.and to verify the dimensions and loads. approvals ICC-ES:ESR-2909,ESR-2913 nmonntnG Lumber 3.Damaged Beams must not be used ■uIL.of nO 1.Dryservice conditions,unless noted otherwise 4.Design assumes top edge is laterally restrained f UP� It S. 5.Provide lateral support al bearing points to avoid 2.LVL not to be treated with Sr.retardant or corrosive lateral displacement and rotation This design is valid until 7/10/2021 TRIMS DNISION Version 18.40.162 Powered by iStruct° Client: BROWDY&BROWDY Date: 9/9/2019 Page 9 of 14 isDesigm Project: NOWAKOWSKA Designer: John Knight Address: 1250-B SELVA MARINA CIRCLE Job Name: J190393 ATLANTIC BEACH Project#: J190393 BM3A onCENTER 2.0E LVL 1.750" X 11.250" 2-Ply - PASSED Level:Level 2 k1flrifltdfl[III I1stII HtHIIfl [flM.. 1 V- . . . • O 0 / 1 SP 2 SP 12'11" ��3 1/2" 12'11" Member Information Reactions UNPATTERNED lb(Uplift) Type: Girder Application: Floor Brg Live Dead Snow Wind Const Plies: 2 Design Method: ASD 1 1950 2885 0 0 1806 Moisture Condition: Dry Building Code: IBC/IRC 2015 2 1950 2885 0 0 1806 Deflection LL: 480 Load Sharing: No Deflection TL: 360 Deck: Not Checked Importance: Normal Temperature: Temp<=100°F General Load Bearings Floor Live: 40 PSF Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb. Dead: 25 PSF 1 -SP 5.500" 52% 2885/2817 5702 Uniform D+0.75(L+C) Construction: 20 PSF 2-SP 5.500" 52% 2885/2817 5702 Uniform D+0.75(L+C) Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 9678 ft-lb 6'5 1/2" 19227 ft-lb 0.503(50%) D+L L Unbraced 9678 ft-lb 6'5 1/2" 9693 ft-lb 0.998 D+L L (100%) Shear 3526 lb 1'4" 7481 lb 0.471(47%) D+L L LL Defl inch 0.177(U823) 6'5 1/2" 0.303(U480) 0.580(58%) L L TL Defl inch 0.311(L/467) 6'5 1/2" 0.404(L/360) 0.770(77%) D+L L Design Notes 1 Fasten all plies using 3 rows of 10d Box nails(.128x3")at 12"o.c.Maximum end distance not to exceed 6". 2 Refer to last page of calculations for fasteners required for specified loads. 3 Girders are designed to be supported on the bottom edge only. 4 Top loads must be supported equally by all plies. 5 Top must be laterally braced at a maximum of 8'11 1/4"o.c. 6 Lateral slenderness ratio based on single ply width. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const.1.25 Comments 1 Uniform Near Face 189 PLF 302 PLF 0 PLF 0 PLF 0 PLF FL11 2 Point 0-8-4 Top 1598 lb 0 lb 0 lb 0 lb 1806 lb BM-L 3 Point 12-2-12 Top 1598 lb 0 lb 0 lb 0 lb 1806 lb BM-L Self Weight 10 PLF Notes chemicals 6 For flet'ooh provide proper drainage to prevent Manufacturer Info Manning Building Supplies-Truss Divsion 11155 Philips Parkway Dr E,Florida Calculated Structured Designs is responsible only of the Handling&Installation ponding BlueLinx USA structural adequacy of this component based on the 1 LVL beams must not be cut or drilled 4300 Wildwood Parkway 32256 design arteria and loadings shown. It is the 2_Refer to manufacturer's product information responsibibry of the customer and/or the contractor to regarding installation requirements. multi-py Atlanta,GA 30339 904288-8225 ensure the component suaebddy of the intended fastening detail,beam strength values,and code www.bluelinxco.com -- application applicetion,and to verify the dimensions and loads. approvals ICC-ES'ESR-2909,ESR-2913 Lumber 3.Damaged Beams must not be used riltil I. . 4.Design assumes top edge is laterally restrained U 1 L D 1 nD u�wr� Dry service conditionsunless noted otherwise support 5.Provide lateral at bearing points to avoid 2 LVL not to be treated wlth fire retardant or corrosive TRUES lateral displacement and rotation This design is valid until 7/10/2021 Version 18.40.162 Powered by iStructr" d Client: BROWDY&BROWDY Date: 9/9/2019 Page 10 of 14 Project: OWAKOWSKA Des gner: John SDeSignTM Address: 12 0-B SEL AMARINACIRCLE oblName: J19093ght ATLANTIC BEACH Project#: J190393 BM3A onCENTER 2.0E LVL 1.750" X 11.250" 2-Ply - PASSED Level:Level . . . e N . • e ,_ 11 1/4" . I C / 1 SP 2 SP 1211" 1 131/2" 12'11" Multi-Ply Analysis Fasten all plies using 3 rows of 10d Box nails(.128x3")at 12" o.c.. Maximum end distance not to exceed 6" Capacity 90.4% • Load 245.5 PLF • Yield Limit per Foot 271.6 PLF Yield Limit per Fastener 90.5 lb. Yield Mode IV Edge Distance 1 1/2" Min.End Distance 3" Load Combination D+L Duration Factor 1.00 • Notes chemicals 6.For net roots provide proper drainage to prevent Manufacturer Info Manning Building Supplies-Truss Divsion pond11155 Philips Parkway Dr E,Florida Calculated Structured Designs is responsible only or the Handling S Installation g BlueLinx USA structural adequacy of this component based on the I.LVL beams must not be cut or dined 4300 Wildwood Parkway 32256 design criteria and loadings shown. h is the 2.Refer to manufacturers product information responsibility of the customer and/or the contractor to regarding installation requirements. multi-ply-pAtlanta,GA 30339 904-268-8225 ensure the component suitability of the intended fastening details.beam strength values,and code www.bluelinxco.com r� application,and to verify the dimensions and loads. approvals ICC-ES:ESR-2909,ESR-2913 I I asv11 l Ns N Lumber 3.Damaged Beams must not be used aul�olno t Dry service conditions.unless noted otherwise 4.Design assumes top edge is laterally restrained SUr 1!! 2.LVL not to be treated with fire retardant or corrosive 5.Provide lateral support at bearing points to avoid Teues DIVISION lateral displacement and rotation This design is valid until 7/10/2021 Version 18.40.162 Powered by iStruct'° i Client BROWW DY&BRODY Date. 9/9/2019 Page 11 of 14 • i(„..., sDesignTM Project: NOWAKOWSKA Designer: John Knight Address: 1250-B SELVA MARINA CIRCLE Job Name: J190393 ATLANTIC BEACH Project#: J190393 BM4 onCENTER 2.0E LVL 1.750" X 24.000" 2-Ply - PASSED Level:Level 4 3 2 1 --- — —V / • -y�lal�. . . I I 2, 11 0 o — / 1 SP 2 SP 7'11 1/4" y3 1/2" 7'11 1/4" Member Information Reactions UNPATTERNED lb (Uplift) Type: Girder Application: Floor Brg Live Dead Snow Wind Const Plies: 2 Design Method: ASD 1 2381 3091 0 0 949 Moisture Condition: Dry Building Code: IBC/IRC 2015 2 2381 3091 0 0 949 Deflection LL: 480 Load Sharing: No Deflection TL: 360 Deck: Not Checked Importance: Normal Temperature: Temp<=100°F General Load Bearings Floor Live: 40 PSF Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb. Dead: 25 PSF 1 -Sp 3.500" 81% 3091/2497 5588 Uniform D+0.75(L+C) Construction: 20 PSF 2-SP 3.500" 81% 3091/2497 5588 Uniform D+0.75(L+C) Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 9695 ft-lb 3'11 5/8" 75564 ft-lb 0.128(13%) D+L L Unbraced 9901 ft-lb 3'11 5/8" 24034 ft-lb 0.412(41%) D+0.75(L+C)Uniform Shear 4365 lb 2'2 5/8" 15960 lb 0.273(27%) D+L L LL Defl inch 0.006 3'11 11/16" 0.188(U480) 0.030(3%) 0.75(L+C) Uniform (U16201) TL Defl inch 0.012(L/7240) 3'11 11/16" 0.250(U360) 0.050(5%) D+0.75(L+C)Uniform Design Notes 1 Fasten all plies using 5 rows of 10d Box nails(.128x3")at 12"o.c.Maximum end distance not to exceed 6". 2 Refer to last page of calculations for fasteners required for specified loads. 3 Girders are designed to be supported on the bottom edge only. 4 Top loads must be supported equally by all plies. 5 Top braced at bearings. 6 Lateral slenderness ratio based on single ply width. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const.1.25 Comments 1 Uniform Far Face 75 PLF 119 PLF 0 PLF 0 PLF 0 PLF FLO3 2 Uniform Near Face 301 PLF 481 PLF 0 PLF 0 PLF 0 PLF FLO4 3 Uniform Top 100 PLF 0 PLF 0 PLF 0 PLF 0 PLF 10' WALL 4 Uniform Top 281 PLF 0 PLF 0 PLF 0 PLF 239 PLF C08 Self Weight 22 PLF Notes chemicals 6.For flat roofs provide proper drainage to prevent Manufacturer Info Manning Building Supplies-Truss Divsion 11155 Philips Parkway Dr E,Florida Calculated Structured Designs is responsible only of the Handling&Installation ponding BlueLinx USA structural adequacy of this conponent based on the 1.LVL beams must not be cut or doped 4300 Wildwood Parkway 32256 design criteria and loadings shown, it is the 2.Refer to manufacturer's product information responsibility or the customer and/or the contractor to regarding installation requirements. multi-pAtlanta,GA 30339 904288-8225 y ensure the component suitability of the intended fastening details,beam strength values.and code www.bluelinxco.com application.and to verify the dimensions and loads. approvals ICC-ES:ESR-2909,ESR-2913 Lumber 3.Damaged Beams must not be used ■UILDt rl0 t Dryservice rnndRions,unless noted otherwise 4.Design assumes top edge is laterally restrained SS !• Il S.Provide lateral support at bearing points to avoid 2.LVL not to be treated with fire retardant or corrosivelateral displacement and rotation This design is valid until 7/10/2021 �IN601 5510W Version 18.40.162 Powered by iStruct'" Client: BROWDY&BROWDY Date: 9/9/2019 Page 12 of 14 iSD2Sign.M Project: NOWAKOWSKA Designer: John Knight Address: 1250-B SELVA MARINA CIRCLE Job Name: J190393 ATLANTIC BEACH Project#: J190393 BM4 onCENTER 2.0E LVL 1.750" X 24.000" 2-Ply - PASSED Level:Level N N— 2' 1 SP 2 SP 7'11 1/4" y3 1/2" 7'11 1/4" Multi-Ply Analysis Fasten all plies using 5 rows of 10d Box nails (.128x3")at 12" o.c.. Maximum end distance not to exceed 6" Capacity 86.4 Load 391.0 PLF Yield Limit per Foot 452.7 PLF Yield Limit per Fastener 90.5 lb. Yield Mode IV Edge Distance 1 1/2" Min.End Distance 3" Load Combination D+L Duration Factor 1.00 Notes chemicals 6.For flat roofs provide proper drainage to prevent Manufacturer Info Manning Building Supplies-Truss Divsion pot 11155 Philips Parkway Dr E,Florida Calculated Structured Designs is responsible only of the Handling 6 Installation BlueLinx USA structural adequacy of this component based on the 1.LVL beams must not be cut or dnNed 4300 Wildwood Parkway 32256 design criteria and loadings shown. It is the 2.Refer to manufacturer's product information responsibility of the customer and/or the contractor to regard mg installation requirements, multi-ply Atlanta,GA 30339 904-268-8225 e e the component suitability of the intended fastening details,beam strength values.and code www.bluelinxco.com appboabon.and to verily the dimensions and loads. approvals ICC-ES:ESR-2909,ESR-2913 ef�(s�MG Lumber 3.Damaged Beams must not be used dm■u 11 N~D I Il0 t Dryservice conditions,unless noted otherwise 4.Design assumes top edge is laterally restrained UNISOo.N latS eral 2.LVL not to be treated with fire retardant or corrosive 5.Provide lateral support at bearing points to avoid TRUSS GegN lateral displacement and rotation This design is valid until 7/10/2021 Version 18.40,162 Powered by iStructr" .. WW Client: BRODY&BRODY Date: 9/9/2019 Page 13 of 14 isDesignTM Project: NOWAKOWSKA Designer: John Knight Address: 1250-B SELVA MARINA CIRCLE Job Name: J190393 ATLANTIC BEACH Project#: J190393 BM5 onCENTER 2.0E LVL 1.750" X 14.000" 3-Ply - PASSED Level:Level 1 W2 3 .,• -sa„ex- • -.�.sa.- ar'�• �:,�ry,el:. g.,,e,: • -.ytaner.. / III1t1'2" it • - • •Em / 1 SPF 2 SPF 22'11" �/5 1/4" 22'11" Member Information Reactions UNPATTERNED lb (Uplift) Type: Girder Application: Floor Brg Live Dead Snow Wind Const Plies: 3 Design Method: ASD 1 0 1518 0 0 1528 Moisture Condition: Dry Building Code: IBC/IRC 2015 2 0 1828 0 0 1891 Deflection LL: 360 Load Sharing: Yes Deflection TL: 240 Deck: Not Checked Importance: Normal Temperature: Temp<=100°F General Load Bearings Floor Live: 40 PSF Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb. Dead: 25 PSF 1 -SPF 3.500" 39% 1518/1528 3046 L D+C Construction: 20 PSF 2-SPF 3.500" 48% 1828/1891 3718 L D+C Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 19353 ft-lb 11'10 3/16" 55847 ft-lb 0.347(35%) D+C L Unbraced 19353 ft-lb 11'10 3/16" 19381 ft-lb 0.999 D+C L (100%) Shear 3239 lb 21'6 1/4" 17456 lb 0.186(19%) D+C L LL Defl inch 0.372(L/725) 11'6 5/8" 0.749(U360) 0.500(50%) C L TL Defl inch 0.733(L/368) 11'6 1/2" 1.123(L/240) 0.650(65%) D+C L Design Notes 1 Fasten all plies using 3 rows of 10d Box nails(.128x3")at 12"o.c.Maximum end distance not to exceed 6". 2 Refer to last page of calculations for fasteners required for specified loads. 3 Girders are designed to be supported on the bottom edge only. 4 Top loads must be supported equally by all plies. 5 Top must be laterally braced at a maximum of 8'3/4"o.c. 6 Bottom braced at bearings. 7 Lateral slenderness ratio based on single ply width. ID Load Type Location Tub Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 1 Point 2-6-0 Top 260 lb 0 lb 0 lb 0 lb 306 lb CO1 2 Part.Uniform 3-6-0 to 13-4-0 Top 124 PLF 0 PLF 0 PLF 0 PLF 146 PLF CO2-CO3-C04-C05-006 3 Part.Uniform 13-4-0 to 22-11-0 Top 149 PLF 0 PLF 0 PLF 0 PLF 175 PLF C07-008 Self Weight 19 PLF Notes chemicals 6For mit roofs provide proper drainage to prevent Manufacturer Info Manning Building Supplies-Truss Divsion ponding 11155 Philips Parkway Dr E.Florida Cakulated Structured Designs is responsible only of the Handling&Installation BlueLinx USA structural adequacy of the component bused on the 1,LVL beams must not be cut or dolled 4300 Wlldwood Parkway 32256 design criteria and loadings shown. It is the 2.Refer to manufacturers product information Atlanta.GA 30339 904-268-8225 responsibility of the customer and/or the contractor to regarding installation requirements, multi-ply ensure the component suitability of the intended fastening details,beam strength values,and code www.bluelinxco.com application,and to verify the dimensions and bads. approvals ICC-ES:ESR-2909,ESR-2913 Lumber 3.Damaged Seems roust not be used inti gliAlcIN 1.Dry service conditions.unless noted otherwise 4.Design assumes top edge is laterally restrained !!rr rr Lll 2.LVL not to be treated with fire retardant or corros50 5.Provide lateral support al bearing points to audit UEDIVISIONTRDIVISIONlateral displacement and rotatbn This design is valid until 7/10/2021 Version 18.40.162 Powered by iStruct'. , t R. Client: BROWDY&BROWDY Date: 9/9/2019 Page 14 of 14 0 isDesignTM Project: NOWAKOWSKA Designer: John Knight Address: 1250-B SELVA MARINA CIRCLE Job Name: J190393 ATLANTIC BEACH Project#: J190393 BM5 onCENTER 2.0E LVL 1.750" X 14.000" 3-Ply - PASSED Level:Level / • • • • • . • • • • • • • • • 111111 111 �,2„ J1 SPF 2 SPF . .. j. _t: 22'11" �/5 1/4" 22'11" Multi-Ply Analysis Fasten all plies using 3 rows of 10d Box nails(.128x3")at 12" o.c.. Nail from both sides. Maximum end distance not to exceed 6" Capacity 0.0 V. Load 0.0 PLF Yield Limit per Foot 271.6 PLF Yield Limit per Fastener 90.5 lb. Yield Mode IV Edge Distance 1 1/2" Min.End Distance 3" Load Combination Duration Factor 1.00 Notes chemicals 6.For oat roofs provide proper drainage to prevent Manufacturer Info Mantling Building Supplies-Truss Divsion 11155 Philips Parkway Dr E,Floridaalculated Structured Design'is responsible only of the Handling&Installation ponding BlueLinx USA structural adequacy of this component based on the 1.LVL beams must not be cut or doped 4300 VVildwood Parkway 32256 design arteria and loadings shown. tt is the 2.Refer to manufacturers product information Atlanta,GA 30339 904-268-8225 responsibility of the customer and/or the contractor to regarding Installation requirements, multi-ply ensure the component suitability of the intended fastening details,beam strength values,end code www.bluelinxco.com application,and to verify the dimensions and loads. approvals ICC-ES:ESR-2909,ESR-2913 EIMONVIIG Lumber 3.Damaged Beams must not be used U I L D I n0 1.Dry service conditions, s 5.Provide lateral unless noted otherwise 4.Design assumesttop edges is laterally restrained UPPLIt pport t bearing points to avoid 2.LVL not to be treated with ore retardant or corrosive lateral displacement and rotation TRUSS DIVISION This design is valid until 7/10/2021 Version 1840.162 Powered by iStruct'e 'MTLumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek RE: J190393-1-R - Nowakowska MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tam FL 33610-4115 Customer Info: Browdy & Browdy, Inc Project Name: Nowakowska / Browdy& Browdy, Inc. model: Lot/Block: Subdivision: Address: 1250 (B) Selva Marina Cricle City: Atlantic Beach State: FL Name Address and License #of Structural Engineer of Record, If there is one, for the building. Name: Luis A. Pontigo License #: 53311 Address: 4745 Sutton Park Court #204 City: Jacksonville State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.3 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 37.0 psf Floor Load: 65.0 psf This package includes 182 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T18056971 FG01 9/9/19 23 T18056993 FL15 9/9/19 2 T18056972 FG02 9/9/19 24 T18056994 FL16 9/9/19 3 T18056973 FG03 9/9/19 25 T18056995 FL17 9/9/19 4 T18056974 FLO1 9/9/19 26 T18056996 FL18 9/9/19 5 T18056975 FLO2 9/9/19 27 T18056997 FL19 9/9/19 6 T18056976 FLO3 9/9/19 28 T18056998 FL20 9/9/19 7 T18056977 FLO4 9/9/19 29 T18056999 FL21 9/9/19 8 T18056978 FLO5 9/9/19 30 T18057000 FL22 9/9/19 9 T18056979 FLO6 9/9/19 31 T18057001 FL23 9/9/19 10 T18056980 FLO6A 9/9/19 32 T18057002 FL32 9/9/19 11 T18056981 FLO7 9/9/19 33 T18057003 FL33 9/9/19 12 T18056982 FLO8 9/9/19 34 T18057004 FL34 9/9/19 13 T18056983 FLO8A 9/9/19 35 T18057005 FL35 9/9/19 14 T18056984 FLO8B 9/9/19 36 T18057006 FL36 9/9/19 15 T18056985 FLO9 9/9/19 37 T18057007 FL37 9/9/19 16 T18056986 FL10 9/9/19 38 T18057008 FL38 9/9/19 17 T18056987 FL10A 9/9/19 39 T18057009 FL39 9/9/19 18 T18056988 FL1OB 9/9/19 40 T18057010 A01 9/9/19 19 T18056989 FL11 9/9/19 41 T18057011 AO1A 9/9/19 20 T18056990 FL12 9/9/19 42 T18057012 A02 9/9/19 21 T18056991 FL13 9/9/19 43 T18057013 AO2A 9/9/19 22 T18056992 FL14 9/9/19 44 T18057014 A03 9/9/19 t til The ared by MiTek ss USA, Inc..(s)undererenced my direct supe vision bave have been sedpon the parameters `.``,�,/:PQ,U�NN3 < �'',. provided by Manning Building Supplies. \.' •k'''•• • • 68182 •• I. Truss Design Engineer's Name: Velez, Joaquin _ • v : My license renewal date for the state of Florida is February 28, 2021. = :11 * 7.-o: :Lr: • STATE OF �/� IMPORTANT NOTE:The seal on these truss component designs is a certification . that the engineer named is licensed in the jurisdiction(s)identified and that the i A•A` . designs comply with ANSIITPI 1. These designs are based upon parameters .0, ••' O R 1 v. �\,�� shown(e.g.,loads,supports,dimensions,shapes and design codes),which were '/i•�',9j.......'��,`•� given to MiTek or TRENCO. Any project specific information included is for MiTek's or / ,,�O N A;',��� TRENCO's customers file reference purpose only,and was not taken into account in the / preparation of these designs. MiTek or TRENCO has not independently verified the Joaquin Velez PE No.68182 applicability of the design parameters or the designs for any particular building. Before use, j MITek U••,Inc.FL Cert 6634 the building designer should verify applicability of design parameters and properly �6904 Pa e East Blvd.Tampa FL 33610 incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. Date: September 9,2019 Velez, Joaquin 1 of 3 Lou Pontigo & Associates, Inc. Consulting Structural Engineers `"'`EXCEPTION TAKEN 0 MAKE CORRECTIONS NOTED 0 REJECTED - SEE REMARKS 0 REVISE & RESUBMIT Review is for the limited purpose of checking for conformance with the design concept and the information expressed in the contract documents. No approval is implied for the accuracy or completeness of details, quantities,dimensions, weights of gauges,fabrication processes,construction mear:s or rretho.'s, coordination of the work with other tract ;o7 cosi precautions. di of‘,•ib;ci- 7i7P the sols C.: ';r n;i °.'•;.y c t�.e Contractor. Tho l C• + r ;,! , , _ t;r,e confirmed ; ;�,‘;c,t•; shall not i,•;iu c .. r _... :);y of' ir,e item is c,,_:;cnpon: , ;+c„,s;:;! .,will cover only ,�,, •..;� ->. fatal and other changes clec.!v (•-y�lhv�: CV-A'S—tel ] �+ By: L` Date: V-A'S_tel RE: J190393-1-R - Nowakowska Site Information: Customer Info: Browdy & Browdy, Inc Project Name: Nowakowska / Browdy& Browdy, Inc. Model: Lot/Block: Subdivision: Address: 1250 (B) Selva Marina Cricle City: Atlantic Beach State: FL No. Seal# Truss Name Date No. Seal# Truss Name Date 45 T18057015 A04 9/9/19 102 T18057072 G04 9/9/19 46 T18057016 AO4A 9/9/19 103 T18057073 G05 9/9/19 47 T18057017 AO4B 9/9/19 104 T18057074 G06 9/9/19 48 T18057018 A05 9/9/19 105 T18057075 G07 9/9/19 49 T18057019 A06 9/9/19 106 T18057076 G08 9/9/19 50 T18057020 A07 9/9/19 107 T18057077 G09 9/9/19 51 T18057021 A08 9/9/19 108 T18057078 G10 9/9/19 52 T18057022 A09 9/9/19 109 T18057079 H01 9/9/19 53 T18057023 A10 9/9/19 110 T18057080 H02 9/9/19 54 T18057024 All 9/9/19 111 T18057081 H03 9/9/19 55 T18057025 Al2 9/9/19 112 T18057082 H04 9/9/19 56 T18057026 A13 9/9/19 113 T18057083 H05 9/9/19 57 T18057027 Al 3A 9/9/19 114 T18057084 H06 9/9/19 58 T18057028 Al 3B 9/9/19 115 T18057085 J01 9/9/19 59 T18057029 A14 9/9/19 116 T18057086 J02 9/9/19 60 T18057030 B01 9/9/19 117 T18057087 J03 9/9/19 61 T18057031 B02 9/9/19 118 T18057088 J04 9/9/19 62 T18057032 B03 9/9/19 119 T18057089 J05 9/9/19 63 T18057033 B04 9/9/19 120 T18057090 J06 9/9/19 64 T18057034 B05 9/9/19 121 T18057091 J07 9/9/19 65 T18057035 B06 9/9/19 122 T18057092 J08 9/9/19 66 T18057036 B07 9/9/19 123 T18057093 J09 9/9/19 67 T18057037 B08 9/9/19 124 T18057094 J10 9/9/19 68 T18057038 B09 9/9/19 125 T18057095 J11 9/9/19 69 T18057039 B10 9/9/19 126 T18057096 J12 9/9/19 70 T18057040 B11 9/9/19 127 T18057097 J13 9/9/19 71 T18057041 B12 9/9/19 128 T18057098 J14 9/9/19 72 T18057042 B13 9/9/19 129 T18057099 J15 9/9/19 73 T18057043 B14 9/9/19 130 T18057100 J16 9/9/19 74 T18057044 B15 9/9/19 131 T18057101 J17 9/9/19 75 T18057045 B16 9/9/19 132 T18057102 J18 9/9/19 76 T18057046 B17 9/9/19 133 T18057103 J19 9/9/19 77 T18057047 B18 9/9/19 134 T18057104 J20 9/9/19 78 T18057048 CO1 9/9/19 135 T18057105 J21 9/9/19 79 T18057049 CO2 9/9/19 136 T18057106 J22 9/9/19 80 T18057050 CO3 9/9/19 137 T18057107 J23 9/9/19 81 T18057051 C04 9/9/19 138 T18057108 J24 9/9/19 82 T18057052 C05 9/9/19 139 T18057109 J25 9/9/19 83 T18057053 C06 9/9/19 140 T18057110 J26 9/9/19 84 T18057054 C07 9/9/19 141 T18057111 J27 9/9/19 85 T18057055 C08 9/9/19 142 T18057112 J28 9/9/19 86 T18057056 D01 9/9/19 143 T18057113 J29 9/9/19 87 T18057057 D02 9/9/19 144 T18057114 J30 9/9/19 88 T18057058 D03 9/9/19 145 T18057115 J31 9/9/19 89 T18057059 E01 9/9/19 146 T18057116 J32 9/9/19 90 T18057060 E02 9/9/19 147 T18057117 J33 9/9/19 91 T18057061 E03 9/9/19 148 T18057118 J34 9/9/19 92 T18057062 E04 9/9/19 149 T18057119 J36 9/9/19 93 T18057063 E05 9/9/19 150 T18057120 J37 9/9/19 94 T18057064 E06 9/9/19 151 T18057121 J38 9/9/19 95 T18057065 E07 9/9/19 152 T18057122 J39 9/9/19 96 T18057066 E08 9/9/19 153 T18057123 J40 9/9/19 97 T18057067 E09 9/9/19 154 T18057124 J41 9/9/19 98 T18057068 El0 9/9/19 155 T18057125 J42 9/9/19 99 T18057069 G01 9/9/19 156 T18057126 J43 9/9/19 100 T18057070 G02 9/9/19 157 T18057127 J44 9/9/19 101 T18057071 G03 9/9/19 158 T18057128 J46 9/9/19 2 of 3 RE: J190393-1-R - Nowakowska Site Information: Customer Info: Browdy & Browdy, Inc Project Name: Nowakowska /Browdy& Browdy, Inc. Model: Lot/Block: Subdivision: Address: 1250 (B) Selva Marina Cricle City: Atlantic Beach State: FL No. Seal# Truss Name Date 159 T18057129 J47 9/9/19 160 T18057130 J48 9/9/19 161 T18057131 J50 9/9/19 162 T18057132 J51 9/9/19 163 T18057133 J52 9/9/19 164 T18057134 J53 9/9/19 165 T18057135 J55 9/9/19 166 T18057136 J56 9/9/19 167 T18057137 J57 9/9/19 168 T18057138 J58 9/9/19 169 T18057139 J59 9/9/19 170 T18057140 K01 9/9/19 171 T18057141 K02 9/9/19 172 T18057142 K03 9/9/19 173 T18057143 L01 9/9/19 174 T18057144 L02 9/9/19 175 T18057145 L03 9/9/19 176 T18057146 L04 9/9/19 177 T18057147 MO1 9/9/19 178 T18057148 NO1 9/9/19 179 T18057149 R01 9/9/19 180 T18057150 SO1 9/9/19 181 T18057151 SO2 9/9/19 182 T18057152 S03 9/9/19 3 of 3 Jot, , Truss Truss Type Qty Ply Nowakowska T18056971 J190393-1-R FG01 FLOOR 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 Mitek Industries,Inc. Fri Sep 6 14:04:43 2019 Page 1 I D:OAVY9gD_I4HC R9hO_aAPJryzsQV-HVM9LhxdHkhtOmdAmlfSCbM RMZZYKua7fbj E2aygKUo 3-2-10I 6-3-7 l 9-4-5 12-5-2 15-7-12 17-11-12 1 21-1-8 3-2-10 3-0-14 3-0-14 3-0-14 3-2-10 2-4.0 3-1-12 Scale=1:35.8 6x6= 2x4 II 3x10= 2x4 II 8x8= 2x4 II 2x4 II 4x10= 1 2 3 4 5 6 7 8 • i .- ___ , , ---- 0 i n °n n -• n n n n n n n 16 17 15 18 14 19 13 20 12 21 11 22 10 23 9 3x4 II NAILED 5x12= NAILED 8x8= NAILED 3x8= NAILED 2x4 I I NAILED 3x4= NAILED 4x10=NAILED 2x4 NAILED NAILED NAILED 3.2.10I 63-7 I 9-4-5 12-5-2 15-7-12 17-11-12 j 21-1-6 ____I 3-2-10 3-0-14 3-0-14 3-0-14 3-2-10 2-4-0 3-1-12 Plate Offsets(X,V)-- [5:0-4-0,0-4-81,110:0-3-8,0-2-0],[14:0-4-0,0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) 1/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.42 Vert(LL) -0.10 12 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.78 Vert(CT) -0.35 12 >718 360 BCLL 0.0 Rep Stress Incr NO WB 0.94 Horz(CT) 0.05 9 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MSH Weight:414 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP DSS TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purlins, BOT CHORD 2x6 SP DSS except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=4301/Mechanical,9=4284/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-16=-4039/0,1-2=-7162/0,2-3=-7162/0,3-4=-14021/0,4-5=-14021/0,5-6=-8917/0,6-7=-8917/0,7-8=-8917/0, 8-9=-4688/0 BOT CHORD 15-16=0/272,14-15=0/11902,13-14=0/11902,12-13=0/14148,11-12=0/14148,10-11=0/8917 WEBS 7-10=-2723/0,8-10=0/10010,6-11=0/966,1-15=0/7710,2-15=-950/0,3-15=-5304/0,3-14=0/281,3-13=0/2371, 4-13=-848/0,5-12=0/966,5-11=-5906/0 NOTES- 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 1-0-0 oc,2x6-2 rows staggered at 1-0-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 1-0-0 oc. Webs connected as follows:2x4-1 row at 1-0-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) Refer to girder(s)for truss to truss connections. 5)Load case(s)1,2,3,4,5,6 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)"NAILED"indicates 3-10d Nails(0.148"x 3") toe-nails per NDS guidelines. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-8=-328,9-16=-10 Concentrated Loads(Ib) Vert:11=-154(F)15=-154(F)13=-154(F)17=-154(F)18=-154(F)19=-154(F)20=-154(F)21=-154(F)22=-154(F)23=-154(F) 2)Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Joaquin Velez PE No.68182 Vert:1-8=-328,9-16=-10 MiTek USA,Inc.FL Cert 6634 Concentrated Loads(Ib) 6904 Parke East Blvd.Tampa FL 33610 Vert:11=-154(F)15=-154(F)13=-154(F)17=-154(F)18=-154(F)19=-154(F)20=-154(F)21=-154(F)22=-154(F)23=-154(F) Date: Continued on page 2 September 9,2019 itai A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MH-7473 rev.1003/2015 BEFORE USE. i- Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 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 busses and truss systems.seeANSVIpit Quality Cdteda,055-59 and SCSI IuIde1g Component 6904 Parke East Blvd. Safety k formallonavoiiabie from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Jti Truss Truss Type Qty Ply Nowakowska T18056971 J190393-1-R FG01 FLOOR 1 3 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:04:43 2019 Page 2 I D:QAV Y9gD_I4HCR9hO_aAPJryzsQV-HVM9LhxdHkhtOmdAmlfSCbMRMZZYKua7fbj E2aygKUo LOAD CASE(S) Standard 3) 1st chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-7=-328,7-8=-248,9-16=-10 Concentrated Loads(Ib) Vert:11=-154(F)15=-154(F)13=-154(F)17=-154(F)18=-154(F)19=-154(F)20=-154(F)21=-154(F)22=-154(F)23=-154(F) 4)2nd chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-6=-248,6-8=-328,9-16=-10 Concentrated Loads(Ib) Vert:11=-154(F)15=-154(F)13=-154(F)17=-154(F)18=-154(F)19=-154(F)20=-154(F)21=-154(F)22=-154(F)23=-154(F) 5)3rd chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-7=-328,7-8=-248,9-16=-10 Concentrated Loads(Ib) Vert:11=-154(F)15=-154(F)13=-154(F)17=-154(F)18=-154(F)19=-154(F)20=-154(F)21=-154(F)22=154(F)23=-154(F) 6)4th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-6=-248,6-8=-328,9-16=-10 Concentrated Loads(Ib) Vert:11=-154(F)15=-154(F)13=-154(F)17=-154(F)18=-154(F)19=-154(F)20=-154(F)21=-154(F)22=-154(F)23=-154(F) 0 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.IOAta2015 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,not111111 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,seeANSVIP11 Quality Cdteda,DSl-$9 and SCSI lidding Component 6904 Parke East Blvd. Safety YHaanalonrvailabie from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 JLi • Truss Truss Type Qty Ply Nowakowska 718056972 J190393-1-R FG02 FLOOR I 3 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:04:43 2019 Page 1 I D:QAVY9gD_I4HCR9hO_aAPJryzsQV-HVM9LhxdHkhtOmdAmlfSCbM RVZbvKye7fbj E2aygKUo 3-4-3 5-8-12 8-1-6 10-7-11 12-11-11 17-0-8 I 3-4-3 I 2-4-9 I 2-4-9 I 2-6-5 2-4-0 4-0-13 Scale=1:28.8 2x4 II 1.5x4 II 1.5x4 II 3x8= 1 2 3510= 3 358= 4354= 53x4= 6 7 17 8 11 — -1,„, ,, ,,,.„.71 13 iii \ s � s e e o• C e e e 18 // 18 14 19 13 20 21 12 22 11 10 3x5 II 3x6 H Special 6x6= Special 5x5= 8x8= Special 5x5= 6x6= 3x5 II Special Special THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 0-9-2 3-4-3 5-8-12 8-1-6 10-7-11 12.11-1/ 17-0-8 I 0-9-2 I 2-7.1 2-4-9 i 2-4-9 I 2-6-5 I 2-40 I 4-0-13 { Plate Offsets(X,Y)-- [2:0-3.8,0-1-8],[3:0-3-8,0-1-8],[12:0-3-8,0-5-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.41 Vert(LL) -0.12 11-12 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.69 Vert(CT) -0.23 11-12 >817 360 BCLL 0.0 Rep Stress Incr NO WB 0.68 Horz(CT) 0.02 9 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MSH Weight:331 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-4 oc purlins, BOT CHORD 2x8 SP DSS except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=2632/0-5-8,15=4993/0-4-15 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-16=-279/0,2-3=-6299/0,3-4=-9981/0,4-5=-10948/0,5-6=-6769/0,6-7=-6769/0,7-8=-6769/0,8-9=-2916/0 BOT CHORD 13-14=0/6299,12-13=0/9981,11-12=0/10948,10-11=0/6769 WEBS 2-15=-3899/0,7-10=-612/0,8-10=0/7182,2-14=0/7244,3-14=-2726/0,3-13=0/4401,4-13=-865/0,4-12=0/1156, 5-12=0/2369,5-11=-5092/0 NOTES- 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 1-0-0 oc. Bottom chords connected as follows:2x8-2 rows staggered at 0-5-0 oc. Webs connected as follows:2x4-1 row at 1-0-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1163 lb down at 2-5-7,1221 lb down at 4-4-1,1279 lb down at 6-2-11,and 989 lb down at 7-7-11,and 795 lb down at 8-10-8 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-8=-120,9-16=-10 Concentrated Loads(Ib) Vert:18=-1163(B)19=-1221(B)20=-1279(B)21=-989(B)22=-795(B) Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 N A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall 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.seeANSI/1141 Quality Criteria,DSI-69 and SCSI Building Component 6904 Parke East Blvd. Safety Momtallansvailable from Truss Rate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Jop Truss Truss Type Qty Ply Nowakowska T18056973 J190393-1-R FG03 FLOOR 1 2 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:04:44 2019 Page 1 ID:QAVY9gD_I4HCR9hO_aAPJryzsQV-I iwXZOyG22pkdwBM KTAhlpvaky5x3ZXGtFTnaOygKUn 1-10-8 1-10-8 1 4x4= 5 2 2x4 II Scale=1:13.0 4 3 1.5x4 II 3x5= 1-10-8 1-10-8 LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.57 Vert(LL) 0.00 4 ""' 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.00 Vert(CT) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP I Weight:27 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=1196/Mechanical,3=880/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-4=-1191/0,2-3=-875/0 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 1-0-0 oc,2x6-2 rows staggered at 1-0-0 oc. Bottom chords connected as follows:2x4-1 row at 1-0-0 oc. Webs connected as follows:2x4-1 row at 1-0-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Load case(s)1,2 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 1) Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-2=-218,3-4=-7 Concentrated Loads(Ib) Vert:5=-1720 2)Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-2=-218,3-4=-7 Concentrated Loads(Ib) Vert:5=-1720 Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ��- Design valid for use only with Mitek®connectors.This design is based only upon parameters shown.and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANSI/lPl1 Quality Creole.05149 and SCSI Bolding Component 6904 Parke East Blvd. Safety Infonnalonavoilable from Truss Plate Institute,218 N.Lee Sheet.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Alp a Truss Truss Type Qty Ply Nowakowska T18056974 J190393-1-R FLO1 FLOOR 2 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:04:45 2019 Page 1 I D:QAVY9gD_I4HCR9hO_aAPJryzsQV-DuUvmMzupMxbF3mYuAhwHO RkrM EjotkQ6vCL6SygKUm 3-2-14 7-0-8I 9-4-11 I 12-5-5 I 15-7-12 17-11-12 21-1-8 3-2-14 3-9-10 2-4-3 3-0-11 3-2-7 2-4-0 3-1-12 Scale=1:36.3 457= 1.5x4 II 5x8= 3x5= 5x5= 1.5x4 II 1.5x4 II 4x7-=- 1 1 2 3 4 5 6 7 8 1.1I•I 8 8 ° L o �l Iv j•j i 16 15 14 13 12 11 10 9 1.5x4 II 4x10= 1.5x4 II 5x5= 3x5= 3x5= 5x5= 1.5x4 I I 3-2-14I 6-4-0 17-0-81 9-4-11 12-5-5 15-7-12 I 17-11-12 1 21-1-8 3-2-14 3-1-2 0-8-8 2-4-3 3-0-11 3-2-7 2-4-0 3-1-12 Plate Offsets(X,Y)-- [5:0-2-8,0-3-0],[13:0-2-8,0-3-0] LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.62 Vert(LL) -0.23 11-12 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.86 Vert(CT) -0.37 11-12 >683 360 BCLL 0.0 Rep Stress lncr YES WB 0.58 Horz(CT) 0.04 9 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MSH Weight:107 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP 2250F 1.9E TOP CHORD Structural wood sheathing directly applied or 4-8-4 oc purlins, BOT CHORD 2x4 SP 2250F 1.9E except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:9-10. REACTIONS. (lb/size) 16=903/Mechanical,9=903/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-16=-878/0,1-2=-1410/0,2-3=-1410/0,3-4=-2685/0,4-5=-2755/0,5-6=-1727/0,6-7=-1727/0,7-8=-1727/0, 8-9=-1024/0 BOT CHORD 14-15=0/2316,13-14=0/2316,12-13=0/2706,11-12=0/2741,10-11=0/1727 WEBS 1-15=0/1570,2-15=-255/0,3-15=-1034/0,7-10=-639/0,8-10=0/2054,3-13=0/429,5-11=-1213/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Joaquin Velez PE No.68162 Wick USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.14M3/201S BEFORE USE. mi'. 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,seeANSVIP11 Qualify Colton°,DS15-89 and BCSI Building Componont 6904 Parke East Blvd. $of.$y Ildormaflonovailoble from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 ..kip • Truss Truss Type Oty Ply Nowakowska T18056975 J190393-1-R FLO2 FLOOR 6 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:04:45 2019 Page 1 I D:QAV Y9gD_I4HC R9hO_aAPJryzsQV-DuUvmMzupMxbF3mYuAhwHORoNMMEov7Q6vCL6SygKUm 3-2-14 9-4-11 12-5-5 15-7-12 17-11-12 21-1-8 3-2-14 6-1-13 i 3-0-11 I 3-2-7 I 2-4-0 3-1-12 Scale=1:36.3 4x7= 1.5x4 II 5x8= 3x5= 5x5= 1.5x4 I I 1.5x4 II 4x7= 1 2 3 4 5 6 7 8 B o Lft16 15 13 12 11 10 9 1.5x4 II 4x10= 2x4 II 5x5= 3x5= 3x5= 5x5= 1.5x4 II 3-2-14I 6.4-0 I 9-4-11 I 12-5-5 I 15-7-12 I 17-11-12 I 21-1-8 l 3-2-14 3-1-2 3-0-11 3-0-11 3-2-7 2-4-0 3-1-12 Plate Offsets(X,Y)-- [5:0-2-8,0-3-0],[13:0-2-8,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.33 Vert(LL) -0.08 11-12 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.38 Vert(CT) -0.13 11-12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(CT) -0.01 14 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MSH Weight:107 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP 2250F 1.9E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP 2250F 1.9E except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=-11/Mechanical,9=777/Mechanical,14=1942/0-5-8 Max Uplift 16=-248(LC 4) Max Gray 16=232(LC 3),9=782(LC 4),14=1942(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-16=-208/265,1-2=-106/580,2-3=-106/580,4-5=-1201/0,5-6=-1222/0,6-7=-1222/0, 7-8=-1222/0,8-9=-807/0 BOT CHORD 14-15=-1381/0,13-14=-1381/0,11-12=0/1238,10-11=0/1222 WEBS 1-15=-667/92,2-15=-396/0,3-15=0/1176,3-14=-1843/0,7-10=-512/0,8-10=0/1393, 3-13=0/1737,4-13=-902/0,4-12=0/1134,5-12=-450/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 248 lb uplift at joint 16. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Joaquin Velez PE No.68182 MiTek USA.Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 -- 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10103/2015 BEFORE USE. -- Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and 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,seeANSiIPIl Quality Cdt.da,D511-19 and SCSI Bolding Component 6904 Parke East Blvd. Safety Info sa$Ie Dvaliable from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Jq� t Truss Truss Type Qty Ply Nowakowska T18056976 J190393-1-R FLO3 FLOOR 5 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:04:46 2019 Page 1 I D:QAVY9gD_I4HCR9hO_aAPJ ryzsQV-h42Hzi zW af3StDLI RuC9gE_?GmkwXSyZLZyufvygKUl 3-1-10 6-3-4 3-1-10 3-1-10 1.5x4 I I 1.5x4 I I Scale=1:14.0 1 2 3x4= 3 • • 3x4= 5 4 3x4= 3-1-10 6-3.4 3.1-10 3-1-10 I � LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.25 Vert(LL) 0.00 5 "" 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.16 Vert(CT) -0.03 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 4 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:32 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-3-4 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=259/Mechanical,4=259/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. BOT CHORD 4-5=0/257 WEBS 2-5=-296/0,2-4=-296/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 � 1 Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10b3/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVII91 Quality Cdteda,DSS49 and SCSI Sinding Component 6904 Padre East Blvd. Safety Infotmasonavailable from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Jolp s Truss Truss Type Qty Ply Nowakowska T18056977 J190393-1-R FLO4 FLOOR 4 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:04:46 2019 Page 1 ID:QAVY9gD_I4HCR9hO_aAPJryzsQV-h42HzizW af3StDLIRuC9gE_wemYEXHVZLZyufvygKUI 3-0-15 6-0-1 ( 9-1-0 I 11-3-4 ( 14-7-5 I 17-9-10 20-11-15 I 24-4-0 3-0-15 2-11-3 3-0-15 2-2-4 3-4-1 3-2-5 3-2-5 3-4-1 Scale=1:41.3 3x10= 3x8= 3x8= 1.5x4 Il 1.5x4 II 3x4= 5x5= 3x8= 3x10= 1 2 3 4 5 6 7 8 9 \ti- • • . .'-*''. -,E,._...i.. .. L...„.....„.......,,,,,,...: s s n ,moi 18 17 16 15 14 13 12 11 10 2x4 Il 6x6= 6x6= 3x8= 354= 3x5= 3x8= 4x10= 2x4 II 3-0-15I 6-0-1 I 9-1-0 I 11-3-4 1 14-7-5 I 17-9-10 I 20-11-15 i 24-4-0 3-0-15 2-11-3 3-0-15 2-2-4 3-4-1 3-2-5 3-2-5 3-4-1 Plate Offsets(X,V)-- [2:0-3-8,0-1-8],[3:0-3-8,0-1-8],[7:0-2-8,0-3-0],[8:0-3-8,0-1-8],[11:0-3-8,0-2-0],[12:0-3-8,0-1-81,[15:0-3-8,0-1-8],[16:0-2-12,0-3-4] LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.55 Vert(LL) -0.38 13-14 >762 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.91 Vert(CT) -0.62 13-14 >469 360 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(CT) 0.09 10 n/a n/a BCDL 5.0 Code FBC2017ITPI2014 Matrix-MSH Weight:124 lb FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP 2250F 1.9E TOP CHORD Structural wood sheathing directly applied or 2-10-2 oc purlins, BOT CHORD 2x4 SP 2250F 1.9E except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=1563/Mechanical,10=1563/0-6-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-18=-1528/0,1-2=-2382/0,2-3=-3938/0,3-4=-5280/0,4-5=-5280/0,5-6=-5280/0, 6-7=-5321/0,7-8=-4276/0,8-9=-2568/0,9-10=-1526/0 BOT CHORD 16-17=0/2382,15-16=0/4024,14-15=0/5280,13-14=0/5321,12-13=0/4353,11-12=0/2568 WEBS 4-15=-510/0,1-17=0/2694,2-17=-1331/0,2-16=0/1826,3-16=-1009/0,3-15=0/1640, 6-14=-452/559,6-13=-434/0,7-13=0/1110,7-12=-903/0,8-12=0/1937,8-11=-1327/0, 9-11=0/2845 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVIPII Quality Cdtoda,DSS-419 and SCSI Balding Component 6904 Parke East Blvd. Safety IMolmalkn available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Jo,p s Truss Truss Type Qty Ply Nowakowska TI8056978 J190393-1-R FL05 FLOOR 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:04:47 2019 Page 1 I D:OAVY9gD_I4HCR9hO_aAPJryzsQV-AHcfB2_8LzBJVNwx?bjOMRX4JAviGk1 jZDhSBLygKUk 3-3-6 6-6-12 7-10-12 11-9-4 15-7-12 17-11-12 21-3-2 24-4-12 27-6-6 31-6-12 i 3-3-6 I 3-3-6 t 1-4-0 i 3-10-8 ( 3-10-8 I 2-4-0 I 3-3-6 I 3-1-10 I 3-1-10 i 4-0-6 Scale=1:55.5 6x6= 3x4= 6x6= 2x4 11 5x12= 4x7= 1.5x4 II 6x6= 3x4= 3x4= 3x8= 2x4 11 1 2 28 3 4 5 6 7 8 9 10 11 12 Lti iri � fiQ � � � $ $ io ligi 22 _1 d 27 26 25 24 21 20 19 18 17 16 15 14 13 1.5x4 II 4x10= 3x8 MT2OHS I I 8x6= 4x7= 3x4= 3x4= 3x8= 6x6= 1.5x4 II 3x6= 1.5x4 II 1.5x4 II 5x12= 3-3-6 5-6-12 -6-1 7-10-12 11-9-4 15-7-12 17-11-12 21-3-2 24-4-12 27-6-6 30-10-12 31-6-12 3-3-6 I 2-3-6 h1-0-0! 1-4-0 I 3-10-8 I 3-10-8 I 2-4-0 I 3-3-6 I 3-1-10 I 3-1-10 I 3-4-6 8-It Plate Offsets(X,Y)-- [7:0-3-0,0-3-4],[10:0-3-8,0-1-81,[16:0-3-8,0-1.8],[20:0-2-12,0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud I PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.62 Vert(LL) -0.35 17-18 >833 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.90 Vert(CT) -0.57 17-18 >513 360 MT2OHS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.03 14 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MSH I Weight:165 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP 2250F 1.9E TOP CHORD Structural wood sheathing directly applied or 3-1-15 oc purlins, BOT CHORD 2x4 SP No.2*Except' except end verticals. 20-21,13-20:2x4 SP 2250F 1.9E BOT CHORD Rigid ceiling directly applied or 2-2-1 oc bracing. WEBS 2x4 SP No.2 REACTIONS. All bearings 1-0-0 except(jt=length)27=Mechanical,14=0-5-8,25=0-3-8. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)except 27=-375(LC 5) Max Gray All reactions 250 lb or less at joint(s)27,25 except 24=2552(LC 1),24=2552(LC 1),14=1540(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-27=-171/387,1-2=-29/781,2-3=0/2740,3-4=0/2885,4-5=-2240/0,5-6=-4307/0, 6-7=-4307/0,7-8=-4307/0,8-9=-4640/0,9-10=-3786/0,10-11=-2297/0 BOT CHORD 25-26=-423/0,24-25=-423/0,23-24=-2626/0,3-23=-430/0,22-23=-652/0,20-21=-279/0, 19-20=0/2346,18-19=0/4307,17-18=0/4640,16-17=0/3786,15-16=0/2297 WEBS 4-23=-2679/0,6-19=-630/0,5-20=-1247/0,5-19=0/2159,4-20=0/2780,11-14=-1496/0, 8-18=-382/0,8-17=-322/0,9-17=0/973,9-16=-807/0,10-16=0/1701,10-15=-1204/0, 11-15=0/2560,1-26=-905/3,2-26=-31/566,23-26=-421/184,2-23=-2256/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 375 lb uplift at joint 27. 5)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131'X 3')nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 -- V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. -- Design valid for use only with MiTek&connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Milek• 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,seeANSVWP11 Quay Cdterlo,DSI-89 and ICS Balding Component 6904 Parke East Blvd. Safety Btfonnallonavailabie from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314 Tampa,FL 33610 Jqi j Truss Truss Type Qty Ply Nowakowska 718056979 J190393-1-R FLOG FLOOR 8 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:04:48 2019 Page 1 ID:QAVY9gD_14HCR9h0_aAPJryzsQV-eT9200?m61-1JA6XV7ZI Edvf3GEaFs?BisotR?jnygKUj 1-9-0 4-4-9 6-10-7 9-6-0 11-10-0 15-1-7 18-3-1 21-4-12 25-5-0 1-9-0 2-7-9 i 2-5-13 2-7-9 I 2-4-0 I 3-3-7 i 3-1-11 I 3-1-11 I 4-0-4 Scale=1:44.2 4x10= 3x10= 1.5x4 II 4x10= 4x4= 1.5x4 II 1.5x4 I I 3x4= 5x5= 5x5= 2x4 II 1 2 3 4 5 6 7 8 9 10 11 worainie_ -401111110 PI 23 5x12= L rg- -� 3x4 II 21 20 19 18 17 16 15 14 13 12 3x4 II 6x6= 3x8= 4x4= 3x4= 7x10 MT2OHS= 5x5= 4x10= 1.5x4 II 1.5x4 II 1-9-0I 4-4-9 I 6-10-7 9-6-0 I 11-10-0 I 15-1-7 I 18-3-1 i 21-4-12 { 24-9-05-5- 1-9-0 2-7-9 2-5-13 2-7-9 2-4-0 3-3-7 3-1-11 3-1-11 3-4-4 -8- - Plate Offsets(X,Y)-- [8:0-2-8,0-3-0],[10:0-3-8,0-2-0],[14:0-3-8,0-2-0],116:0-4-12,Edge],[19:0-3-8,0-1-8],[22:0-5-12,0-3-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.54 Vert(LL) -0.39 16-17 >755 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.84 Vert(CT) -0.63 16-17 >465 360 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(CT) 0.06 13 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MSH Weight:134 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP 2250F 1.9E TOP CHORD Structural wood sheathing directly applied or 2-9-13 oc purlins, BOT CHORD 2x4 SP No.2*Except* except end verticals. 16-21,12-16:2x4 SP 2250F 1.9E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 23=1584/Mechanical,13=1683/0-5-4 Max Gray 23=1584(LC 3),13=1683(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-23=-1473/0,1-2=-2314/0,2-3=-2244/0,3-4=-4460/0,4-5=-5475/0,5-6=-5475/0, 6-7=-5475/0,7-8=-5354/0,8-9=-4302/0,9-10=-2563/0 BOT CHORD 20-21=0/454,19-20=0/3267,18-19=0/4460,17-18=0/5475,16-17=0/5395,15-16=0/4382, 14-15=0/2563 WEBS 1-22=0/2563,10-13=-1631/0,5-18=-489/0,3-20=-756/0,3-19=0/1447,4-19=-882/0, 4-18=0/1232,20-22=0/2912,3-22=-1110/0,7-16=-487/0,8-16=0/1134,8-15=-940/0, 9-15=0/1985,9-14=-1349/0,10-14=0/2858 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date. September 9,2019 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. - Design valid for use only with MiTek6 connectors.This design is based only upon parameters shown,and is for an individual building component,not 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,seeANSVIP11 Quality Criteria,DS6-119 and ICSI Building Component 6904 Parke East Blvd. Safety Yrbrmalionavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 I Alb t Truss Truss Type Qty Ply Nowakowska T18056980 J190393-1-R FLO6A FLOOR 1 1 Job Reference(optional) Manning Building Supplies,Jacksonville,FL Run:8.300 s Apr 8 2019 Print:8.320 s Aug 28 2019 MiTek Industries,Inc. Mon Sep 9 08:13:30 2019 Page 1 ID:QAVY9gD_I4HC R9hO_aAPJryzsQV-wZkvzm8ztXAGeagL6bAx?LFPOpH5u8I S23Zs2XyfREJ 1-9-0 I 4-5-15 I 6-11-1 i 9-6-0 9- 11-10-0 I 15-1-7 I 17-5-12 18-3-1 21-4-12 I -2' 25-5-0 1-9-0 2-8-15 2-5-3 2-6-15 0 -4 2-1-12 3-3-7 2-4-6 b-9-5 3-1-11 4-0-4 Scale=1:45.3 3x3= 4x10= 3x10= 2x5 II 4x10= 4x4= 1.5x4 II 1.5x4 II 3x4= 5x5= 5x5= 2x4 II 1 2 3 4 5 6 7 8 9 10 11 o .1i _- y r ��` HMI21111L GD 16 ei ...5x14 LiMO id 24 Iim ea 1.5x4= 21 20 19 18 17 16 15 14 13 12 3x4 II 6x6= 4x4= 4x4= 3x4= 7x10 MT2OHS= 5x5= 4x10= 1.5x4 II 1.5x4 II 1-9-0i 4-5-15 I 6-11-1 i 9-6-0 9- 11-10-0 I 15-1-7 I 17-5-12 18-3-1 21-4-12 I 24-9-0 5- 1-9-0 2-8-15 2-5-3 2-6-15 0-7-4 2-1-12 3-3-7 2-4-6 0-9-5 3-1-11 3-4-5 -8- Plate Offsets(X,Y)-- [8:0-2-8,0-3-0],[10:0-3-8,0-2-0],[14:0-3-8,0-2-0],[16:0-4-12,Edge],[22:0-5-8,0-3-0],[24:0-1-4,0-1-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.54 Vert(LL) -0.39 16-17 >756 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.84 Vert(CT) -0.63 16-17 >465 360 MT2OHS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(CT) 0.12 13 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MSH Weight:136 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP 2250F 1.9E TOP CHORD Structural wood sheathing directly applied or 2-9-13 oc purlins, BOT CHORD 2x4 SP 2250F 1.9E*Except* except end verticals. 22-23:2x4 SP No.2,2-21:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 13=1683/0-5-8,24=1584/Mechanical Max Gray 13=1683(LC 1),24=1584(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 23-24=-1584/0,1-23=-1474/0,1-2=-2405/0,2-3=-2133/0,3-4=-4482/0,4-5=-5476/0, 5-6=-5476/0,6-7=-5476/0,7-8=-5354/0,8-9=-4302/0,9-10=-2563/0 BOT CHORD 20-21=0/831,19-20=0/3330,18-19=0/4482,17-18=0/5476,16-17=0/5395,15-16=0/4382, 14-15=0/2563 WEBS 1-22=0/2618,10-13=-1631/0,7-16=-487/0,8-16=0/1134,8-15=-940/0,9-15=0/1985, 9-14=-1349/0,10-14=0/2858,5-18=-488/0,4-18=0/1215,4-19=-876/0,3-19=0/1408, 3-20=-661/0,20-22=0/2585,3-22=-1295/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.1003/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSV1PI1 Quality Criteria.DSS-89 and SCSI Bolding Component 6904 Parke East Blvd. Safely IMonnationavailoble from Truss Rate Institute.218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 4 j Truss Truss Type Oty Ply Nowakowska T18056981 J190393-1-R FLO7 FLOOR 1 a� L Job Reference(optional) i Marring Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:04:50 2019 Page 1 I D:QAVY9gD_14HCR9hO_aAPJryz5QV-asHop400euZuM rf W gjH5_48e?Nw5TBK9GBw6ogygKUh I 1-9-0 i 5-7-8 9-6-0 j 11-10-0 l 15-9-3 19-6-10 j 23-4-1 27-3-4 1-9-0 3-10-8 3-10-8 2-4-0 3-11-3 3-9-7 3-9-7 3-11-3 Scale:1/4'=1' 3x4= 1.5x4 II 4x10= 1.5x4 H 1.5x4 II 3x4= 5x5= 3x4= 3x5= 1 2 3 4 5 6 7 B 9 '`= o Ll D7 L�] m 19 18 1.5x4 II 17 16 15 14 13 12 11 10 5x12= 4x4= 5x5= 3x4= 3x4= 3x4= 3x5= 1.5x4 I I 1.5x4 II 1-9-0 5-7-8 9-6-0 11-10-0 15-9-3 19-6-10 23-4-1 27-3-4 I 1-9-0 i 3-10-8 l 3-10-8 l 2-4-0 l 3-11-3 i 3-9-7 j 3-9-7 I 3-11-3 l Plate Offsets(X,Y)-- [7:0-2.8,0-3-0],[15:0-2-8,0-3-0] LOADING (psf) SPACING- 1-4-0 CSI. I DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.40 Vert(LL) -0.27 13-14 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.92 Vert(CT) -0.44 13-14 >743 360 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(CT) 0.04 10 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MSH Weight:280 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-5 oc puffins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing:13-14. REACTIONS. (lb/size) 19=1169/Mechanical,10=1169/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-19=-1070/0,1-2=-1747/0,2-3=-1699/0,3-4=-4303/0,4-5=-4340/0,5-6=-4340/0,6-7=-4563/0,7-8=-3720/0, 8-9=-2267/0,9-10=-1143/0 BOT CHORD 16-17=0/446,15-16=0/3047,14-15=0/4340,13-14=0/4563,12-13=0/3775,11-12=0/2267 WEBS 1-18=0/1946,4-15=-428/0,3-16=-532/0,3-15=0/1407,6-13=-277/0,7-13=0/870,7-12=-649/0,8-12=0/1594, 8-11=-984/0,9-11=0/2432,16-18=0/2582,3-18=-1334/0 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 1-0-0 oc. Bottom chords connected as follows:2x4-1 row at 1-0-0 oc. Webs connected as follows:2x4-1 row at 1-0-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4) Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery.erection and bracing of trusses and truss systems,seeANSVIPll Quality Criteria.DSB49 and SCSI Bolding Component 6904 Parke East Blvd. Safety Yrfonnahonovailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Jop a Truss Truss Type Qty Ply Nowakowska T18056982 J190393-1-R FLO8 FLOOR 1 2 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:04:51 2019 Page 1 ID:QAVY9gD_I4HCR9hO_aAPJryzsQV-22rA1 Q1 fPChlz_EiERoKXHhpEnNBCeHIUrffK6ygKUg 1-9-0 5-7-8 9-6-0 11-10-0 16-1-3 20-2-10 24-4-1 28-7-4 1-9-0 I 3-10-8 i 3-10-8 I 2-4-0 i 4-3-3 I 4-1-7 4-1-7 4-3-3 Scale=1:50.2 3x5= 1.5x4 II 4x10= 1.5x4 I I 1.5x4 II 5x5= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 5-5 CI Mme__= $ o ra O la 19 18 1.5x4 II 17 16 15 14 13 12 11 10 5x12= 454= 5x5= 3x4= 3x4= 3x4= 454= 1.5x4 I I 2x4 I I 1-9-0 5-7-8 9-6-0 11-10-0 16-1-3 20-2-10 24-4-1 28-7-4 1 1-9-0 I 3-10-8 I 3-10-8 i 2-4-0 I 4-3-3 { 4-1-7 I 4-1-7 i 4-3-3 Plate Offsets(X,Y)-- [6:0-2-8,0-3-0],[15:0-2-8,0-3-4] LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (lac) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.43 Vert(LL) -0.30 13-14 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.48 Vert(CT) -0.48 13-14 >707 360 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(CT) 0.03 10 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MSH Weight:291 lb 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'Except' except end verticals. 15-17,10-15:2x4 SP 2250F 1.9E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 19=1227/Mechanical,10=1227/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-19=-1122/0,1-2=-1835/0,2-3=-1774/0,3-4=-4653/0,4-5=-4690/0,5-6=-4690/0, 6-7=-5065/0,7-8=-4204/0,8-9=-2570/0,9-10=-1197/0 BOT CHORD 16-17=0/511,15-16=0/3227,14-15=0/4690,13-14=0/5086,12-13=0/4204,11-12=0/2570 WEBS 1-18=0/2044,4-15=-437/0,3-16=-591/0,3-15=0/1597,16-18=0/2692,3-18=-1435/0, 6-14=-431/0,7-13=0/932,7-12=-670/0,8-12=0/1770,8-11=-1024/0,9-11=0/2715 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 1-0-0 oc. Bottom chords connected as follows:2x4-1 row at 1-0-0 oc. Webs connected as follows:2x4-1 row at 1-0-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Celt 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1003/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/Ip11 Quality Criteria.DS11a9 and ICS lidding Component 6904 Parke East Blvd. Safety htformaB000vailoble from Truss Mate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 'Jop a Truss Truss Type Qty Ply Nowakowska 718056983 J190393-1-R FLO8A FLOOR 1 L L Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 Mitek Industries,Inc. Fri Sep 6 14:04:51 2019 Page 1 ID:QAVY9gD_I4H CR9hO_aAPJryzsQV-22rA1 Q1 fPChlz_Ei ERoKXHhobnMOCd?I UrffK6ygKUg 1-9-0 5-7-8 9-6-0 11.10-0 15.8.9 19-1-6 22-8-2 26-2-15 29-11-4 1-9-0 ( 3-10-8 3-10-8 2-4-0 3.8.9 3.6-13 3-6.13 i 3-6-13 3-8-5 Scale=1:52.6 3x5= 1.5x4 II 4x10= 1.5x4 II 1.5x4 I I 3x4= 5x5= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 IIII IIII illi I.II. Ill . Ia 21 20 1.5x4 II 19 18 17 16 15 14 13 12 11 5x12= 5x5= 3x4= 6x6= 3x4= 3x4= 3x4= 4x4= 1.5x4 II 2x4 II 1-9-0 5-7-8 9-6-0 11-10-0 15-6-9 19-1-6 22-8-2 26-2-15 29-11-4 1-9-0 3-10-8 I 3-10-8 I 2-4-0 3-8-9 3-6-13 3-6-13 I 3-6-13 I 3-8-5 Plate Offsets(X,Y)— [7:0-2-8,0-3-0],[16:0-3-0,Edge] LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.47 Vert(LL) -0.34 15-16 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.55 Vert(CT) -0.55 15-16 >645 360 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(CT) 0.03 11 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MSH Weight:308 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-13 oc purlins, BOT CHORD 2x4 SP No.2*Except* except end verticals. 16-19,11-16:2x4 SP 2250F 1.9E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 21=1285/Mechanical,11=1285/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-21=-1175/0,1-2=-1925/0,2-3=-1860/0,3-4=-5044/0,4-5=-5044/0,5-6=-5044/0, 6-7=-5631/0,7-8=-5104/0,8-9=-4080/0,9-10=-2368/0,10-11=-1254/0 BOT CHORD 18-19=0/539,17-18=0/3411,16-17=0/5044,15-16=0/5631,14-15=0/5146,13-14=0/4080, 12-13=0/2368 WEBS 1-20=0/2144,4-17=-469/0,3-17=0/1813,3-18=-627/0,18-20=0/2847,3-20=-1533/0, 6-16=-656/0,7-15=0/542,7-14=-502/0,8-14=0/1135,8-13=-786/0,9-13=0/1898, 9-12=-1110/0,10-12=0/2570 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 1-0-0 oc. Bottom chords connected as follows:2x4-1 row at 1-0-0 oc. Webs connected as follows:2x4-1 row at 1-0-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3) Refer to girder(s)for truss to truss connections. 4) Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery.erection and bracing of trusses and truss systems.seeANS1/1PI1 Quality C11tefia,05549 and SCSI Bolding Component 6904 Parke East Blvd. Safety In fonnatlonovailable from Truss Rate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 ',Ipp • Truss Truss Type Oty Ply Nowakowska T18056984 J190393-1-R FLO8B FLOOR 1 2 Job Reference(optional) Manning Bolding Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:04:52 2019 Page 1 ID:OAVY9gD_I4HCR9hO_aAPJryzsOV-W EPYEI2HAVpcb8puo8JZ3VEyUBhW x4?SjVPCsYygKUf 1-9-0 5-7-8 9-6-0 � 11-10-0 15-8-14 19-6-1 23-3-3 27-0-6 30-11-4 1-9-0 I 3-10-8 i 3-10-8 2-4-0 l 3-10-14 j 3-9-2 3-9-2 I 3-9-2 i 3-10-14 Scale=1:54.3 3x5= 1.5x4 Il 4x10= 1.5x4 II 1.5x4 II 3x4= 5x5= 3x4= 3x4= 4x4= 1 2 34 5 6 7 8 9 10 iii. � i Ia 21 20 1.5x4 II 19 18 17 16 15 14 13 12 11 5x12= 5x5= 3x4= 5x8= 3x4= 3x4= 3x4= 4x4= 1.5x4 II 2x4 I I 1-9-0 5-7-8 9-6-0 11-10-0 15-8-14 19-6-1 23-3-3 27-0-6 30-11-4 I 1-9-0 l 3-10-8 I 3-10-8 I 2-4-0 3-10-14 j 3-9-2 I 3-9-2 I 3-9-2 I 3-10-14 Plate Offsets(X,V)-- [7:0-2-8,0-3-0],[16:0-4-0,0-3-0] LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) -0.39 15-16 >951 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.60 Vert(CT) -0.63 15-16 >585 360 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(CT) 0.04 11 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MSH Weight:317 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-10 oc purlins, BOT CHORD 2x4 SP No.2*Except* except end verticals. 16-19,11-16:2x4 SP 2250F 1.9E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 21=1328/Mechanical,11=1328/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-21=-1214/0,1-2=-1993/0,2-3=-1926/0,3-4=-5314/0,4-5=-5314/0,5-6=-5316/0, 6-7=-6030/0,7-8=-5507/0,8-9=-4431/0,9-10=-2590/0,10-11=-1296/0 BOT CHORD 18-19=0/561,17-18=0/3545,16-17=0/5314,15-16=0/6030,14-15=0/5550,13-14=0/4431, 12-13=0/2590 WEBS 1-20=0/2221,4-17=-497/0,3-17=0/1964,3-18=-663/0,18-20=0/2957,3-20=-1599/0, 6-16=-790/0,7-15=0/531,7-14=-501/0,8-14=0/1183,8-13=-801/0,9-13=0/2022, 9-12=-1144/0,10-12=0/2780 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 1-0-0 oc. Bottom chords connected as follows:2x4-1 row at 1-0-0 oc. Webs connected as follows:2x4-1 row at 1-0-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131'X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 -- V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. -- Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into The overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,seeANSV1M1 Quallly Citifies,D5e-89 and SCSI(guiding Component 6904 Parke East Blvd. Safety kMormalloegvailable from Truss Rate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Jog • Truss Truss Type Oty Ply Nowakowska T18056985 J190393-1-R FLO9 FLOOR 1 3 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:04:53 2019 Page 1 I D:OAVY9gD_I4HC R9hO_aAPJryz5QV-_RzwR53vxpxSD IO5MSgocim9Lb4_gXmby88mO?ygKUe 3-2-10 6-3-3 8-7-3 12-3-1 15-9-3 17-9-4 20-0-0 3-2-10 I 3-0-10 I 2-4-0 I 3-7-14 3-6.2 2-0-1 i 2-2-12 Scale=1:33.6 3x8= 3x5= 1.5x4 I I 1.5x4 I I 3x4= 3x10= 1.5x4 II 3x6= 1 17 18 2 3 4 5 6 7 8 i E i 1 s .,I IE' 15 19 20 1421 22 13 23 24 12 25 26 11 . 9 3x5 II 5x5= Special HTU26 5x5= HTU28 5x5= HTU26 HTU26 5x5= HTU26 Special 3x6 I I 4x10= 3x4 HTU26 • THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 3-2-10 6.3.3I 8-7-3 I 12-3-1 15-9-3 I 17-9-4 1 -q-0 20-0-0 i 3-2-10 3-0-10 2-4-0 3-7-14 3-6-2 2-0-1 c4-12 2 2-0-0 LOADING (psf) SPACING- 1-11-4 CSI. DEFL. in (lac) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.33 Vert(LL) -0.09 13 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.33 Vert(CT) -0.15 12-13 >999 360 BCLL 0.0 Rep Stress!nor NO W8 0.38 Horz(CT) 0.02 10 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MSH Weight:393 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP 2250F 1.9E TOP CHORD Structural wood sheathing directly applied or 5-0-5 oc purlins, BOT CHORD 2x8 SP DSS except end verticals. WEBS 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 1-16,8-9:2x6 SP No.2 6-0-0 oc bracing:9-10. REACTIONS. (lb/size) 16=4007/0-4-13,10=3815/0-5-8 Max Gray 16=4016(LC 3),10=3815(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-16=-3706/0,1-2=-4150/0,2-3=-7123/0,3-4=-7123/0,4-5=-7123/0,5-6=-7504/0, 6-7=-375/0,7-8=-375/0,8-9=-309/0 BOT CHORD 15-16=0/527,14-15=0/4150,13-14=0/7123,12-13=0/7504,11-12=0/4533,10-11=0/4533 WEBS 7-10=-306/0,8-10=0/498,6-11=0/1104,6-10=-5258/0,4-13=-324/0,3-14=-282/0, 1-15=0/4084,2-15=-2314/0,2-14=0/3393,5-13=-667/32,5-12=-330/59,6-12=0/3271 NOTES- 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 1-0-0 oc,2x4-1 row at 1-0-0 oc. Bottom chords connected as follows:2x8-2 rows staggered at 0-4-0 oc. Webs connected as follows:2x4-1 row at 1-0-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced floor live loads have been considered for this design. 4)Load case(s)1,2,3,4,5,6,7,8,9,10,11,12,13,14,15,16,17,18,19,20 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)Use Simpson Strong-Tie HTU26(20-10d Girder,11-10dx1 1/2 Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max. starting at 5-2-13 from the left end to 13-9-1 to connect truss(es)to front face of bottom chord. 7)Fill all nail holes where hanger is in contact with lumber. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)43 lb down and 213 lb up at 4-2-8,and 1443 lb down at 14-9-7 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1) Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Joaquin Velez PE No.68182 Vert:1-18=-254,8-18=-116,9-16=-10 MiTek USA,Inc.FL Cert 6634 Concentrated Loads(Ib) 6904 Parke East Blvd.Tampa FL 33610 Vert:6=-509 17=-1720 19=-43(F)20=-234(F)21=-234(F)22=-234(F)23=-234(F)24=-234(F)25=-234(F)26=-1443(F) Date: Continued on page 2 September 9,2019 n WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1411-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/TPI1 Quality Criteria,D3549 and SCSI Sinding Component 6904 Parke East Blvd. Safety Mormallonovailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 - I Jodi • Truss Truss Type Qty Ply Nowakowska 118056985 J190393-1-R FLO9 FLOOR 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:04:53 2019 Page 2 I D:QAV Y9q D_I4 H C R 9hO_aAPJ ryzsQV-_Rzw R53vxpxS D I O5Msgoci m9Lb4_gXmby88mO?yg K Ue LOAD CASE(S) Standard 2)Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-18=-254,8-18=-116,9-16=-10 Concentrated Loads(Ib) Vert:6=-509 17=-1720 19=-43(F)20=-234(F)21=-234(F)22=-234(F)23=-234(F)24=-234(F)25=-234(F)26=-1443(F) 3) 1st Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-18=-254,7-18=-116,7-8=-39,9-16=-10 Concentrated Loads(Ib) Vert:6=-509 17=-1720 19=-43(F)20=-234(F)21=-234(F)22=-234(F)23=-234(F)24=-234(F)25=-234(F)26=-1443(F) 4)2nd Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-18=-177,7-18=-39,7-8=-116,9-16=-10 Concentrated Loads(Ib) Vert:6=-509 17=-1720 19=-43(F)20=-234(F)21=-234(F)22=-234(F)23=-234(F)24=-234(F)25=-234(F)26=-1443(F) 5)3rd unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-18=-254,7-18=-116,7-8=-39,9-16=-10 Concentrated Loads(Ib) Vert:6=-509 17=-1720 19=-43(F)20=-234(F)21=-234(F)22=-234(F)23=-234(F)24=-234(F)25=-234(F)26=-1443(F) 6)4th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-18=-177,7-18=-39,7-8=-116,9-16=-10 Concentrated Loads(Ib) Vert:6=-509 17=-1720 19=-43(F)20=-234(F)21=-234(F)22=-234(F)23=-234(F)24=-234(F)25=-234(F)26=-1443(F) 7) 1st chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-18=-254,4-18=-116,4-7=-39,7-8=-116,9-16=-10 Concentrated Loads(Ib) Vert:6=-509 17=-1720 19=-43(F)20=-234(F)21=-234(F)22=-234(F)23=-234(F)24=-234(F)25=-234(F)26=-1443(F) 8)2nd chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-18=-177,3-18=-39,3-7=-116,7-8=-39,9-16=-10 Concentrated Loads(Ib) Vert:6=-509 17=-1720 19=-43(F)20=-234(F)21=-234(F)22=-234(F)23=-234(F)24=-234(F)25=-234(F)26=-1443(F) 9)3rd chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-18=-254,4-18=-116,4-7=-39,7-8=-116,9-16=-10 Concentrated Loads(Ib) Vert:6=-509 17=-1720 19=-43(F)20=-234(F)21=-234(F)22=-234(F)23=-234(F)24=-234(F)25=-234(F)26=-1443(F) 10)4th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-18=-177,3-18=-39,3-7=-116,7-8=-39,9-16=-10 Concentrated Loads(Ib) Vert:6=-509 17=-1720 19=-43(F)20=-234(F)21=-234(F)22=-234(F)23=-234(F)24=-234(F)25=-234(F)26=-1443(F) 11) Reversal:Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-18=-254,8-18=-116,9-16=-10 Concentrated Loads(Ib) Vert:6=-509 17=-1720 19=213(F)20=-80(F)21=-80(F)22=-80(F)23=-80(F)24=-80(F)25=-80(F)26=-698(F) 12) Reversal:Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-18=-254,8-18=-116,9-16=-10 Concentrated Loads(Ib) Vert:6=-509 17=-1720 19=213(F)20=-80(F)21=-80(F)22=-80(F)23=-80(F)24=-80(F)25=-80(F)26=-698(F) 13) Reversal:1st Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-18=-254,7-18=-116,7-8=-39,9-16=-10 Concentrated Loads(Ib) Vert:6=-509 17=-1720 19=213(F)20=-80(F)21=-80(F)22=-80(F)23=-80(F)24=-80(F)25=-80(F)26=-698(F) 14) Reversal:2nd Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-18=-177,7-18=-39,7-8=-116,9-16=-10 Concentrated Loads(Ib) Vert:6=-509 17=-1720 19=213(F)20=-80(F)21=-80(F)22=-80(F)23=-80(F)24=-80(F)25=-80(F)26=-698(F) 15) Reversal:3rd unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-18=-254,7-18=-116,7-8=-39,9-16=-10 Concentrated Loads(Ib) Vert:6=-509 17=-1720 19=213(F)20=-80(F)21=-80(F)22=-80(F)23=-80(F)24=-80(F)25=-80(F)26=-698(F) 16) Reversal:4th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-18=-177,7-18=-39,7-8=-116,9-16=-10 Concentrated Loads(Ib) Vert:6=-509 17=-1720 19=213(F)20=-80(F)21=-80(F)22=-80(F)23=-80(F)24=-80(F)25=-80(F)26=-698(F) Continued on page 3 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mit-7473 rev.10/73/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSV1P11 Quality Calala.03549 and ICSI Bolding Component 6904 Parke East Blvd. Safety Infoimaflonovailable from Truss Plate Institute,21 B N.Lee Street.Suite 312,Alexandria,VA 22314, Tampa,FL 33610 'Joe Truss Truss Type Qty Ply Nowakowska 718056985 J190393 1-R FLO9 FLOOR 3 Job Reference(optional) Marring Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:04:53 2019 Page 3 I D:QAVY9gD_I4HCR9hO_aAPJryzsQV-_RzwR53vxpxSD105Msgocim9Lb4,Xmby88mO?ygKUe LOAD CASE(S) Standard 17)Reversal:1st chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-18=-254,4-18=-116,4-7=-39,7-8=-116,9-16=-10 Concentrated Loads(Ib) Vert:6=-509 17=-1720 19=213(F)20=-80(F)21=-80(F)22=-80(F)23=-80(F)24=-80(F)25=-80(F)26=-698(F) 18) Reversal:2nd chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-18=-177,3-18=-39,3-7=-116,7-8=-39,9-16=-10 Concentrated Loads(Ib) Vert:6=-509 17=-1720 19=213(F)20=-80(F)21=-80(F)22=-80(F)23=-80(F)24=-80(F)25=-80(F)26=-698(F) 19)Reversal:3rd chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-18=-254,4-18=-116,4-7=-39,7-8=-116,9-16=-10 Concentrated Loads(Ib) Vert:6=-509 17=-1720 19=213(F)20=-80(F)21=-80(F)22=-80(F)23=-80(F)24=-80(F)25=-80(F)26=-698(F) 20) Reversal:4th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-18=-177,3-18=-39,3-7=-116,7-8=-39,9-16=-10 Concentrated Loads(Ib) Vert:6=-509 17=-1720 19=213(F)20=-80(F)21=-80(F)22=-80(F)23=-80(F)24=-80(F)25=-80(F)26=-698(F) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev.10/03/1015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and Is for an individual building component.not 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 MeV 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.seeANSVIP11 Quality Ci teda,D3149 and BCSI Bolding Component 6904 Parke East Blvd. Safety Infalllationavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 'Joq • Truss Truss Type Qty Ply Nowakowska i T18056986 J190393-1-R FL10 ROOF TRUSS 3 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:04:54 2019 Page 1 I D:QAVY9gD_I4HCR9h0_aAPJ ryzsQV-SdXJfR3Xi73JgSyHvZL 19wJ Fk_LwPz8lBouJxRygKUd 3-0-10 I 6-1-3 8-5-3 I 12-0-2 15-7-3 1¢-0-11 17-7-4 I 19-10-0 3-0-10 3-0-10 2-4-0 3-6-15 3-7-1 5 1-6-9 2-2-12 Scale=1:33.8 2x4 I I3x8= 1.5x4 I I 1.5x4 II 3x4— 1.5x4 II 3x4= 4x10= 1 2 3 15 4 5 16 6 17 7 8 Eiril f .F-21 H n I • \S . \ ►. 0 13 12 11 ►ZZt 9 14x4 3x8= 3x4= 4x10= 5x8— 1.5x4 II THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. I 6-1-3 I 2-5-3 15-7-3 1¢01 17-74 19-10-0I 6-1-3 2-4-0 7-2-0 0-y 1-6-9 0212 2-0-0 Plate Offsets(X,V)-- [13:0-3-8,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) -0.19 11-12 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.67 Vert(CT) -0.35 11-12 >603 360 BCLL 0.0 ' Rep Stress Ina NO WB 0.50 Horz(CT) 0.06 10 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MSH Wind(LL) 0.10 11-12 >999 240 Weight:100 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP 2250F 1.9E TOP CHORD Structural wood sheathing directly applied or 3-8-11 oc purlins, BOT CHORD 2x4 SP 2250F 1.9E except end verticals. WEBS 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-11:2x8 SP DSS 6-0-0 oc bracing:9-10. REACTIONS. (lb/size) 10=2480/0-5-8,14=1256/0-3-8 Max Horz 14=79(LC 9) Max Uplift 14=-248(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3268/416,3-4=-3268/416,4-5=-3268/416,5-6=-2327/0 BOT CHORD 13-14=-316/1838,12-13=-373/3268,11-12=-111/3399,10-11=0/2327 WEBS 7-10=-327/64,6-11=-236/598,6-10=-3166/0,3-13=-647/86,2-14=-2101/404, 2-13=-94/1660,5-12=-330/0,5-11=-1188/619 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-0-9,Interior(1)3-0-9 to 19-8-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 248 lb uplift at joint 14. 6)Load case(s)1,2,3,4,5,6,7,8,9,10,11,12,13,14,15,16,17,18,19,20 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-8=-120,9-14=-10 Concentrated Loads(Ib) Vert:6=-1196 2) Dead+0.75 Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Joaquin Velez PE No.68182 Vert:1-8=--100,9-14=-10 Uniform Loads(plf) Mitek USA,Inc.FL Cert 6634 Concentrated Loads(Ib) 6904 Parke East Blvd.Tampa FL 33610 Vert:6=-1072 Date: Continued on page 2 September 9,2019 ee. A WARNING-Verify design perimeters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE*41-7473 rev.10/03/2015 BEFORE USE. mi' Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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.seeANSVIPII Quality Criteria,D5549 and SCSI Building Component 6904 Parke East Blvd. Safely Irdormatonivailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 'Joh a Truss Truss Type Qty Ply Nowakowska T18056986 J190393-1-R FL10 ROOF TRUSS 3 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:04:54 2019 Page 2 I D:QAVY9gD_I4HCR9hO_aAPJryzsQV-SdXJfR3Xi73JgSyHvZL19wJ Fk_LwPz8l BouJxRygKUd LOAD CASE(S) Standard 3)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-8=-40,9-14=-30 Concentrated Loads(Ib) Vert:6=-700 4)Dead+0.6 C-C Wind(Pos.Internal)Case 1:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=45,2-8=37,10-14=-6,9-10=57 Horz:8-9=45,1-14=26 Concentrated Loads(Ib) Vert:6=-700 5)Dead+0.6 C-C Wind(Pos.Internal)Case 2:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-17=37,8-17=45,10-14=-6,9-10=57 Horz:8-9=-26,1-14=-45 Concentrated Loads(Ib) Vert:6=-700 6) Dead+0.6 C-C Wind(Neg.Internal)Case 1:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-8=-56,10-14=-10,9-10=-2 Horz:8-9=-41,1-14=-30 Concentrated Loads(Ib) Vert:6=-700 7)Dead+0.6 C-C Wind(Neg.Internal)Case 2:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-8=-56,10-14=-10,9-10=-2 Horz:8-9=30,1-14=41 Concentrated Loads(Ib) Vert:6=-700 8)Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-16=45,8-16=24,9-14=-6 Horz:8-9=25,1-14=21 Concentrated Loads(Ib) Vert:6=-700 9)Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-15=24,8-15=45,10-14=-6,9-10=22 Horz:8-9=-21,1-14=-25 Concentrated Loads(Ib) Vert:6=-700 10) Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-8=-41,9-14=-10 Horz:8-9=10,1-14=36 Concentrated Loads(Ib) Vert:6=-700 11) Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-8=-41,10-14=-10,9-10=18 Horz:8-9=-36,1-14=-10 Concentrated Loads(Ib) Vert:6=-700 12) Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-8=33,9-14=-6 Horz:8-9=32,1-14=-32 Concentrated Loads(Ib) Vert:6=-700 13) Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-8=18,10-14=-6,9-10=22 Horz:8-9=32,1-14=-32 Concentrated Loads(Ib) Vert:6=-700 14) Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-8=-41,9-14=-10 Horz:8-9=17,1-14=-17 Concentrated Loads(Ib) Vert:6=-700 15) Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-8=-41,10-14=-10,9-10=18 Horz:8-9=17,1-14=-17 Continued on page 3 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MII-7473 rev.1U/03'2015 BEFORE USE. ME 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,seeANSV1PI1 Quality Criteria.DSB49 and ICSI Building Componartl 6904 Parke East Blvd. Sal&y Monrlaf anavailable from Truss Plate Institute,218 N.Lee Sheet.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 'Jot Truss Truss Type Qty Ply Nowakowska T18056986 J190393-1-R FL10 ROOF TRUSS 3 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:04:54 2019 Page 3 I D:QAVY9gD_I4HCR9hO_aAPJryzsQV-SdXJfR3Xi73JgSyHvZL19wJFk_LwPz8lBouJxRygKUd LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:6=-700 16)Dead:Lumber Increase=0.90,Plate Increase=0.90 Plt.metal=0.90 Uniform Loads(plf) Vert:1-8=-40,9-14=-10 Concentrated Loads(Ib) Vert:6=-700 17) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-8=-101,9-14=-10 Horz:8-9=8,1-14=27 Concentrated Loads(Ib) Vert:6=-1072 18) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-8=-101,10-14=-10,9-10=11 Horz:8-9=-27,1-14=-8 Concentrated Loads(Ib) Vert:6=-1072 19) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-8=-101,9-14=-10 Horz:8-9=13,1-14=-13 Concentrated Loads(Ib) Vert:6=-1072 20) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-8=-101,10-14=-10,9-10=11 Horz:8-9=13,1-14=-13 Concentrated Loads(Ib) Vert:6=-1072 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MH-7473 rev.10032015 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.seeANS1/TPI1 Quality Cdt•da,D5B49 and SCSI Belding Component 6904 Parke East Blvd. Safety YNoimafIallovailoble from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314 Tampa,FL 33610 Joh 1 Truss Truss Type Ory Ply Nowakowska T18056987 J190393-1-R FL10A FLOOR 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 Mitek Industries,Inc. Fri Sep 6 14:04:55 2019 Page 1 ID:OAVY9gD_I4HC R9hO_aAPJryzsOV-xp4hsn49TOBAScXTTGsGh7sCIAOh98ClzuP SdtTtygKUc I 3-0-10 I 6-1-3 I 8-5-3 I 12-1-1 15-7-3 19-10-0 3-0-10 3-0-10 2-4-0 3-7-14 3-6-2 4-2-13 Scale=1:33.8 2x4 I I 3x8= 1.5x4 II 1.5x4 I I 3x4= 1.5x4 I I 3x4= 1 2 3 4 5 6 5x12= 7 6 ® ilii. @ n 9--%\\B -'El 13 12 11 1 9 4x4= 3x8= 364= 5x8 = 4x10= 1.5x4 I I Special THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. I 6-1-3 i 8-5-3 8-11-6 12-1-1 I 15-7-3 I 17-7-4 17119-0 19-10-0 i 6-1-3 2-4-0 6- 3-1.11 3-6-2 2-0-1 0-2-12 2-0-0 Plate Offsets(X,Y)-- [11:0-2-4,0-3-01,[13:0-3-8,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.69 Vert(LL) -0.20 11-12 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.67 Vert(CT) -0.34 11-12 >619 360 BCLL 0.0 i Rep Stress Incr NO WB 0.47 Horz(CT) 0.05 10 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MSH Weight:102 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP 2250F 1.9E TOP CHORD Structural wood sheathing directly applied or 3-10-3 oc purlins, BOT CHORD 2x4 SP 2250F 1.9E except end verticals. WEBS 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-11:2x12 SP No.2 6-0-0 oc bracing:9-10. REACTIONS. (lb/size) 14=1219/0-3-8,10=2195/0-5-8 Max Gray 14=1229(LC 3),10=2195(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3157/0,3-4=-3157/0,4-5=-3157/0,5-6=-2087/0 BOT CHORD 13-14=0/1792,12-13=0/3157,11-12=0/3198,10-11=0/2087 WEBS 7-10=-315/0,3-13=-619/0,6-11=0/1512,6-10=-2747/0,5-12=-289/295,2-13=0/1620, 2-14=-2047/0,5-11=-1261/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)873 lb down at 15-7-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-8=-120,9-14=-10 Concentrated Loads(Ib) Vert:11=-873(F) Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. , Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery.erection and bracing of trusses and truss systems,seeANSI/TPI1 Duality Criteria,DSB-89 and SCSI Bolding Component 6904 Parke East Blvd. Safety sfomtaflonovoilable from Truss Rate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314 Tampa,FL 33610 .4 I Truss Truss Type Oty Ply Nowakowska T18056988 J190393-1-R FL10B FLOOR 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:04:55 2019 Page 1 ID:QAVY9gD_I4HCR9hO_aAPJryz5QV-xp4hsn49TQBASCXTTGsGh7sP EOgF8QcuP SdtTtygKUc 3-0-10 6-1-3 8-5-3 12-1-1 15-7-3 19-10-0 3-0-10 3-0-10 i 2-4-0 i 3-7-14 i 3-6-2 4-2-13 Scale=1:33.8 2x4 I I 4x7= 1.5x4 II 1.5x4 II 3x4= 1.5x4 II 3x4= 1 2 3 4 5 6 5x12= 7 8 ® @ n 8 ❑ U . . /8 13 12 11 t 9 4x4= 3x8= 3x4= 5x8= 5x8= 1.5x4 H Special THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 6-1-3 8-5-3 ✓-11-6 12-1-1 15-7-3 17-7-4 1719-0 19-10-0 6-1-3 I 2-4-0 6- 3-1-11 _ I 3-6-2 I 2-0-1 0- -t2 2-0-0 Plate Offsets(X,Y)-- [11:0-2-4,0-3-0],[13:0-3-8,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.75 Vert(LL) -0.22 11-12 >964 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.72 Vert(CT) -0.37 11-12 >574 360 BCLL 0.0 Rep Stress Incr NO WB 0.49 Horz(CT) 0.06 10 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MSH Weight:102 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP 2250F 1.9E TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins, BOT CHORD 2x4 SP 2250F 1.9E except end verticals. WEBS 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-11:2x12 SP No.2 6-0-0 oc bracing:9-10. REACTIONS. (lb/size) 14=1255/0-3-8,10=2474/0-5-8 Max Gray 14=1265(LC 3),10=2474(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3309/0,3-4=-3309/0,4-5=-3309/0,5-6=-2408/0 BOT CHORD 13-14=0/1853,12-13=0/3309,11-12=0/3451,10-11=0/2408 WEBS 7-10=-331/0,3-13=-655/0,6-11=0/1794,5-12=-402/182,2-13=0/1724,2-14=-2119/0, 5-11=-1186/0,6-10=-3156/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1189 lb down at 15-7-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-8=-120,9-14=-10 Concentrated Loads(Ib) Vert:11=-1189(B) Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 -- Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 5(5-7473 rev.10,03/2015 BEFORE USE. -- Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANSI/IPII 000Wv CAIsfa,DSl-$9 and SCSI Sulam Component 6904 Parke East Blvd. Safety IntormaMonovoilabie from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314 Tampa,FL 33610 Jo¢ a Truss Truss Type Oty Ply Nowakowska T18056989 J190393-1-R FL11 FLOOR 6 1 Job Reference(optional) Marring Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:04:56 2019 Page 1 ID:OAVY9gD_14HCR9hO_aAPJryzsOV-P0e3475nEkJ14m6g1_OVELOeVo4utwE1e6N0?KygKUb 16-11-7 -5-11 -5- g-5-: 4-8-14 4-3-6 2-4-0 1 10-9-3 3-8-5 1I0-6-811 4-7-12 16-6-11'0-7-4' 11 11-0 I Scale:3/8'=1' 0.25112 4x7= 5x10= 1.5x4 II 3x4= 8x14= 4x16= 4x4= 1 2 3 4 5 4x16= 6 • H o - D = 4a � 15 a • I � 7 a [ l?iiir CI 9 CI CI Id U.LI Id 14 13 12 11 10 9 8 7 1.5x4 II 3x4= 1.5x4 II 3x4= 3x4= 1.5x4 II 3x4= 1.5x4 II 11-2-11 16-6-11 pp-.5-8 4-8-14 7014 10-9-3 100,-�11 1 15-11-7 6-5-1 183-11 b-s-BI 4-3-6 1 2-4-0 I 3.8-5 0.42 4-8.12 0.8.4 1 1-11-0I 0-2-12 0-1-0 Plate Offsets(X,Y)-- [1:0-2-8,0-2-12],[1:0-9-0,0-5-4],[4:0-8-4,Edge],[5:0-3-4,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.46 Vert(LL) -0.03 13 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.51 Vert(CT) -0.05 13 >999 360 BOLL 0.0 Rep Stress lncr YES WB 0.27 Horz(CT) -0.01 17 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MSH Weight:101 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 5-0-1 oc purlins, 4-6:2x6 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2*Except* 4-16:2x6 SP No.2,5-17:2x8 SP DSS OTHERS 2x6 SP No.2 REACTIONS. (Ib/size) 15=659/0-3-8,16=924/0-3-8,17=704/0-5-4 Max Gray 15=661(LC 5),16=982(LC 3),17=721(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-973/0,2-3=-973/0 BOT CHORD 1-15=-627/0,12-13=0/973,11-12=0/973,11-16=0/450,4-16=-475/0,5-17=-625/0 WEBS 2-13=-381/0,1-13=0/969,3-11=-1014/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Bearing at joint(s)15,16,17 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 1 INIIIIIM V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M8-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSUIPI1 Quality Criteria,DS11-e9 and SCSI Building Component 6904 Padre East Blvd. Safety Infomsattonavailable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandra,VA 22314. Tampa,FL 33610 Job Truss Truss Type City Ply Nowakowska 118056990 J190393-1-R FL12 FLOOR 1 2 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:04:57 2019 Page 1 ID:QAVY9gD_I4HCR9hO_aAPJryzsQV-tCCRHT6P_2RuhvhsbhvkmYxnoCl rcHZBtm6zxmygKUa 1-9-0 5-7-8 _ 9-6-0 11-10-0 15-11-0 19-10-4 23-9-8 27-8-12 31.9-12 1-9-0 I 3-10-8 l 3-10-8 l 2-4-0 I 4-1-0 I 3-11-4 l 3-11-4 I 3-11-4 I 4-1-0 Scale=1:55.9 3x8= 2x4 II 4x10= 1.5x4 II 1.5x4 II 3x4= 5x5= 3x4= 3x8= 3x8= 1 2 3 4 5 6 7 8 9 10 NEM 111 14 Cre.4 •r Ia 21 20 1.5x4 II 19 18 17 16 15 14 13 12 11 6x8= 6x6= 3x8= 7x10 MT2OHS= 3x4= 3x4= 3x8= 4x7= 1.5x4 II 2x5 II 1-9-0 5-7-8 9-6-0 11-10-0 , 15-11-0 19-10-4 23-9-8 27-8-12 31-9-12 1 1-9-0 I 3-10-8 l 3-10-8 I 2-4-0 41.0 l 3-11-4 i 3-11-4 I 3-11-4 I 4-1-0 i Plate Offsets(X,Y)-- [7:0-2-8,0-3-0],[9:0-3-8,0-1-8],[13:0-3-8,0-1-8],[17:0-3-8,0-1-8],[20:0-2-4,0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.62 Vert(LL) -0.55 15-16 >689 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.97 Vert(CT) -0.89 15-16 >424 360 MT2OHS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.65 Horz(CT) 0.07 11 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MSH Weight:324 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP 2250F 1.9E TOP CHORD Structural wood sheathing directly applied or 3-3-1 oc purlins, BOT CHORD 2x4 SP No.2*Except* except end verticals. 16-19,11-16:2x4 SP 2250F 1.9E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. . WEBS 2x4 SP No.2 REACTIONS. (lb/size) 21=2049/Mechanical,11=2049/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-21=-1884/0,1-2=-3107/0,2-3=-3020/0,3-4=-8337/0,4-5=-8337/0,5-6=-8347/0, 6-7=-9576/0,7-8=-8806/0,8-9=-7115/0,9-10=-4173/0,10-11=-2001/0 BOT CHORD 2-20=-370/0,18-19=0/811,17-18=0/5480,16-17=0/8337,15-16=0/9576,14-15=0/8870, 13-14=0/7115,12-13=0/4173 WEBS 1-20=0/3459,4-17=-864/0,3-17=0/3173,3-18=-1029/0,18-20=0/4626,3-20=-2426/0, 6-16=-1348/0,7-15=0/774,7-14=-743/0,8-14=0/1844,8-13=-1224/0,9-13=0/3207, 9-12=-1758/0,10-12=0/44.44 NOTES- 1)2-ply truss to be connected together with 10d(0.131'x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x4-1 row at 1-0-0 oc. Webs connected as follows:2x4-1 row at 1-0-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)All plates are MT20 plates unless otherwise indicated. 4)Refer to girder(s)for truss to truss connections. 5)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd,Tampa FL 33610 Date: September 9,2019 mil. Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 501-7473 rov.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,seeANSI/IM1 Quality Criteria.DS1149 and SCSI Building Component 6904 Parke East Blvd. Safely IMormaNaravoilable from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job • Truss Truss Type Qty Ply Nowakowska T18056991 J190393-1-R FL13 FLOOR 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:04:58 2019 Page 1 ID:QAVY9gD_I4HCR9hO_aAPJryzsQV-LOmpVp721 LaIJ3G28PQzJmUxockDLtyK5QsX4CygKUZ Pp5- 4-8-14 7-0-14 I 10-9-3 1I1-2-11 15-11-7 �6-6-1] 18-5-11 M 4-3-6 2-4-0 3-8-5 0-5-0 4-8-12 0-7-4 1-11-0 Scale:3/8'=1' 4x7= 4x16= 5x10= 1.5x4 II 3x4= 2x4 I 2x5 II 3x12 M18SHS= 3x4= 1 2 3 4 5 6 7 1 H Ela D . ° ' '-' -; pi 18 r 8-,r,"--- ii Ellf/Q ; — 1DB >......❖.❖.❖.❖.•..•..........,❖......❖........•:...............•.•.•.•.•.......•.••_•.•.•...•.•.•.•.•.•.”.....•.11.•.*„ ❖.❖.❖.❖.❖.•...•A.A......❖.❖.❖.•: 9 8 1.5x4 II 3x4 = 1.5x4 3x4= 3x4= 1.5x4 '.! 3x4= 1.5x4 II 1.5x4= 1.5x4= 11-2-11 16-6-11 X0-5.8 1 43-14 i 7-0-14 103-9 1p-lr,3 1 13-4-13 15-11-7 16-5-111 18-5-11 X0-5-a 4-33 2-4-0 3-4-11 d-3-i} 2-2-2 2-6-10 I0-6-4I 1-11-0 0-5-3 0-1-0 Plate Offsets(X,Y)— [1:0-2-8,0-2-12],[1:0-9-0,0-5-12],[6:0-3-4,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.66 Vert(LL) -0.00 10-11 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.58 Vert(CT) -0.01 10-11 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) -0.00 19 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MSH Weight:95 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 6-19:2x8 SP DSS OTHERS 2x6 SP No.2 REACTIONS. All bearings 10-3-11 except(jt=length)12=5-1-4,11=5-1-4,10=5-1-4,10=5-1-4,18=0-3-8,19=0-5-4. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)13,11 except 10=-246(LC 5),10=-156(LC 1) Max Gray All reactions 250 lb or less at joint(s)17,17,14,14,11,10,18 except 13=297(LC 5),12=423(LC 4), 16=482(LC 1),15=345(LC 5),19=845(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. BOT CHORD 4-13=-306/13,5-12=-423/0,10-19=-5/305,6-19=-553/0 WEBS 2-16=-433/0,3-15=-315/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)N/A 3)N/A 4)All plates are MT20 plates unless otherwise indicated. 5)Bearing at joint(s)13,12,18,19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)13,11 except (jt=lb)10=246. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.10/032015 BEFORE USE. Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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.seeANSVIPI1 Quality Cdt•rla,DS11-49 and SCSI Bolding Component 6904 Parke East Blvd. Safety Sdormallorrovailable from Truss Rate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 I Job a Truss Truss Type Qty Ply Nowakowska T18056992, J190393-1-R FL14 FLOOR 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:04:58 2019 Page 1 ID:QAVY9gD_I4HCR9hO_aAPJryzsQV-LOmpVp721LaIJ3G28PQzJmUx1 cjOLofK5QsX4CygKUZ 4-1-0 7-2.11I 9-6-11 13-5-0 4-1-0 3-1-11 2-4-0 3-10-5 Scale=1:22.9 1.5x4 II 1.5x4 II 3x4= 1.5x4 II 1.5x4 I I 3x8= 1 2 3 4 5 6 0 I 0 ' 11 E. 9 8 3x8 1.5x4 I I 3x4= 3x4= 1.5x4 II 0.10.9I 7-2-11 I 9-6-11 I 13-5-0 0-10-9 6-4-2 2-4-0 3.10-5 Plate Offsets(X,Y)-- [8:0-3-8,0-1-8] LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (roc) Udefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.65 Vert(LL) -0.09 9-10 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.70 Vert(CT) -0.15 9-10 >976 360 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(CT) 0.02 7 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MSH i Weight:65 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-4 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:7-8. REACTIONS. (lb/size) 7=787/0-3-0,10=919/0-4-15 Max Gray 7=790(LC 4),10=919(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-1327/0,4-5=-1327/0,5-6=-1327/0,6-7=-791/0 BOT CHORD 9-10=0/1076,8-9=0/1327 WEBS 5-8=-517/0,6-8=0/1439,3-10=-1199/0,3-9=0/437 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 / I A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE 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 M[Tek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVIPtI Qualify Cd t.da,DSII-S9 and SCSI Balding Compononf 6904 Parke East Blvd. Safely Infomlallonovailable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Jot) • Truss Truss Type Qty Ply Nowakowska T18O56993 J190393-1-R FL15 FLOOR 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:04:59 2019 Page 1 ID:QAVY9gD_I4HCR9hO_aAPJryzsQV-paKCi97gW ficxDrEi6xCrz0Ay?474D0UK4b4ceygKUY 5-1-0 I 9-2-11 1 11-6-11 1 15-5-0 5-1-0 4-1-11 2-4-0 3-10-5 Scale=1:26.4 1.5x4 II 1.5x4 II 1.5x4 II 3x8= 1 2 3x8_ 3 3x4= 4 5 6 8 I I • I Q A .. 12 P/ 10 9 8 3x8__ 1.5x4 II 1.5x4 II 3x8= 3x4= 1.5x4 I I 10.10-10 1 5-1-0 1 9-2-11 1 11-6-11 1 15-5-0 0-10-10 4-2-6 4-1-11 2-4-0 3-10-5 Plate Offsets(X,Y)-- [2:0-3-8,0-1-8],[8:0-3-8,0-1-8],[10:0-3-8,0-1-8] _ LOADING (psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud I PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.45 Vert(LL) -0.13 9-10 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.54 Vert(CT) -0.20 9-10 >839 360 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.01 7 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MSH Weight:76 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP 2250F 1.9E TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins, BOT CHORD 2x4 SP 2250F 1.9E except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:7-8. REACTIONS. (lb/size) 7=918/0-3-0,11=1048/0-4-15 Max Gray 7=920(LC 4),11=1048(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1675/0,3-4=-1701/0,4-5=-1701/0,5-6=-1701/0,6-7=-952/0 BOT CHORD 9-10=0/1675,8-9=0/1701 WEBS 5-8=-586/0,6-8=0/1870,2-11=-1049/0,2-10=0/1776,3-10=-593/0,3-9=-114/333 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 -- 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE AM-7473 rev.100032015 BEFORE USE. Design valid for use only with MiTekt 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 iTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems.seeANSI/RI1 Quality Catena.DES-119 and SCSI Building Component 6904 Parke East Blvd. Safety YMormalbrtavailoble from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 'Jo¢ a Truss Truss Type Qty Ply Nowakowska T18056994 J190393-1-R FL16 FLOOR 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:04:59 2019 Page 1 I D:QAVY9gD_I4HCR9hO_aAPJryzsOV-paKCi97gW ficxDrEi6xCrz0Es?CJ4LjUK4b4ceygKUY 7-0-6 I 7-0-6 Scale=1:13.4 1 3x4= 2 3 4 5 II .::••- ......•• -•..•. .:....0❖.00❖.❖:.❖+:":.00❖.❖.066•:.❖.❖:.••00000❖.00•:.❖:::*.❖.•.• -... ..... •:!0.:::❖:❖:❖.•.00 0❖.❖......❖.❖.•..:.❖!.:VW.❖.❖.❖000 0•:•••O.❖.❖.❖.•.0•:• .❖:.•:.••❖.❖...W.M.! :.• ••.••:•::❖:•::•: 10 9 8 7 6 3x4 = 7-0-6 7-0-6 I LOADING (psf) SPACING- 1-11-4 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.13 Vert(LL) n/a - n/a 999 i MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a - n/a 999 I BCLL 0.0 1 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 9 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-P Weight:35 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 7-0-6 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 REACTIONS. All bearings 7-0-6. (Ib)- Max Gray All reactions 250 lb or less at joint(s)10,6,7 except 9=269(LC 1),8=257(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x4 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 A WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1411-7473 rev.10/93/2015 BEFORE USE. mi. 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 Milek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery.erection and bracing of trusses and truss systems,seeANSI/I141 Quality CrB•da,D$5-$9 and BCSI Bolding Component 6904 Parke East Blvd. Safety kifoenatlon vailable from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job a Truss Truss Type Qty Ply Nowakowska T18056995 J190393-1-R FL17 FLOOR 2 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:05:00 2019 Page 1 ID:QAVY9gD_14HCR9h0_aAPJryz5QV-HnuavV8IHzgTYNQRGgSROBZNAPUOpIAdZkLe85y9KUX 3-3-13I 5-7-13 8-8-3 8-11-111 3-3.13 2-4-0 3-0-5 0-3-8 Scale=1:16.8 1.5x4 II 1.5x4 II 3x4= 1 3x4= 2 3 • • • ' * 7 6 3x4= 3x4= 1.5x4 II 1.5x4 II 0-9-6 3-3-13 I 5-7-13 8-11-11 I 048 3-3-7 2-4-0 3-3-14 LOADING (psf) SPACING- 2-0-0 CSI. 1 DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.29 Vert(LL) -0.02 6 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.30 Vert(CT) -0.03 6 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MSH Weight:44 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=564/0-7-0,5=564/0-3-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-8=-541/0,1-2=-691/0,2-3=-691/0,3-4=-691/0,4-5=-541/0 BOT CHORD 6-7=0/691 WEBS 3-6=-350/0,2-7=-350/0,1-7=0/755,4-6=0/755 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/IPI1 Quality Criteria,DS$-19 and SCSI Bolding Component 6904 Parke East Blvd. Safely Infomratbnovallable from Truss Rate Irlstttute,218 N.Lee Street.Suite 312.Alexandria,VA 22314 Tampa,FL 33610 Jolit a Truss Truss Type ofy Ply Nowakowska T18056996 J190393-1-R FL18 FLOOR 2 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:05:01 2019 Page 1 ID:QAVY9gD_I4HCR9hO_aAPJryzsOV-IzSy7g9w2GyKAX?dgXzgxO6U1 plrYAgmoO4BgXygKUW 2-3-7 5-3-13 7-7-13 10-11-11 2-3-7 3-0-6 I 2-4-0 3-3-14 Scale=1:18.6 1.5x4 II 3x4= 1.5x4 II 1.5x4 H 3x5=- 2 2 3 4 5 • o o • • • • o 6 7 315 3x4= 3x4= 1.5x4 II 0-9-6 5-3-13 7-7-13 _10-11-11 0-6-6 5-3-7 2-4-0 3-3-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.54 . Vert(LL) -0.06 8-9 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.58 Vert(CT) -0.10 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(CT) 0.01 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MSH Weight:54 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-10 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 9=694/0-7-0,6=694/0-3-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1022/0,3-4=-1022/0,4-5=-1022/0,5-6=-702/0 BOT CHORD 8-9=0/727,7-8=0/1022 WEBS 4-7=-465/0,5-7=0/1153,2-8=0/416,2-9=-897/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0-7473 rev.10/032015 BEFORE USE. mil Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANSlTPI1 Quality Criteria.DSI-19 and SCSI Bolding Component 6904 Parke East Blvd. Safety Iifolalallonavoiloble from Truss Rate Institute.218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Jo13 a Truss Truss Type Qty Ply Nowakowska T18056997 J190393-1-R FL19 FLOOR 1 1 Job Reference(optional) Marring Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:05:01 2019 Page 1 ID:QAVY9gD_I4HCR9hO_aAPJryzsQV-IzSy7g9w2GyKAX?dgXzgxO6W ppnNY9wmoO4BgXygKUW 3-9-11 7-7-5 9-11-5 12-11-11 I 3-9-11 I 3-9-11 2-4-0 3-0-6 Scale=1:22.1 1.5x4 II 1.5x4 II 3x8= 3x8= 2 3x4= 3 4 5 a s o , C e H 9 8 7 3x8 K:: -: 1.5x4 II 3x8= 3x4= 1.5x4 II 3-9-11I 7-7-5 I 9-11-5 i 12-11-11 3-9-11 3-9-11 2-4-0 3-0-6 Plate Offsets(X,Y)— [7:0-3-8,0-1-81,[9:0-3-8,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL- in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.42 Vert(LL) -0.10 8-9 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.49 Vert(CT) -0.16 8-9 >962 360 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(CT) 0.01 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MSH Weight:64 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP 2250F 1.9E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP 2250F 1.9E except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:6-7. REACTIONS. (lb/size) 10=824/0-7-6,6=824/0-3-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=-809/0,1-2=-1380/0,2-3=-1310/0,3-4=-1310/0,4-5=-1310/0,5-6=-888/0 BOT CHORD 8-9=0/1380,7-8=0/1310 WEBS 4-7=-565/0,5-7=0/1551,1-9=0/1478,2-9=-523/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 INIIMIN A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. III,- 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.seeAN31/TPI1 Qum1My Criteria.DS1149 and SCSI Budding Compon•nf 6904 Parke East Blvd. Safety ifomlal on,vallable from Truss Rate Institute.218 N.Lee Street.Suite 312,Alexandria,VA 22314 Tampa,FL 33610 Job Truss Truss Type Qty 'Ply Nowakowska T18056998 J190393-1-R FL20 FLOOR 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:05:02 2019 Page 1 ID:QAVY9gD_I4HCR9hO_aAPJryzsQV-D9OKKAAYpa4BohapNFUvTceluDE?HiQw02gkDzygKUV 8-1-4 - - -- - I 8-1-4 Scale=1:15.2 1 3x4 = 2 3 4 5 • o • • • e • • • o 10 9 8 7 6 3x4= 8-1-4 8-1-4 LOADING (psf) SPACING- 1-11-4 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.15 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) -0.00 6 n/a n/a BCDL 5.0i Code FBC2017/TP12014 Matrix-P Weight:38 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 8-1-4 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 REACTIONS. All bearings 8-1-4. (Ib)- Max Gray All reactions 250 lb or less at joint(s)10,6,8 except 9=273(LC 1),7=281(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-9=-252/0,4-7=-260/0 NOTES- 1)All plates are 1.5x4 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 4 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.10/032015 BEFORE USE. Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall 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,seeANSI/IPI1 Quality Cdtsda,D5549 and SCSI Bolding Component 6904 Parke East Blvd. Safely Ydarmatlonavailable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Jodi Truss Truss Type Qty Ply Nowakowska • T18056999 J190393-1-R FL21 FLOOR 1 3 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:05:02 2019 Page 1 ID:QAVY9gD_14HCR9hO_aAPJryzsQV-D90KKAAYpa4BohapNFUVTceemDBKHbsw02gkDzygKUV 4-10-1 10-3-6 14-5-11 18-8-0 4-10-1 5-5-5 4-2-5 4-2-5 Scale=1:32.8 0.25 I12 6x8= 4x10= 1.5x4 II 4x4= 16 2 12 3 4 o 0 N 1 = N F- p 11 � -- 8 7 6 3x8 6x12= 3x6 II 4x10= 355 II HGUS26-2 HGUS26-2 l _ 4-10-1 50 6-0-8 I 10-3-6 14-5-11 18-8-0 4-10-1 0-1-`15 1-0-8 4-2-14 4-2-5 4-2-5 Plate Offsets(X,Y) [11:0-5-12,0-0-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) 1/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.60 Vert(LL) -0.02 7-8 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.25 Vert(CT) -0.02 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(CT) -0.00 6 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MSH Weight:377 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x8 SP DSS except end verticals. WEBS 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 1-11,1-10:2x6 SP No.2,2-10:2x8 SP DSS 10-0-0 oc bracing:6-7. REACTIONS. (lb/size) 6=3443/Mechanical,10=4866/1-4-0,9=-1429/0-3-8 Max Uplift 6=-131(LC 3),9=-2102(LC 3) Max Gray 6=398(LC 4),10=5031(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-11=0/1029,1-2=0/3941,2-3=0/4064,3-4=-354/564,4-5=-354/564,5-6=-336/139 BOT CHORD 9-10=-1769/0,8-9=-1769/0,7-8=-1769/0 WEBS 1-10=-3933/0,2-10=-710/0,4-7=-511/0,3-10=-3173/0,3-7=0/1359,5-7=-609/298 NOTES- 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-4-0 oc,2x4-1 row at 1-0-0 oc. Bottom chords connected as follows:2x8-2 rows staggered at 1-0-0 oc. Webs connected as follows:2x6-2 rows staggered at 1-0-0 oc,2x8-2 rows staggered at 1-0-0 oc,2x4-1 row at 1-0-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced floor live loads have been considered for this design. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 131 lb uplift at joint 6 and 2102 lb uplift at joint 9. 6)This truss has large uplift reaction(s)from gravity load case(s) @ Joint(9).Proper connection is required to secure truss against upward movement at the bearings.Building designer must provide for uplift reactions indicated. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) Use Simpson Strong-Tie HGUS26-2(20-10d Girder,6-10d Truss)or equivalent at 0-2-12 from the left end to connect truss(es)to front face of bottom chord,skewed 0.0 deg.to the left,sloping 0.0 deg.down. 9)Use Simpson Strong-Tie HGUS26-2(20-10d Girder,6-10d Truss)or equivalent at 0-2-12 from the left end to connect truss(es)to back face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard Joaquin Velez PE No.68182 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 MiTek USA,Inc.FL Cert 6634 Uniform Loads(plf) 6904 Parke East Blvd.Tampa FL 33610 Vert:1-5=-120,6-11=-10 Date: Continued on page 2 September 9,2019 Ai WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.1W03/2015 BEFORE USE. -, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must 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.seeAN51/IpI1 Qualify CAfada.DSB-19 and SCSI Building Compononf 6904 Parke East Blvd. Safely Infonnationavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Jola 4 Truss Truss Type Qty Ply Nowakowska T18056999 J190393-1-R FL21 FLOOR 1 3 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:05:02 2019 Page 2 I D:QAVY9gD_I4HCR9hO_aAPJryzsQV-D90KKAAYpa4BohapNFUVTceemDBKHbsw02gkDzygKUV LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:11=-1407(F=-665,B=-742) 1 I A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. mll 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.seeANSIJWlt Qualify Cremes.DS1-39 and ICSI Building Component 6904 Parke East Blvd. Safety IMormolbnavailable from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Jots . Truss Truss Type Qty Ply Nowakowska T18057000 J190393-1-R FL22 FLOOR 22 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:05:03 2019 Page 1 I D:QAVY9gD_I4HC R9hO_aAPJryzsOV-i MZiYW AAauC2 Pg80xy080pBjpdRQO2 W 3FiZIIQygKU U 0-6-0 6-0-9 9-7-6 13-3-15 10-6-0 I 5-6-9 1 3-6-13 1 3-8-9 Scale=1:23.7 3x6 II 6x6= I 26x6= 3 5x5= 4 5 a a 111 = —T_ '' N N — ii 8 7 6 1.5x4 II 5x5= 5x8= 1.5x4 I I 2-4-0 0-6-0 6-0-9 9-7-6 13-3-15 I0-6-0 5-6-9 1 3-6-13 I 3-8-9 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.97 Vert(LL) -0.08 8 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.58 Vert(CT) -0.13 8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(CT) 0.01 6 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MSH Weight:89 lb FT=20% LUMBER- BRACING- TOP CHORD 2x10 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 1=825/0-4-1,6=844/Mechanical FORCES. (Ib)-Max,Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1764/0,3-4=-1401/0,4-5=-1401/0,5-6=-820/0 BOT CHORD 7-8=0/1764 WEBS 3-8=-657/0,4-7=-369/0,2-8=0/1751,3-7=-393/0,5-7=0/1460 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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,seeANSI/IPI1 Qualify Cdteda,DS549 and ICS Budding Component 6904 Parke East Blvd. Safety Infomiallenavailable from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type ay Ply Nowakowska T18057001 J190393-1-R FL23 FLOOR 1 e� 3 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:05:03 2019 Page 1 ID:QAVY9gD_I4HCR9hO_aAPJryzsQV-iMZiYW AAauC2Pg80xy080p81CdT103D3FiZIIQygKUU 0-8-11 6-4-9 9-11.7 13-8-0 0-8-11 5-7-14 3-6-13 3-8-9 Scale:1/2',1' 3x6 ll 6x6= 1 28x8= 3656= 10 4 5 e b —cow— co _ N 9 8 7 6 3x6 II 6x6= 6x10= 3x6 II 0-8-11 6-4-9 9-11-7 13-8-0 0-8-11 5-7-14 3-6-13 3-8-9 Plate Offsets(X,Y)-- [2:0-3-8,0-4-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.88 Vert(LL) -0.04 8 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.49 Vert(CT) -0.11 8 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(CT) 0.01 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MSH Weight:272 lb FT=20% LUMBER- BRACING- TOP CHORD 2x10 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-1 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=5194/0-8-2,6=1521/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-4125/0,3-4=-3001/0,4-5=-3001/0,5-6=-1490/0 BOT CHORD 8-9=0/335,7-8=0/4125 WEBS 2-8=0/4098,3-8=-1594/0,3-7=-1215/0,4-7=-691/0,5-7=0/3148 NOTES- 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x10-2 rows staggered at 1-0-0 oc,2x4-1 row at 1-0-0 oc. Bottom chords connected as follows:2x4-1 row at 1-0-0 oc. Webs connected as follows:2x4-1 row at 1-0-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3) Refer to girder(s)for truss to truss connections. 4) Load case(s)1,2 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)3356 lb down at 0-4-1 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-10=-259,5-10=-120,6-9=-10 Concentrated Loads(Ib) Vert:1=-3356(F)10=-588 2) Dead:Lumber lncrease=1.00,Plate lncrease=1.00 Uniform Loads(plf) Vert:1-10=-259,5-10=-120,6-9=-10 Concentrated Loads(Ib) Joaquin Velez PE No.68182 Vert:1=-3356(F)10=-588 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 � I A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mil. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see/MI/tell Quality Cdteda,DS549 and SCSI Bolding Component 6904 Parke East Blvd. Safety Infonnallonovailable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 ',, Job Truss Truss Type Qty Ply Nowakowska • 118057002 J190393-1-R FL32 FLOOR 6 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:05:04 2019 Page 1 ID:QAVY9gD_I4HCR9hO_aAPJryzsQV-AY751sBoLBKv1__jCVfXNY1 k0JOuSIaEDUMJrHsygKUT 1-2-12 5-2-8 1-2-12 { 3-11-12 1.5x4 II Scale=1:14.0 1 2 3x4= 3 2x4 MEI N .11 B 1.5x4 I 111 „.411111114 1.5x4 II 3x4= 1-0-0 -2-1? 5-2-8 1-0-0 2-1 3-11-12 0 10 4 ) — 43.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.47 Vert(LL) -0.00 4-5 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.14 Vert(CT) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.14 Horz(CT) 0.00 4 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MSH Weight:27 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-8 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=1001/0-5-8,4=234/Mechanical Max Gray 5=1001(LC 1),4=243(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-5=-1026/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Load case(s)1,2,3,4,5,6 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-3=-120,4-6=-10 Concentrated Loads(Ib) Vert:2=-615 2) Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-3=-120,4-6=-10 Concentrated Loads(Ib) Vert:2=-615 3) 1st Dead+Floor Live(unbalanced):Lumber Increase-1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-2=-120,2-3=-40,4-6=-10 Concentrated Loads(Ib) Vert:2=-615 4)2nd Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-2=-40,2-3=-120,4-6=-10 Joaquin Velez PE No.68182 Concentrated Loads(Ib) MiTek USA,Inc.FL Cert 6634 Vert:2=-615 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 Continued on page 2 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.168312015 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,seeANSUlP11 Qualify Cdf.Aa,DS11.139 and SCSI Bolding Component 6904 Parke East Blvd. Safety Infomlalbnovoiloble from Truss Rate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type City Ply Nowakowska T18057002 J190393-1-R FL32 FLOOR 6 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:05:04 2019 Page 2 ID:QAVY9gD_I4HCR9hO_aAPJryzsQV-AY751sBoLBKv1 JCVfXNY1 k0JOuSIaEDUMJrHsygKUT LOAD CASE(S) Standard 5)3rd unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-2=-120,2-3=-40,4-6=-10 Concentrated Loads(Ib) Vert:2=-615 6)4th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-2=-40,2-3=-120,4-6=-10 Concentrated Loads(Ib) Vert:2=-615 • / 1 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1.17473 rev.10032015 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.seeANSVIMI Quality Cdtsda,D3$49 and ICSI Building Component 6904 Parke East Blvd. Safely MonnaIIanovailoble from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314 Tampa,FL 33610 Job Truss Truss Type Qty Ply Nowakowska • 118057003 J190393-1-R FL33 FLOOR 3 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:05:04 2019 Page 1 ID:QAVY9gD_I4HCR9h0_aAPJryzsQV-AY751sBoLBKv1 JCVfXNY1 k2S0vllbdDUMJrHsygKUT 1-2-124-0-12 1.5x4 111-2-12 1.5Ix4 II 2-10-0 1 2 3 Scale=1:12.8 v( 6 4 1.5x4 II 1.5x4 II 1-0-0 2-1 4-0-12 l ,tbay-a 3-02j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.33 Vert(LL) -0.00 4-5 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.09 Vert(CT) -0.00 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.12 Horz(CT) 0.02 3 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:16 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-12 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=143/Mechanical,4=16/Mechanical,5=857/0-5-8 Max Gray 3=150(LC 4),4=22(LC 4),5=857(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5=-845/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Load case(s)1,2,3,4,5,6 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-3=-120,4-6=-10 Concentrated Loads(Ib) Vert:2=-534 2)Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-3=-120,4-6=-10 Concentrated Loads(Ib) Vert:2=-534 3) 1st Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-2=-120,2-3=-40,4-6=-10 Concentrated Loads(Ib) Vert:2=-534 4)2nd Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-2=-40,2-3=-120,4-6=-10 Joaquin Velez PE No.68182 Concentrated Loads(Ib) MiTek USA,Inc.FL Cert 6634 Vert:2=-534 6904 Parke East Blvd.Tampa FL 33610 Date: Continued on page 2 September 9,2019 _ 1 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. mil. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage.delivery,erection and bracing of trusses and truss systems,seeANSI/IPI1 Quality Criteria.DS6-59 and ICS!lidding Component 6904 Parke East Blvd. Safety Psformanonovailabie from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Type Qty Ply Nowakowska a T18057003 J190393-1-R FL33 FLOOR 3 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:05:04 2019 Page 2 ID:QAVY9gD_I4HCR9h0_aAPJryzsQV-AY751sBoLBKv1.CVfXNY1 k2S0vIIbdDUMJrHsygKUT LOAD CASE(S) Standard 5)3rd unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-2=-120,2-3=-40,4-6=-10 Concentrated Loads(Ib) Vert:2=-534 6)4th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-2=40,2-3=-120,4-6=-10 Concentrated Loads(Ib) Vert:2=-534 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery.erection and bracing of trusses and truss systems,seeAN31/Ip11 Godly CAI.Aa,DS11-$9 and SCSI Binding Component 6904 Parke East Blvd. Safety I MOMIMIo avoilable from Truss Plate Institute,218 N.Lee Sheet.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job 1-truss Truss Type Qty Ply Nowakowska T18057004 J190393-1-R I FL34 FLOOR 2 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:05:05 2019 Page 1 I D:QAVY9gD_I4HC R9hO_aAPJryzsQV-ekhTzCCR6VSIf8103N2c5EG8PQ4HU25Mi020g1ygKU S I 2-0-12 1.554 II 2-0-1 2.5x4 I' 1 2 3 Scale=1:13.0 1 — \/ — — �l 6 S 4 1.5x4 II 1.5x4 II 1-5-8 2-0-12 1-5 8 0-7-4 i 0-10-4 I 1-0-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 i TC 0.64 Vert(LL) 0.00 5 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.74 Vert(CT) 0.00 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.12 Horz(CT) -0.06 3 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:10 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-12 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=-170/Mechanical,4=-249/Mechanical,5=1345/0-5-8 Max Uplift 3=-202(LC 3),4=-250(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-5=-853/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 202 lb uplift at joint 3 and 250 lb uplift at joint 4. 4)Load case(s)1,2,3,4,5,6 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pIf) Vert:1-3=-120,4-6=-10 Concentrated Loads(Ib) Vert:1=-353 2=-344 2)Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pIf) Vert:1-3=-120,4-6=-10 Concentrated Loads(Ib) Vert:1=-353 2=-344 3) 1st Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pIf) Vert: 1-2=-120,2-3=-40,4-6=-10 Concentrated Loads(Ib) Vert:1=-353 2=-344 4)2nd Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Joaquin Velez PE No.68182 Uniform Loads(pIf) MiTek USA,Inc.FL Cert 6634 Vert:1-2=-40,2-3=-120,4-6=-10 6904 Parke East Blvd.Tampa FL 33610 Date: Continued on page 2 September 9,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.14M3/2015 BEFORE USE. I- Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 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.seeANSVTPI1 Quality Cdt.da,D5549 and SCSI Building Component 6904 Parke East Blvd. Sabfy YIIormadonovailable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Joba Truss Truss Type Qty Ply Nowakowska T18057004 J190393-1-R FL34 FLOOR 2 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:05:05 2019 Page 2 I D:QAVY9gD_I4HC R9hO_aAPJryz5QV-ekhTzCCR6VSIf8103N2c5 EG8PQ4HU2sMi02OgIygKU S LOAD CASE(S) Concentrated Loads(Ib) Vert:1=-353 2=-344 5)3rd unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pIf) Vert:1-2=-120,2-3=-40,4-6=-10 Concentrated Loads(Ib) Vert:1=-353 2=-344 6)4th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pIf) Vert:1-2=-40,2-3=-120,4-6=-10 Concentrated Loads(lb) Vert:1=-353 2=-344 1 1 0 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1-7473 rev.10/04/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery.erection and bracing of trusses and truss systems.seeANSVWPII Quality Cdtr.Aa.D3549 and SCSI hiding Component 6904 Parke East Blvd. Safety MNonnallonovallable from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Nowakowska • 118057005 J190393-1-R FL35 FLOOR 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:05:05 2019 Page 1 I D:QAVY9gD_I4HCR9hO_aAPJryzsQV-ekhTzCCR6V SIf81O3N2c5EGHiQBZU3kMi02OglygKUS 2-0-12 I 1.5x4 II 2-0-12 1 6 2 ' Scale=1:13.0 rIIIMIN ■ 1 5 •:OP:••••••••••••••••••••••••.$ • � � 1-3-14I 2-0-12 1-3-14 0-8-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/dell Lid PLATES GRIP TCLL 40.0 1Plate Grip DOL 1.00 TC 0.11 Vert(LL) 0.00 4 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.28 Vert(CT) 0.00 4 >999 360 BCLL 0.0 1 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 2 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MR Weight:8 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-12 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=92/Mechanical,3=-106/1-0-6,4=241/0-3-8 Max Uplift 3=-106(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 106 lb uplift at joint 3. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 Ai MIMI 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/0332015 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,seeANSVIPII Quality Creerla,D3349 and BCSI Bolding Component 6904 Parke East Blvd. Safely mfonnalto available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Nowakowska T18057006' J190393-1-R FL36 FLOOR 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:05:06 2019 Page 1 ID:QAVY9gD_I4HCR9hO_aAPJryz5QV-6xFrAYD3tpacGltbc4ZreSpR6gbgDW_W xgoyMkygKUR 1.11-1 1.5x4 II 1-11-1 1 2 Scale=1:13.0 )) ADEQUATE SUPPORT 4 3 REQUIRED 1.5x4 H 1-11-1 1111 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) 1/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.13 Vert(LL) -0.00 4 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.03 Vert(CT) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 2 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MR Weight:8 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-5 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=115/Mechanical,2=101/Mechanical,3=14/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 9111-7473 rev.1h03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not - a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery.erection and bracing of trusses and truss systems,seeANSVTPII Quality Criteria,D3/-59 and SCSI Building Component 6904 Parke East Blvd. Safety Infomiafonavailable from Truss Rate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Oty Ply Nowakowska 118057007 J190393-1-R FL37 FLOOR 1 1 I Job Reference(optional) I Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:05:06 2019 Page 1 ID:QAVY9gD_I4HCR9hO_aAPJryzsOV-6xFrAYD3tpacGltbc4ZreSpRrgbiD W O W xgoyMkygKUR 2-1-03-11-1 1.5x4 II 2-1-0 1.5Ix4 II 1-10-1 1 2 3 7 Scale=1:12.8 # — )/ 6 4 1.5x4 II 1.5x4 II 1-10-4 2-1-0 3-11-1 1-10-4 b-2-J 1-10-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.15 Vert(LL) -0.00 6 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.03 Vert(CT) -0.00 6 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.01 3 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:16 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-5 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except(jt=length)6=Mechanical,5=0-5-8. (Ib)- Max Gray All reactions 250 lb or less at joint(s)6,3,4 except 5=300(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-5=-271/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 fi Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1032015 BEFORE USE. IIII 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,seeANSVIPIl Quality Cdteda,03649 and SCSI Belding Component 6904 Parke East Blvd. Solely Ydolmallonavallable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Oty Ply Nowakowska • 718057008 J190393-1-R FL38 FLOOR 1 2 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:05:07 2019 Page 1 I D:QAVY9gD_I4HCR9hO_aAPJryzsQV-a7pD NuEhe6iTuSSnAo44AfMX2EsUyx8fAKXVuBygKUQ 1-8-2 7-1-8 1-8-2 5-5-6 Scale=1:14.8 34 II 7 2 4x4= 32x4 II • 6354 II ' N8AILED NAILED 4 NAILED NAILED 2x4 II 4x4= 1-4-4 1 1-8-2 7-1-8 I 1-4-4 0-3-14 5-5-6 LOADING (psf) SPACING- 1-11-4 CSI. DEFL. in (lac) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.50 Vert(LL) 0.01 4-5 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.38 Vert(CT) 0.03 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(CT) -0.00 4 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MSH Weight:93 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 7-2-13 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-6:2x6 SP No.2 REACTIONS. (lb/size) 4=42/Mechanical,5=1804/0-7-12 Max Uplift 4=-200(LC 9) Max Gray 4=56(LC 4),5=1804(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/426 BOT CHORD 5-6=-426/0,4-5=-426/0 WEBS 2-5=-1972/0,2-4=0/353 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 1-0-0 oc,2x4-1 row at 1-0-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 1-0-0 oc. Webs connected as follows:2x4-1 row at 1-0-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) Refer to girder(s)for truss to truss connections. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 200 lb uplift at joint 4. 6) Load case(s)1,2,3,4,5,6,7,8,9,10,11,12 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 7) Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8)"NAILED"indicates 3-16d Nails skew 45 to 135 degrees(0.162"x 3.5") toe-nails per NDS guidelines. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)7 lb down at 0-2-12,and 7 lb down at 0-2-12 on top chord,and 11 lb down at 0-2-12,and 11 lb down at 0-2-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Concentrated Loads(Ib) Vert:6=-21(F=-11,B=-11)1=-436(F=-7,B=-7)7=-1032 8=435(F=218,B=218)9=-19(F=-10,B=-10) Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: Continued on page 2 September 9,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1003/2016 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.seeANSl/TPII Quality Gillette,DSa49 and BCSI Building Component 6904 Parke East Blvd. Safety Intonnallonovoilable from Truss Rate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Oty Ply Nowakowska T18057008 J190393-1-R FL38 FLOOR 1 2 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:05:07 2019 Page 2 I D:QAVY9q D_I4 H C R 9hO_aAPJryzsQV-a7pD N uEhe6iTuSSnAo44AfMX2 EsUyx8f AKXV uByg KUQ LOAD CASE(S) Standard Trapezoidal Loads(plf) Vert:1=-103(F=7,B=7)-to-7=-107(F=4,B=4),7=-102(F=7,B=7)-to-3=-123(F=-3,B=-3),6=10(F=10,B=10)-to-5=1(F=5,B=5),5=8(F=9,B=9)-to-4=-19(F=-5,B=-5) 2)Dead:Lumber Increase=1.00,Plate Increase=1.00 Concentrated Loads(Ib) Vert:6=-21(F=-11,B=-11)1=-436(F=-7,B=-7)7=-1032 8=435(F=218,B=218)9=-19(F=-10,B=-10) Trapezoidal Loads(plf) Vert:1=-103(F=7,B=7)-to-7=-107(F=4,B=4),7=-102(F=7,B=7)-to-3=-123(F=-3,B=-3),6=10(F=10,B=10)-to-5=1(F=5,B=5),5=8(F=9,B=9)-to-4=-19(F=-5,B=-5) 3) 1st Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Concentrated Loads(Ib) Vert:6=-21(F=-11,B=-11)1=-436(F=-7,B=-7)7=-1032 8=435(F=218,8=218)9=-19(F=-10,B=-10) Trapezoidal Loads(plf) Vert:1=-103(F=7,B=7)-to-7=-107(F=4,B=4),7=-25(F=7,B=7)-to-3=-45(F=-3,B=-3),6=10(F=10,B=10)-to-5=1(F=5,6=5),5=8(F=9,B=9)-to-4=-19(F=-5,B=-5) 4)2nd Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase.--1.00 Concentrated Loads(Ib) Vert:6=-21(F=-11,8=11)1=-436(F=-7,B=-7)7=-1032 8=435(F=218,B=218)9=-19(F=-10,B=-10) Trapezoidal Loads(pit) Vert:1=-25(F=7,B=7)-to-7=-30(F=4,B=4),7=-102(F=7,B=7)-to-3=-123(F=-3,B=-3),6=10(F=10,B=10)-to-5=1(F=5,B=5),5=8(F=9,B=9)-to-4=-19(F=-5,B=-5) 5)3rd unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Concentrated Loads(Ib) Vert:6=-21(F=-11,8=-11)1=-436(F=-7,8=-7)7=-1032 8=435(F=218,B=218)9=-19(F=-10,B=-10) Trapezoidal Loads(plf) Vert:1=-103(F=7,B=7)-to-7=-107(F=4,B=4),7=-25(F=7,B=7)-to-3=-45(F=-3,B=-3),6=10(F=10,B=10)-to-5=1(F=5,B=5),5=8(F=9,B=9)-to-4=-19(F=-5,B=-5) 6)4th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Concentrated Loads(Ib) Vert:6=-21(F=-11,B=-11)1=-436(F=-7,B=-7)7=-1032 8=435(F=218,B=218)9=-19(F=-10,B=-10) Trapezoidal Loads(pit) Vert:1=-25(F=7,B=7)-to-7=-30(F=4,B=4),7=-102(F=7,B=7)-to-3=-123(F=-3,B=-3),6=10(F=10,B=10)-to-5=1(F=5,B=5),5=8(F=9,B=9)-to-4=-19(F=-5.B=-5) 7)Reversal:Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Concentrated Loads(Ib) Vert:6=-21(F=-11,6=-11)1=-436(F=-7,B=-7)7=-1032 8=528(F=264,B=264) Trapezoidal Loads(plf) Vert:1=-103(F=7,B=7)-to-7=-107(F=4,B=4),7=-102(F=7,B=7)-to-3=-123(F=-3,B=-3),6=10(F=10,B=10)-to-5=1(F=5,B=5),5=8(F=9,B=9)-to-4=-19(F=-5,B=-5) 8) Reversal:Dead:Lumber Increase=1.00,Plate Increase=1.00 Concentrated Loads(Ib) Vert:6=-21(F=-11,B=-11)1=-436(F=-7,B=-7)7=-1032 8=528(F=264,B=264) Trapezoidal Loads(plf) Vert:1=-103(F=7,B=7)-to-7=-107(F=4,B=4),7=-102(F=7,B=7)-to-3=-123(F=-3,B=-3),6=10(F=10,B=10)-to-5=1(F=5,B=5),5=8(F=9,B=9)-to-4=-19(F=-5,8=-5) 9)Reversal:1st Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Concentrated Loads(Ib) Vert:6=-21(F=-11,B=-11)1=-436(F=-7,B=-7)7=-1032 8=528(F=264,B=264) Trapezoidal Loads(plf) Vert:1=-103(F=7,B=7)-to-7=-107(F=4,B=4),7=-25(F=7,B=7)-to-3=-45(F=-3,B=-3),6=10(F=10,B=10)-to-5=1(F=5,8=5),5=8(F=9,B=9)-to-4=-19(F=-5,B=-5) 10) Reversal:2nd Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Concentrated Loads(Ib) Vert:6=-21(F=-11,B=-11)1=-436(F=-7,B=-7)7=-1032 8=528(F=264,B=264) Trapezoidal Loads(plf) Vert:1=-25(F=7,B=7)-to-7=-30(F=4,B=4),7=-102(F=7,6=7)-to-3=-123(F=-3,B=-3),6=10(F=10,B=10)-to-5=1(F=5,B=5),5=8(F=9,B=9)-to-4=-19(F=-5,B=5) 11) Reversal:3rd unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Concentrated Loads(Ib) Vert:6=-21(F=-11,B=-11)1=-436(F=-7,B=-7)7=-10328=528(F=264,B=264) Trapezoidal Loads(plf) Vert:1=-103(F=7,B=7)-to-7=-107(F=4,B=4),7=-25(F=7,B=7)-to-3=-45(F=-3,B=-3),6=10(F=10,B=10)-to-5=1(F=5,B=5), 5=8(F=9,B=9)-to-4=-19(F=-5,B=-5) 12)Reversal:4th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Concentrated Loads(Ib) Vert:6=-21(F=-11,B=-11)1=-436(F=-7,B=-7)7=-10328=528(F=264,B=264) Trapezoidal Loads(plf) Vert:1=-25(F=7,B=7)-to-7=-30(F=4,B=4),7=-102(F=7,B=7)-to-3=-123(F=-3,B=-3),6=10(F=10,B=10)-to-5=1(F=5,B=5), 5=8(F=9,B=9)-to-4=-19(F=-5,B=-5) � 1 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M9-7479 rev.1003/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery.erection and bracing of trusses and truss systems,seeANIVlPll Quality Cd Leda,DS1149 and 11051 Mang Component 6904 Parke East Blvd. Safety Wonnallonovailoble from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Nowakowska • T18057009 J190393-1-R FL39 FLOOR 1 A Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:05:07 2019 Page 1 ID:QAVY9gD_I4HCR9hO_aAPJryzsQV-a7pDNuEhe6iTuSSnAo44AfMcAEwgyxEfAKXV uBygKUO 3-0-5 5-10-6 7-1-8 3-0-5 2-10-1 1-3-2 Scale=1:15.2 1 4x7= 8 22x4 II 33x4= 4254 II • • 2s4 II ` NAILED 7 9 5 NAILED THIS TRUSS IS NOT SYMMETRIC. 3x8= 5x5= PROPER ORIENTATION IS ESSENTIAL. NAILED 2-8-7 13-0-51 7-1-8 4 2-8-7 3.14 4-1-3 LOADING (psf) SPACING- 1-11-4 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) -0.00 6 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.11 Vert(CT) 0.00 6 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:99 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 7-2-14 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-7:2x6 SP No.2 REACTIONS. (lb/size) 5=1380/Mechanical,6=1216/0-7-12 Max Gray 5=1456(LC 4),6=1216(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. BOT CHORD 5-6=0/922 WEBS 1-6=-273/0,2-6=-487/0,3-6=-1230/0,3-5=-1574/0 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 1-0-0 oc,2x4-1 row at 1-0-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 1-0-0 oc. Webs connected as follows:2x4-1 row at 1-0-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4)Refer to girder(s)for truss to truss connections. 5)Load case(s)1,2,3,4,5,6 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)"NAILED"indicates 3-10d skew 45 to 135 degrees(0.148"x 3") toe-nails per NDS guidelines. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)12 lb down at 0-2-12,and 12 lb down at 0-2-12 on top chord,and 17 lb down at 0-2-12,and 17 lb down at 0-2-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1) Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Concentrated Loads(Ib) Vert:7=-34(F=-17,B=-17)1=-24(F=-12,B=-12)6=-3(F)3=-1785 9=-10(F=-0,B=-10) Trapezoidal Loads(plf) Vert:1=-103(F=7,B=7)-to-2=-113(F=1,B=1),2=-103(F=7,B=7)-to-4=-118(F=-1,B=-1),7=10(F=10,B=10)-to-6=-6(F=2, B=2),6=9(F=9,B=9)-to-5=-12(F=-1,B=-1) Joaquin Velez PE No.68182 2)Dead:Lumber Increase=1.00,Plate Increase=1.00 MiTek USA,Inc.FL Cert 6634 Concentrated Loads(Ib) 6904 Parke East Blvd.Tampa FL 33610 Vert:7=-34(F=-17,B=-17)1=-24(F=-12,B=-12)6=-3(F)3=-1785 9=-10(F=-0,B=-10) Date: Continued on page 2 September 9,2019 V WARNING-Verily design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mq-7473 rev.10/031015 BEFORE USE Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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.seeANSI/IPI1 Quality Cdt.da.D5849 and SCSI luldYIg Component 6904 Parke East Blvd. Safety k fomratbrrovallable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314, Tampa,FL 33610 Job Truss Truss Type Qty Ply 1 Nowakowska ' T18057009 J190393 1•R FL39 FLOOR 1 2 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:05:07 2019 Page 2 I D:QAVY9gD_I4HCR9h0_aAPJryzsQV-a7pDNuEhe6iTuSSnAo44AfMcAEwgyxEfAKXVuBygKUQ LOAD CASE(S) Standard Trapezoidal Loads(plf) Vert:1=-103(F=7,B=7)-to-2=-113(F=1,B=1),2=-103(F=7,B=7)-to-4=-118(F=-1,B=-1),7=10(F=10,B=10)-to-6=-6(F=2,B=2),6=9(F=9,B=9)-to-5=-12(F=-1,B=-1) 3) 1st Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Concentrated Loads(lb) Vert:7=-34(F=-17,B=-17)1=-24(F=-12,B=-12)6=-3(F)3=-1785 9=-10(F=-0,B=-10) Trapezoidal Loads(pH) Vert:1=-103(F=7,B=7)-to-8=-112(F=2,B=2),8=-35(F=2,B=2)-to-2=-36(F=1,B=1),2=-26(F=7,B=7)-to-4=-40(F=-1,B=-1),7=10(F=10,B=10)-to-6=-6(F=2,B=2), 6=9(F=9,B=9)-to-5=-12(F=-1,B=-1) 4)2nd Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Concentrated Loads(Ib) Vert:7=-34(F=-17,B=-17)1=-24(F=-12,B=-12)6=-3(F)3=-1785 9=-10(F=-0,B=-10) Trapezoidal Loads(plf) Vert:1=25(F=7,B=7)-to-8=-35(F=2,B=2),8=-112(F=2,B=2)-to-2=-113(F=1,B=1),2=-103(F=7,B=7)-to-4=-118(F=-1,B=-1),7=10(F=10,B=10)-to-6=-6(F=2,B=2), 6=9(F=9,B=9)-to-5=-12(F=-1,B=-1) 5)3rd unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Concentrated Loads(Ib) Vert:7=-34(F=-17,8=-17)1=-24(F=-12,B=-12)6=-3(F)3=-1785 9=-10(F=-0,B=-10) Trapezoidal Loads(plf) Vert:1=-103(F=7,B=7)-to-8=-112(F=2,B=2),8=-35(F=2,B=2)-to-2=-36(F=1,B=1),2=-26(F=7,B=7)-to-4=-40(F=-1,13=-1),7=10(F=10,B=10)-to-6=-6(F=2,B=2), 6=9(F=9,B=9)-to-5=-12(F=-1,B=-1) 6)4th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Concentrated Loads(Ib) Vert:7=-34(F=-17,B=-17)1=-24(F=-12,B=-12)6=-3(F)3=-1785 9=-10(F=-0,B=-10) Trapezoidal Loads(pH) Vert:1=-25(F=7,B=7)-to-8=-35(F=2,B=2),8=-112(F=2,B=2)-to-2=-113(F=1,B=1),2=-103(F=7,B=7)-to-4=-118(F=-1,B=-1),7=10(F=10,B=10)-to-6=-6(F=2,B=2), 6=9(F=9,B=9)-to-5=-12(F=-1,8=-1) 1 r Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE ANI-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSV7P11 Quality Ciltetla,Dse-s9 and SCSI Bolding Component 6904 Parke East Blvd. Safety Mfomralbaovoilable from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Nowakowska • T18057010 J190393-1-R A01 MONOPITCH 1 2 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:03:25 2019 Page 1 ID:QAVY9gD_I4HC R9hO_aAPJryzsQV-ZVefzO?ifmsyfnfACNF92976d63b2mvej Sg6J5ygK W O 5-2-10 8.10-7 _12-7-8 5-2-10 3-7-13 3-9-1 Scale=1:21.2 0.25 12 1.5x4 11 3x8 = 1.5x4 II2 3x10= 11 3 3x4= 4 12 5 1 a F a 0 o e e 103: ' 8 7 1.5x4 II 9 6x6= 5x8= 6 1.5x4 II 1.5x4 II I 1-0-0 112-112 5-2-10 I 6-9-101 8-10-7 { 12-7-8 1 1-0-0 0-2-12 3-11-14 1-7-0 2-0-13 3-9-1 Plate Offsets(X,Y)-- 12:0-3-8,0-1-81,[5:0-3-8,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) IVdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.02 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.05 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.26 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2017ITPI2014 Matrix-MSH Weight:132 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-2 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=1373/Mechanical,9=1781/0-5-8 Max Horz 9=98(LC 9) Max Gray 6=1373(LC 1),9=1784(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2031/0,3-4=-1898/0,4-5=-1899/0,5-6=-1323/0 BOT CHORD 7-8=0/2033 WEBS 2-9=-1704/0,3-8=-804/0,5-7=0/2068,4-7=-865/0,2-8=0/2176 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 1-0-0 oc. Bottom chords connected as follows:2x4-1 row at 1-0-0 oc. Webs connected as follows:2x4-1 row at 1-0-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vul1=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 12-5-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)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) Refer to girder(s)for truss to truss connections. 8)Load case(s)1,2,3,4,5,6,7,8,9,10,11,12,13,14,15,16,17,18,19,20 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 9) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)117 lb down and 60 lb up at 0-1-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Joaquin Velez PE No.68182 Uniform Loads(pl MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa 1-5=-228,6-10=-20 FL 33610 Date: Continued on page 2 September 9,2019 Nut 0 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Me-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 buss 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,seeAN51/1Pl1 Quality Criteria,DSe-89 and SCSI Balding Component 6904 Parke East Blvd. Safety ksfoanalbnovailoble from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Ory Ply Nowakowska TI8057010 J190393-1-R A01 MONOPITCH 1 2 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:03:25 2019 Page 2 I D:OAVY9gD_14HCR9hO_aAPJryzsQV-ZVefzO?ifmsyfnfACN F92976d63b2mvej Sg6J5ygKW O LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:1=-95 2)Dead+0.75 Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-5=-213,6-10=-20 Concentrated Loads(Ib) Vert:1=-82 3)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert: 1-5=-179,6-10=-40 Concentrated Loads(Ib) Vert:1=-69 4)Dead+0.6 C-C Wind(Pos.Internal)Case 1:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-11=-64,5-11=-79,9-10=62,6-9=-6 Horz:1-10=29,1-11=-61,5-11=-46,5-6=48 Concentrated Loads(Ib) Vert:1=60 5)Dead+0.6 C-C Wind(Pos.Internal)Case 2:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-12=-79,5-12=-64,9-10=62,6-9=-6 Horz:1-10=-48,1-12=-46,5-12=-61,5-6=-29 Concentrated Loads(Ib) Vert:1=60 6)Dead+0.6 C-C Wind(Neg.Internal)Case 1:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-5=-194,9-10=-11,6-9=-20 Horz:1-10=-33,1-5=17,5-6=-44 Concentrated Loads(Ib) Vert:1=-65 7)Dead+0.6 C-C Wind(Neg.Internal)Case 2:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-5=-209,9-10=-11,6-9=-20 Horz:1-10=44,1-5=17,5-6=33 Concentrated Loads(Ib) Vert:1=-105 8)Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-5=-75,9-10=22,6-9=-6 Horz:1-10=21,1-5=-54,5-6=25 Concentrated Loads(Ib) Vert:1=50 9)Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-5=-75,6-10=-6 Horz:1-10=-25,1-5=-54,5-6=-21 Concentrated Loads(Ib) Vert:1=50 10) Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-5=-187,9-10=8,6-9=-20 Horz:1-10=36,1-5=1,5-6=10 Concentrated Loads(Ib) Vert:1=-90 11) Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-5=-174,6-10=-20 Horz:1-10=-10,1-5=1,5-6=-36 Concentrated Loads(Ib) Vert:1=-53 12) Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-5=-94,9-10=22,6-9=-6 Horz:1-10=-32,1-5=-41,5-6=32 Concentrated Loads(Ib) Vert:1=34 13) Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate increase=1.60 Uniform Loads(plf) Vert:1-5=-113,6-10=-6 Horz:1-10=-32,1-5=-26,5-6=32 Concentrated Loads(Ib) Vert:1=23 14) Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Continued on page 3 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.16/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent brocing 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,seeANSVTPl1 Quality Criteria,DSII-89 and SCSI Building Component 6904 Parke East Blvd. Safety YMormatbnavailable from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type I Qty Ply Nowakowska T18057010 J190393-1-R A01 MONOPITCH 1 2 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:03:25 2019 Page 3 I D:QAVY9gD_I4HC R9hO_aAPJ ryzsQV-ZVefzO?ifmsyfnfACN F92976d63b2mvejSg6J5ygKW O LOAD CASE(S) Standard Uniform Loads(plf) Vert:1-5=-185,9-10=8,6-9=-20 Horz:1-10=-17,1-5=1,5-6=17 Concentrated Loads(Ib) Vert:1=-85 15) Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-5=-185,6-10=-20 Horz:1-10=-17,1-5=1,5-6=17 Concentrated Loads(Ib) Vert:1=-85 16) Dead:Lumber Increase=0.90,Plate Increase=0.90 Plt.metal=0.90 Uniform Loads(plf) Vert:1-5=-169,6-10=-20 Concentrated Loads(Ib) Vert:1=-44 17) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-5=-227,9-10=1,6-9=-20 Horz:1-10=27,1-5=1,5-6=8 Concentrated Loads(Ib) Vert:1=-117 18) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-5=-217,6-10=-20 Horz:1-10=-8,1-5=1,5-6=-27 Concentrated Loads(Ib) Vert:1=-89 19) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-5=-226,9-10=1,6-9=-20 Horz:1-10=-13,1-5=1,5-6=13 Concentrated Loads(Ib) Vert:1=-113 20) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-5=-226,6-10=-20 Horz:1-10=-13,1-5=1,5-6=13 Concentrated Loads(Ib) Vert:1=-113 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERANCE PAGE M11-7473 rev.1003/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Qualify Criteria,DS6-$9 and BCSI Building Component 6904 Parke East Blvd. Safety Motmationavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Oty Ply Nowakowska T18057011 J190393-1-R AO1A MONOPITCH 1 A Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:03:26 2019 Page 1 I D:OAVY9gD_I4HC R9hO_aAPJ ryzsQV-1 hC2BL?K04_pHwENm4mOaMgGG W Gfn6yox6ZfsXygKW? 1-2-12 1 5-2-10 I 8-10-3 12-7-8 1-2-12 3-11-14 3-7-9 3-9-5 Scale=1:21.2 0.25 rff 1.5x4 H 3x8= 1.5x4 II 2 3x10= 11 3 3x4= 4 12 5 1 o e • II • — 0 o e 10 8 7 1.5x4 I I 9 6x6= 5x8= 6 1.5x4 II 1.5x4 II I 1-0-0 1]2-112 5-2-10 1 8-10-3 I 12-7-8 I 1-0-0 0-2-12 3-11-14 3-7-9 3-9-5 Plate Offsets(X,Y)-- [2:0-3-8,0-1-8],15:0-3-8,0-1-8] LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.05 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.13 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.72 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight:132 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-9 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=2267/Mechanical,9=3406/0-5-8 Max Horz 9=98(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-5975/0,3-4=-3719/0,4-5=-3720/0,5-6=-2214/0 BOT CHORD 7-8=0/5965 WEBS 2-9=-3322/0,3-8=-2545/0,5-7=0/4132,4-7=-758/0,3-7=-2520/0,2-8=0/6388 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 1-0-0 oc. Bottom chords connected as follows:2x4-1 row at 1-0-0 oc. Webs connected as follows:2x4-1 row at 1-0-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 12-5-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s)for truss to truss connections. 8) Load case(s)1,2,3,4,5,6,7,8,9,10,11,12,13,14, 15,16,17,18,19,20 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. LOAD CASE(S) Standard 1) Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-5=-193,6-10=-20 Concentrated Loads(Ib) Joaquin Velez PE No.68182 Vert:3=-3046 MiTek USA,Inc.FL Cert 6634 2)Dead+0.75 Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 6904 Parke East Blvd.Tampa FL 33610 Date: Continued on page 2 September 9,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.10032015 BEFORE USE. mi, 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 IndNidual 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,seeANSI/IP11 Quality Cdt.da,D5849 and SCSI Building Component 6904 Parke East Blvd. Safety t+dormalonovailable from Truss Rate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Nowakowska • T18057011 J190393-1-R AO1A MONOPITCH 1 2 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:03:26 2019 Page 2 ID:QAVY9gD_14HCR9hO_aAPJryzsOV-1 hC2BL?KQ4_pHwENm4mOaMgGGWGfn6yox6ZfsXygKW? LOAD CASE(S) Standard Uniform Loads(plf) Vert:1-5=-183,6-10=-20 Concentrated Loads(Ib) Vert:3=-2664 3)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-5=-153,6-10=-40 Concentrated Loads(Ib) Vert:3=-1518 4) Dead+0.6 C-C Wind(Pos.Internal)Case 1:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-11=-86,5-11=-101,9-10=62,6-9=-6 Horz:1-10=29,1-11=-61,5-11=-46,5-6=48 Concentrated Loads(Ib) Vert:3=-1518 5) Dead+0.6 C-C Wind(Pos.Internal)Case 2:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-12=-101,5-12=-86,9-10=62,6-9=-6 Horz:1-10=-48,1-12=-46,5-12=-61,5-6=-29 Concentrated Loads(Ib) Vert:3=-1518 6) Dead+0.6 C-C Wind(Neg.Internal)Case 1:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-5=-170,9-10=-11,6-9=-20 Horz:1-10=-33,1-5=17,5-6=-44 Concentrated Loads(Ib) Vert:3=-1518 7)Dead+0.6 C-C Wind(Neg.Internal)Case 2:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-5=-170,9-10=-11,6-9=-20 Horz:1-10=44,1-5=17,5-6=33 Concentrated Loads(lb) Vert:3=-1518 8) Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-5=-94,9-10=22,6-9=-6 Horz:1-10=21,1-5=-54,5-6=25 Concentrated Loads(Ib) Vert:3=-1518 9)Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-5=-94,6-10=-6 Horz:1-10=-25,1-5=-54,5-6=-21 Concentrated Loads(Ib) Vert:3=-1518 10) Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-5=-154,9-10=8,6-9=-20 Horz:1-10=36,1-5=1,5-6=10 Concentrated Loads(Ib) Vert:3=-1518 11) Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-5=-154,6-10=-20 Horz:1-10=-10,1-5=1,5-6=-36 Concentrated Loads(Ib) Vert:3=-1518 12) Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-5=-106,9-10=22,6-9=-6 Horz:1-10=-32,1-5=-41,5-6=32 Concentrated Loads(Ib) Vert:3=-1518 13) Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-5=-121,6-10=-6 Horz:1-10=-32,1-5=-26,5-6=32 Concentrated Loads(Ib) Vert:3=-1518 14) Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-5=-154,9-10=8,6-9=-20 Horz:1-10=-17,1-5=1,5-6=17 Concentrated Loads(Ib) Vert:3=-1518 Continued on page 3 pit Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.16M32015 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.seeANSI/lPll Quality Criteria.DSS-89 and SCSI Belding Component 6904 Parke East Blvd. Salydy I donnalbnovailable from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria.VA 22314 Tampa,FL 33610 Job Truss Truss Type Qty Ply Nowakowska T18057011 J190393-1-R AO1A MONOPITCH 1 2 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:03:26 2019 Page 3 ID:QAVY9gD_I4HCR9hO_aAPJryzsQV-1hC2BL?KQ4.pHwENm4mOaMgGGWGfn6yox6ZfsXygKW? LOAD CASE(S) Standard 15) Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-5=-154,6-10=-20 Horz:1-10=-17,1-5=1,5-6=17 Concentrated Loads(Ib) Vert:3=-1518 16) Dead:Lumber Increase=0.90,Plate Increase=0.90 Plt.metal=0.90 Uniform Loads(plf) Vert:1-5=-153,6-10=-20 Concentrated Loads(Ib) Vert:3=-1518 17) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-5=-184,9-10=1,6-9=-20 Horz:1-10=27,1-5=1,5-6=8 Concentrated Loads(Ib) Vert:3=-2664 18) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-5=-184,6-10=-20 Horz:1-10=-8,1-5=1,5-6=-27 Concentrated Loads(Ib) Vert:3=-2664 19) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-5=-184,9-10=1,6-9=-20 Horz:1-10=-13,1-5=1,5-6=13 Concentrated Loads(Ib) Vert:3=-2664 20)Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-5=-184,6-10=-20 Horz:1-10=-13,1-5=1,5-6=13 Concentrated Loads(lb) Vert:3=-2664 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/0./2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and 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,seeANSVTP11 Qualify Ctlf.Aa,D5149 and ICSI Building Component 6904 Parke East Blvd. Safety Moeltaflonovailable from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. - Tampa,FL 33610 Job Truss Truss Type Qty Ply Nowakowska 718057012 J190393-1-R A02 Monopitch 9 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 Mitek Industries,Inc. Fri Sep 6 14:03:26 2019 Page 1 ID:QAVY9gD_I4HCR9hO_aAPJryzsQV-1 hC2BL?K04_pHwENm4mOaMgCKW Mxn6Cox6ZfsXygKW? 5-2-4 12-8-0 5-2-4 7-5-12 Scale=1:20.9 0.25 Fw 3x4 II 7 2 4x4= 8 3 1 4x4 n 6 4 2x4 I I 5 4x4= 4x4= 5-0-0 5 2 jt 12-8-0 5-0-0 2-4 7-5-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.07 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.14 4-5 >633 180 BCLL 0.0 * Rep Stress Incr YES WB 0.71 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight:63 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 4=143/Mechanical,5=773/0-4-8 Max Horz 5=98(LC 9) Max Uplift 4=-90(LC 9),5=-609(LC 8) Max Gray 4=170(LC 17),5=773(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-655/323 BOT CHORD 4-5=-339/740 WEBS 1-5=-3507722,2-5=-509/493,2-4=-728/407 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 12-6-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 90 lb uplift at joint 4 and 609 lb uplift at joint 5. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MN-7473 rev,10/03/2015 BEFORE USE. Design valid for use only with MITeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall 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,seeANSVIPI1 Quality Criteria,DS1-89 and SCSI Building Component 6904 Parke East Blvd. Safely Mormalbnovailable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job 'Truss Truss Type Qty Ply Nowakowska 718057013 J190393-1-R j AO2A MONOPITCH GIRDER 1 2 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:03:27 2019 Page 1 ID:QAVY9gD_I4HCR9hO_aAPJryzsQV-VumQOhOyBO6fu4pZJoHd7aCMdwmVW W ExAmJDO_ygKW_ 6-4-0 8.10-0 12-8-0 6-4-0 2-6-0 3-10-0 Scale=1:21.5 0.25 12 1.5x4 II 2 3x4= 3 3x4= 4 1 4x7= R. t:;. 8 6 5 3x10 II 7 5x5— 5x5= Special 5x5= 5-0-0 6-4-0 8-10-0 12-8-0 5-0-0 1-4-0 2-6-0 3-10-0 Plate Offsets(X,Y)-- [8:0-6-0,0-0-12] LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (roc) 1/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.01 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(CT) 0.01 6-7 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.91 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight:168 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-7 oc purlins, BOT CHORD 2x8 SP DSS except end verticals. WEBS 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-8:2x6 SP No.2 REACTIONS. (lb/size) 5=-917/Mechanical,7=3428/0-3-8 Max Horz 7=91(LC 5) Max Uplift 5=-917(LC 1),7=-2127(LC 4) Max Gray 5=744(LC 6),7=3428(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-2663/4381,2-3=-1430/2233,1-8=-779/1307 BOT CHORD 7-8=-262/183,6-7=-4376/2696,5-6=-2232/1448 WEBS 2-7=-1332/855,1-7=-4316/2627,3-5=-1559/2453,3-6=-1258/830,2-6=-1400/2351 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 1-0-0 oc,2x6-2 rows staggered at 0-2-0 oc. Bottom chords connected as follows:2x8-2 rows staggered at 1-0-0 oc. Webs connected as follows:2x4-1 row at 1-0-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 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)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 917 lb uplift at joint 5 and 2127 lb uplift at joint 7. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1602 lb down and 939 lb up at 0-2-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard Joaquin Velez PE No.68182 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 MiTek USA,Inc.FL Cart 6634 Uniform Loads(plf) 6904 Parke East Blvd.Tampa FL 33610 Vert:1-4=-54,5-8=-20 Date: Continued on page 2 September 9,2019 NotA WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSVIPI1 Qualify Crewel,DSO-$9 and BCSI Bolding Component 6904 Parke East Blvd. Safety Y format onovailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 'Job Truss Truss Type Qty Ply Nowakowska T18057013 J190393-1-R AO2A MONOPITCH GIRDER 1 2 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:03:27 2019 Page 2 ID:QAVY9gD_I4HCR9hO_aAPJryzsQV-VumQOhOyBO6fu4pZJoHd7aCMdwmVW W ExAmJDO_ygKW_ LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:8=-1602(B) A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MIfEK REFERANCE PAGE MO-7473 rev.1GV3r2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek( is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVTPII Quality Cdtsda,DS11-89 and SCSI Belding Component 6904 Parke East Blvd. Safety InfarmaManovailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Nowakowska T18057014 J190393-1-R A03 MONOPITCH 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:03:28 2019 Page 1 I D:QAVY9gD_I4HCR9h0_aAPJryzsQV-_4Koc11 byhE W W E011VpsfnlYaK1 S FBc4P02mvQygKVz I 0-6-0 I 7-3-15 0 6 0 6-9-15 0.25 12 • 1.5x4 II Scale=1:15.3 5x10= 1 6 7 2 4x4= 0 , / 5 C\J\ m 1.5x4 II 4x4= 0-6-0 9- _ 7-3-15 I 0-6-0 -2-1 6.6-15 Plate Offsets(X,Y)— [1:0-2-8,0-2-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) 1/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.11 3-4 >703 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.22 3-4 >351 180 BCLL 0.0 * Rep Stress Incr YES WB 0.01 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MP Weight:37 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x6 SP No.2 REACTIONS. (lb/size) 3=243/Mechanical,4=66/0-5-15,5=178/0-4-1 Max Horz 5=70(LC 11) Max Uplift 3=-130(LC 8),5=-148(LC 9) Max Gray 3=243(LC 1),4=132(LC 3),5=178(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-7-4 to 3-7-4,Interior(1)3-7-4 to 7-2-3 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)N/A 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Bearing at joint(s)5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 130 lb uplift at joint 3 and 148 lb uplift at joint 5. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE 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 info the overall building design. Bracing indicated is to prevent buckling of indNidual 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,seeANSI/1PI1 Quality Creeds,DS1149 and SCSI Building Component 6904 Parke East Blvd. Safety Infonnatio available Born Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314 Tampa,FL 33610 Job Truss Truss Type Qty Ply Nowakowska • • T18057015 J190393-1-R A04 Monopitch 21 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:03:28 2019 Page 1 ID:QAVY9gD_I4HCR9hO_aAPJryzsQV-_4Koc11 byhEW W EOItVpsfnlf3K6TFBT4PQ2mvQygKVz 4-7-1 5-0-9 4-7-1 0-5-8 0.25 12 6x8 II Scale=1:14.7 1 3x4= 6 7 2 MIN1111111114 5 d, m N 3 3x4= 4 1.5x4 II 4-3-9 14.7-11 5-0-9 1 4-3-9 0-3-8 0-5-8 Plate Offsets(X,Y)-- [2:0-0-1,0-1-12],12:0-2-5,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.02 3-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.04 3-4 >999 180 BCLL 0.0 * Rep Stress Ina YES WB 0.02 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MP Weight:26 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-9 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x6 SP No.2 REACTIONS. (lb/size) 4=159/Mechanical,5=159/0-3-9 Max Horz 4=-62(LC 10) Max Uplift 4=-89(LC 8),5=-95(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 4-5-5 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Bearing at joint(s)5 considers parallel to grain value using ANSI/II-PI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 89 lb uplift at joint 4 and 95 lb uplift at joint 5. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 IMMO mit 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MtTEK REFERANCE PAGE M11-7473 rev.10032015 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 Milek• 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,seeAN31/IPI1 Quality Criteria,DS11-9 and SCSI Holding Component 6904 Parke East Blvd. Safely tnlonnallonovoilable from Truss Rate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Nowakowska • • T18057016 J190393-1-R AO4A Roof Special 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:03:29 2019 Page 1 I D:QAVY9gD_I4HC R9hO_aAPJ ryzsQV-SGuApN2Dj?MN8OzxR DK5C?I rSjTy_egEe4oJ RsygKVy 3-9-0 4.7-1 I-5-0-9 I 3-9-0 0-10-1 0-5-8 0.25 112 3x4= Scale=1:14.9 6x8 I I 3x4= 7 2 3 6 d' o , N 4 3x4= 5 1.5x4 II 4-7-1 5-0-9 4-7-1 0-5-8 Plate Offsets(X,Y)-- [3:0-0-0,0-1-12],[3:0-2-8,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(CT) -0.02 4-5 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.02 Horz(CT) -0.00 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH J Weight:26 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-9 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x6 SP No.2 REACTIONS. (lb/size) 5=159/Mechanical,6=159/0-3-9 Max Horz 5=-62(LC 10) Max Uplift 5=-90(LC 8),6=-95(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 4-5-5 zone;cantilever left and right exposed;end vertical left and right exposed;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) Refer to girder(s)for truss to truss connections. 7) Bearing at joint(s)6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 90 lb uplift at joint 5 and 95 lb uplift at joint 6. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE 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,seeAN31/W11 Quality Crtt•da,D511.89 and ICS Belding Component 6904 Parke East Blvd. Safely Infolmalbnavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314 Tampa,FL 33610 Job Truss Truss Type Qty Ply Nowakowska • • T18057017 J190393-1-R AO4B Roof Special 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:03:30 2019 Page 1 ID:QAVY9gD_I4HCR9hO_aAPJryzsQV-wTSY1j2rUJUEIYX8?wrKICg1 g7oBj5?NskXt_JygKVx 1-9-0 4-7-1 5-0-9 1-9-0 2-10-1 --+0-5-8 0.25 12 Scale=1:15.4 3x4= 1 3x4= 3 6x8 II 2 6C 3x4= 5 1.5x4 II 1-9-0 4-7-1 5-0-9 1-9-0 2-10-1 0-5-8 Plate Offsets(X,Y)-- [3:0-0-0,0-1-12],[3:0-3-0,0-3-0] LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(CT) -0.02 4-5 >999 180 BCLL 0.0 * Rep Stress!nor YES WB 0.01 Horz(CT) -0.00 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight:26 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-9 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x6 SP No.2 REACTIONS. (lb/size) 5=159/Mechanical,6=159/0-3-9 Max Horz 5=-62(LC 10) Max Uplift 5=-91(LC 8),6=-94(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 1-9-0,Interior(1)1-9-0 to 4-5-5 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s)for truss to truss connections. 7) Bearing at joint(s)6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 91 lb uplift at joint 5 and 94 lb uplift at joint 6. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSl/IPll Quality CAWS",DSB-89 and SCSI Bolding Component 6904 Parke East Blvd. Safety IMormatbnovailable from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Nowakowska • T18057018 J190393-1-R A05 Half Hip Girder 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:03:31 2019 Page 1 I D:QAVY9gD_I4HC R9hO_aAPJryzsQV-OfOxE33TFcc5Ni6KYdMZHQN9_X5OST5X5OHQW IygKVw 2-0-0 6.8.0 11-7-8 2-0-0 4-8-0 4-11-8 Scale=1:19.8 0.25 I12 Special 4x4= NAILED NAILED NAILED NAILED 1.5x4 II 3x4= 3x4= 1 2 9 10 3 11 12 4 s s s s 7 Special A 14 6 15 16 3x4 NAILED NAILED 3x4= NAILED NAILED 8 5 1.5x4 II 3x4= 2-0-0 6-8-0 I 11-7-8 2-0-0 4-8-0 4-11-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.03 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.04 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.34 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight:60 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-0-14 oc bracing. REACTIONS. (lb/size) 8=427/0-5-8,5=425/Mechanical Max Horz 8=82(LC 5) Max Uplift 8=-289(LC 4),5=-283(LC 5) Max Gray 8=435(LC 30),5=432(LC 29) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-8=-436/291,1-2=-420/274,2-3=-779/508 BOT CHORD 6-7=-330/455,5-6=-537/787 WEBS 1-7=-367/567,2-7=-298/238,2-6=-256/380,3-5=-783/522 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 289 lb uplift at joint 8 and 283 lb uplift at joint 5. 8)"NAILED"indicates 3-10d Nails(0.148"x 3") toe-nails per NDS guidelines. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)99 lb down and 130 lb up at 2-0-0 on top chord,and 58 lb down and 33 lb up at 2-0-0 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). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-54,5-8=-20 Concentrated Loads(Ib) Joaquin Velez PE No.68182 Vert:7=-5(F)13=-2(F)14=-2(F)15=-2(F)16=-2(F) Mitek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANSVIPI1 Quality Cdt.do,DMI-1119 and SCSI IIuidesp Component 6904 Parke East Blvd. Safety b focmalklravoiloble from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Nowakowska • T18057019 J190393-1-R A06 Half Hip 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 614:03:31 2019 Page 1 ID:QAVY9gD_14HCR9hO_aAPJryzsQV-OfOxE33TFcc5Ni6KYdMZHQN5dX2FSPkX5OHQWIygKVw 4-0-0 11-7-8 4-0-0 I 7-7-8 Scale=1:19.6 0.25 5T 5x5= 3x4= 3x4= 7 2 8 3 5 3x4= 6 4 1.5x4 II 5x5= 4-0-0 11-7-8 4-0-o 7-7-8 Plate Offsets(X,Y)-- [3:Edge,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) 1/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.09 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.55 Vert(CT) -0.19 4-5 >706 180 BCLL 0.0 * Rep Stress Incr YES WB 0.62 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight:58 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-2-14 oc bracing. REACTIONS. (lb/size) 6=419/0-5-8,4=419/Mechanical Max Horz 6=85(LC 9) Max Uplift 6=-228(LC 8),4=-229(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-6=-400/234,1-2=-684/345 BOT CHORD 4-5=-401/696 WEBS 1-5=-371/734,2-4=-593/324 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 11-5-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 228 lb uplift at joint 6 and 229 lb uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1003/2015 BEFORE USE. a• 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,seeANSVIPII Quality Criteria,DS849 and SCSI Bueding Component 6904 Parke East Blvd. Safety tnformallonavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Nowakowska • T18057020 J190393-1-R A07 Half Hip 1 • 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:03:32 2019 Page 1 I D:QAV Y9gD_I4HCR9hO_aAPJryzsQV-sraJ RP450wky?rhW 6LtogdwJoxQPBvNgK2Oz2BygKVv 6-0-0 11-7-8 6-0-0 5-7-8 Scale=1:19.6 0.25 Fri 4x4= 2x4 I I 4x4= 7 2 8 3 / \ 5 .. 4x4=- 6 6 4 1.5x4 II 4x4= 6-0-0 11-7-8 l 6-0-0 5-7-8 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.03 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.06 5-6 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.41 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight:58 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-1-12 oc bracing. REACTIONS. (lb/size) 6=419/0-5-8,4=419/Mechanical Max Horz 6=88(LC 9) Max Uplift 6=-228(LC 8),4=-230(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-6=-364/247,1-2=-716/363 BOT CHORD 4-5=-411/718 WEBS 1-5=-349/669,2-4=-697/379 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 11-5-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 228 lb uplift at joint 6 and 230 lb uplift at joint 4. Joaquin Velez PE No.68182 Mitek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1003/2015 BEFORE USE. -' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSV1PI1 Quality Cdt.da,055-59 and SCSI Sinding Compon.nf 6904 Parke East Blvd. Safety Informalbrgvailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Nowakowska • • T18057021 J190393-1-R A08 Half Hip 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 Mitek Industries,Inc. Fri Sep 6 14:03:33 2019 Page 1 ID:QAVY9gD_I4HCR9hO_aAPJryzsQV-K27hfl5jnEspc?Gjg2O1 MrSOvLkdwOSqYimXadygKVu 8-0-0 11-7-8 8-0-0 3-7-8 Scale=1:19.6 0.25 riF 5x5= 1.5x4 II 1 5x5_ 7 2 8 3 MINI o - v 5 4x4= 6 4 3x4 11 3x4= 8.0-0 11-7-8 8-0-0 3-7-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.10 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.20 5-6 >689 180 BCLL 0.0 * Rep Stress Incr YES WB 0.29 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight:58 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-2 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-7-14 oc bracing. REACTIONS. (lb/size) 6=419/0-5-8,4=419/Mechanical Max Horz 6=91(LC 9) Max Uplift 6=-227(LC 8),4=-230(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-6=-344/254,1-2=-654/331 BOT CHORD 4-5=-363/648 WEBS 1-5=-271/526,2-4=-728/383 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 11-5-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s)for truss to truss connections. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 227 lb uplift at joint 6 and 230 lb uplift at joint 4. Joaquin Velez PE No.68182 Mitek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.74N3r2015 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.seeANSVfpIt Quality Criteria,D3849 and BC3I BOON;Component 6904 Parke East Blvd. Solely MormatIo,K vailable from Truss Rate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314 Tampa,FL 33610 Job Truss Truss Type Qty Ply Nowakowska • s 718057022 J190393-1-R A09 Half Hip Girder 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:03:34 2019 Page 1 I D:QAVY9gD_I4HCR9hO_aAPJryzsQV-oEh3s56LXX_gE9rvEmvGv2?huk9mftMznMV474ygKVt 0-5-8 2-0-0 5-10-0 9-11-8 10-5 8 I 1-6-8 3-10-0 4-1-8 Scale=1:19.1 0.25 12 Special 2 3 x4= NAILED 3x4 NAILED NAILED 1.5x4 II 1 3x4= 9 10 = e s d X7 Special NAILED 6 NAILED NAILED 3x4= 11 3x4= 12 8 5 1.5x4 II 3x4= 10-5.8 I 2-0-0 I 5-10-0 I 9-11-8 0-5-8 1-6-8 3-10-0 4-1-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL- in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.02 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.02 6-7 >999 180 BCLL 0.0 * Rep Stress Ina NO WB 0.18 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight:53 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-5-9 oc bracing. REACTIONS. (lb/size) 8=360/0-3-0,5=361/Mechanical Max Horz 8=82(LC 22) Max Uplift 8=-244(LC 4),5=-239(LC 5) Max Gray 8=369(LC 30),5=364(LC 29) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-8=-360/245,1-2=-339/220,2-3=-560/364 BOT CHORD 6-7=-273/370,5-6=-392/567 WEBS 3-5=-581/388,1-7=-294/453 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 244 lb uplift at joint 8 and 239 lb uplift at joint 5. 8)"NAILED"indicates 3-10d Nails(0.148"x 3") toe-nails per NDS guidelines. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)97 lb down and 128 lb up at 2-0-0 on top chord,and 39 lb down and 26 lb up at 2-0-0 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). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-54,5-8=-20 Concentrated Loads(Ib) Joaquin Velez PE No.68182 Vert:7=-0(B)6=-2(B)11=-2(B)12=-2(B) MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 mil. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/IPI1 QuaNly CM.da.03649 and SCSI Building Component 6904 Parke East Blvd. Safety Mfommlonovailable from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Nowakowska T18057023 J190393-1-R A10 Half Hip 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:03:34 2019 Page 1 ID:QAVY9gD_I4HCR9hO_aAPJryzsQV-oEh3s56LXX_g E9rvEmvGv2?ffk73frPznMV474ygKVt 0-5-8 4-0-0 9-11-8 0-5-8 3-6-8 5-11-8 0.25 12 Scale=1:19.1 4x4= 3x4 3x4= 7 2 8 3x4= 6 4 1.5x4 II 4x4= 1 0-5-8 i 4-0-0 9-11-8 0.58 3-6-8 5-11-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdeft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.04 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 j BC 0.36 Vert(CT) -0.08 4-5 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.31 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight:50 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=358/0-3-0,4=358/Mechanical Max Horz 6=85(LC 9) Max Uplift 6=-196(LC 8),4=-198(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-6=-329/223,1-2=-515/262 BOT CHORD 4-5=-318/523 WEBS 1-5=-280/539,2-4=-474/267 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 9-9-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 196 lb uplift at joint 6 and 198 lb uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with MiTek8r 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,seeANSVtPII Quality Cdf.da,DSI-89 and BCSI Building Component 6904 Parke East Blvd. Safely I totmallomvailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job = Truss Truss Type Qty Ply Nowakowska T180570241 J190393-1-R All HALF HIP 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:03:35 2019 Page 1 ID:QAVY9gD_I4HC R9hO_aAPJryzsQV-HQ FR4Q6_I r6XsJO5nTRVSGYp_8TaOKk600FefW ygKVs 0-5-8 6-0-0 9-11-8 0-5-8 i 5-6-8 3-11-8 0.25 12 Scale=1:19.1 4x4= 1.5x4 II 1 4x4= 7 2 8 3 5 4x4= 6 4 1.5x4 II 3x4= 0-5-8 6-0-0 9-11-8 1 0-5-8 5-6-8 3-11-8 I 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) -0.03 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(CT) -0.06 5-6 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.17 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight:51 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 ROT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=358/0-3-0,4=358/Mechanical Max Horz 6=88(LC 9) Max Uplift 6=-196(LC 8),4=-198(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-6=-301/233,1-2=-511/261 BOT CHORD 4-5=-308/510 WEBS 1-5=-242/453,2-4=-541/296 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 9-9-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s)for truss to truss connections. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 196 lb uplift at joint 6 and 198 lb uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 � I 0 WARNING-Welty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSVTPlI Quality Cdterla,D5549 and BCSI Building Component 6904 Parke East Blvd. Solely Motmalbnavoilable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Joh Truss Truss Type Qty 'Ply Nowakowska T18057025 J190393-1-R Al2 HALF HIP 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:03:36 2019 Page 1 I D:QA V Y9q D_I4 H C R9 h0_aA P J ryzsQ V-I d pq H m 7 c39 E OTT?I LByk_T414Yk37 m M G Fg?B Byyg K V r 0-5-8 4-0-0 8-0-0 9-11-8 0-5-8 i 3-6-8 I 4-0-0 { 1-11-8 0.25 Fli. Scale=1:19.1 3x4= 4x4= 1.5x4 I I 1.5x4 II 8 2 3 4 a 6- 6 3x4= 7 3x5= 5 3x4= I 0.5-8 I 8-0-0 I 9-11-8 0-5-8 7-6.8 1-11-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.09 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.18 6-7 >650 180 BCLL 0.0 * Rep Stress Incr YES WB 0.15 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 I Code FBC2017/TPI2014 Matrix-MSH Weight:52 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=358/0-3-0,5=358/Mechanical Max Horz 7=91(LC 9) Max Uplift 7=-196(LC 8),5=-199(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-358/161 BOT CHORD 6-7=-343/464,5-6=-176/340 WEBS 3-6=-24/291,3-5=-491/214,2-7=-461/337 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 9-9-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 196 lb uplift at joint 7 and 199 lb uplift at joint 5. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 1 V WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. -- Design valid tor 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,seeANSVIPII Quality CAlala,DSI-9 and ICSI Building Component 6904 Parke East Blvd. Safely Monnelbnavaiiabie from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 job, Truss Truss Type Qty Ply Nowakowska 118057026 J190393-1-R A13 Monopitch 5 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:03:36 2019 Page 1 I D:QAVY9gD_I4HCR9h0_aAPJryzsQV-IdpgHm7c39EOTT?ILByk_T4zOYhs7laG Fg?BByygKVr 0-5-8 4-11-12 9-11-8 0-5-8 4-6-4 4-11-12 0.25 I12 Scale=1:18.8 3x4= 1.5x4 II 1.5x4 II 6 2 7 3 ;64 5 4 3x8= 3x8= 0-5-8I 9-11-8 0-5-8 9-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.28 4-5 >415 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.56 4-5 >207 180 BCLL 0.0 * Rep Stress Incr YES WB 0.20 Horz(CT) 0.01 4 r1/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight:49 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-3-2 oc bracing. REACTIONS. (lb/size) 5=358/0-3-0,4=358/Mechanical Max Horz 5=94(LC 9) Max Uplift 5=-195(LC 8),4=-199(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. BOT CHORD 4-5=-386/466 WEBS 2-4=-420/382,2-5=-409/373 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 9-9-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 195 lb uplift at joint 5 and 199 lb uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must 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,seeANSUTP11 Quality CAterta,DSB-$9 and SCSI Building Component 6904 Parke East Blvd. Safety YNo.malonavailable from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610 job Truss Truss Type Qty Ply Nowakowska T18057027 J190393-1-R A13A Monopitch 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:03:37 2019 Page 1 ID:QAVY9gD_l4HCR9hO_aAPJryzsQV-DpNCV68EgSMF5daUvuTzXgd7Py0gsCIPTKkkjPygKVq 0-5-8 __ 4-11-12 9-11-8 0-5-8 4-6-4 4-11-12 0.25 112 Scale=1:18.8 3x4= 2x4 II 1.5x4 II 6 2 7 8 3 • � a o 5 = 4 3x8= 0-5-8 9-11-8 0-5-8 9-6-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.28 4-5 >415 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.56 4-5 >208 180 BCLL 0.0 * Rep Stress Incr NO WB 0.21 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight:49 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-5-11 oc bracing. REACTIONS. (lb/size) 5=362/0-3-0,4=467/Mechanical Max Horz 5=94(LC 9) Max Uplift 5=-i91(LC 8),4=-90(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. BOT CHORD 4-5=-369/483 WEBS 2-5=429/353,2-4=-430/372 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 9-9-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 191 lb uplift at joint 5 and 90 lb uplift at joint 4. 7)Load case(s)1,2,3,4,5,6,7,8,9,10,11,12,13,14,15,16,17,18,19,20 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-8=-54,3-8=-194,4-5=-20 2)Dead+0.75 Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-8=-44,3-8=-184,4-5=-20 3)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-8=-14,3-8=-154,4-5=-40 Joaquin Velez PE No.68182 4)Dead+0.6 C-C Wind(Pos.Internal)Case 1:Lumber Increase=1.60,Plate Increase=1.60 MiTek USA,Inc,FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: Continued on page 2 September 9,2019 mi a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeAN31/IPI1 Quality Ci*erla,D3649 and SCSI Balding Component 6904 Parke East Blvd. Safety Infannallonovailable from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply I Nowakowska a i 718057027 J190393-1-R A13A Monopitch 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:03:37 2019 Page 2 ID:QAVY9gD_I4HC R9hO_aAPJryzsQV-DpNCV68EgSMF5daUvuTzXgd7PyOgsCI PTKkkj PygKVq LOAD CASE(S) Standard Uniform Loads(plf) Vert:1-6=59,6-8=39,3-8=-101,4-5=-6 Horz:1-5=30,1-6=67,3-6=-47,3-4=50 5)Dead+0.6 C-C Wind(Pos.Internal)Case 2:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-7=39,7-8=59,3-8=-81,4-5=-6 Horz:1-5=-50,1-7=-47,3-7=-67,3-4=-30 6)Dead+0.6 C-C Wind(Neg.Internal)Case 1:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-8=-32,3-8=-172,4-5=-20 Horz:1-5=-35,1-3=18,3-4=-45 7)Dead+0.6 C-C Wind(Neg.Internal)Case 2:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-8=-32,3-8=-172,4-5=-20 Horz:1-5=45,1-3=18,3-4=35 8)Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-8=45,3-8=-95,4-5=-6 Hoa:1-5=21,1-3=-54,3-4=25 9)Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-8=45,3-8=-95,4-5=-6 Horz:1-5=-25,1-3=-54,3-4=-21 10)Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-8=-15,3-8=-155,4-5=-20 Horz:1-5=36,1-3=1,3-4=10 11) Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-8=-15,3-8=-155,4-5=-20 Horz:1-5=-10,1-3=1,3-4=-36 12)Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-8=33,38=-107,4-5=-6 Horz:1-5=-32,1-3=-41,3-4=32 13) Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-8=18,3-8=-122,4-5=-6 Horz:1-5=-32,1-3=-26,3-4=32 14) Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60.Plate Increase=1.60 Uniform Loads(plf) Vert:1-8=-15,3-8=-155,4-5=-20 Horz:1-5=-17,1-3=1,3-4=17 15)Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-8=-15,3-8=-155,4-5=-20 Horz:1-5=-17,1-3=1,3-4=17 16) Dead:Lumber Increase=0.90,Plate Increase=0.90 Plt.metal=0.90 Uniform Loads(plf) Vert:1-8=-14,3-8=-154,4-5=-20 17)Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-8=-45,3-8=-185,4-5=-20 Horz:1-5=27,1-3=1,3-4=8 18) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-8=-45,3-8=-185,4-5=-20 Horz:1-5=8,1-3=1,3-4=-27 19) Dead+0.75 Roof Live(bat)+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-8=-45,3-8=-185,4-5=-20 Horz:1-5=-13,1-3=1,3-4=13 20)Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-8=45,3-8=-185,4-5=-20 Horz:1-5=-13,1-3=1,3-4=13 V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANSVii11 Quality Ci*eda,D5149 and!C!1 Belding Component 6904 Parke East Blvd. Safety IMonnallonavoilable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Nowakowska • 718057028 J190393-1-R A13B Monopitch 2 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:03:38 2019 Page 1 ID:QAVY9gD_I4HCR9hO_aAPJryzsQV-h?xaiS9sbmU6jm9gTc_C3uAM W M NtbfwZi_U I G ryg KVp 4-11-12 9-11-8 4-11-12 4-11-12 0.255T Scale=1:18.2 3x4= 1.5x4 I I 1.5x4 I I 7 2 8 3 1 3x4= 3x6= 0-10-8 9-11-8 0-10-8 9-1-0 - LOADING (psf) SPACING- 2-0-0 CSI. DEFL- in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.13 4-5 >812 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.26 4-5 >406 180 BCLL 0.0 * Rep Stress lncr YES WB 0.21 Horz(CT) -0.01 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight:49 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-2-7 oc bracing. REACTIONS. (lb/size) 6=91/1-2-0,4=331/Mechanical,5=293/0-3-8 Max Horz 6=94(LC 9) Max Uplift 6=-283(LC 8),4=-207(LC 9) Max Gray 6=91(LC 1),4=331(LC 1),5=593(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. BOT CHORD 5-6=-396/430,4-5=-396/430 WEBS 2-6=-440/362,2-4=-402/387 NOTES- 1)Wind:ASCE 7-10;Vult=l3Omph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 9-9-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 283 lb uplift at joint 6 and 207 lb uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA.Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 -- V WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery.erection and bracing of trusses and truss systems.seeAN$1/Ip11 Quality Cdt.da,DU-119 and BCD Bolding Component 6904 Parke East Blvd. Safety MoinatIan available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Nowakowska • • 718057029 J190393-1-R A14 Monopitch 10 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:03:38 2019 Page 1 ID:QAVY9gD_I4HCR9hO_aAPJryzsQV-h?xaiS9sbmU6jm9gTc_C3uAJuMNKbf4Zi_U I GrygKVp 5-0-0I 9-11-8 5-0-0 4-11-8 0.25 12 Scale=1:18.2 4x7= 1.5x4 II .5x4 II 6 2 7 3 • A 5 4 3x8= 3x8= 9-11-8 9-11-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in (lac) Vdefl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.28 4-5 >415 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.56 4-5 >207 180 BCLL 0.0 * Rep Stress lncr YES WB 0.20 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight:49 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-3-4 oc bracing. REACTIONS. (lb/size) 5=358/0-5-8,4=358/Mechanical Max Horz 5=94(LC 9) Max Uplift 5=-195(LC 8),4=-199(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. BOT CHORD 4-5=-386/466 WEBS 2-5=-408/372,2-4=-421/382 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 9-9-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 195 lb uplift at joint 5 and 199 lb uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mi 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,seeANSVTPI1 Quality Criteria,DS549 and.01 lulding Component 6904 Parke East Blvd. Safety Monnalonavailable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Nowakowska • ' T18057030 J190393 1-R BOt Hip Girder 1 2 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:03:42 2019 Page 1 ID:QAVY9gD_I4HCR9hO_aAPJryzsQV-ZmA5YgCNf??XBOSRi R38EkK?Ozo5X008dcSVPcygKVl 1 5-5-8 I6-9-8I 11-0-0 12-0-12 14-4-12 i 19-6-4 ?0-8-&22-8-8 { 27-8-8 I 30-1-8 I 33-8-0 35-z-1 zj ao a-0 I 42-4-0 las 0-0 5-5-8 14-0 4-2-8 -0.1 2-4-0 5-1-8 1 24 2-0-0 5-0-0 2-5-0 3-6-8 1-6 12 5-1-4 2-0-0 1-8-0 Scale=1:76.3 0.25 12 1.5x4 II 4x10= 4x10= = NAILED 3x6 1.5x4 I I 3x8= 5x5= 3x4= 1.5x4 I I 3x6= 4x7= 3x4 II 2x4 II 54- 1 2 3 4 5 37 6 387 8 39 9 10 40 11 12 13 14 = a d _V. • m c. -1: 234 3x�3 :Ili II IIII IIII 6 25® ® e19 18�--g Ici67 I� N 36 35 32 41 31 30 42 43 44 29 28 45 2446 47 23 48 22 49 50 21 51 52 53 20 54 16 17 15 34 II 4x7- 4x4= 4x4= HTU26 8x8 2x4 I I 4x4= 4x4= 4x4= 3x4 II 3x6 II 6x6=4x4 II HTU26 HTU26 2x4= 2x4= Special 3x10 II 6x8= 6x8= HTU26 2x4 II NAILED 2x4 II 6-9-8 I 5--0-0 5 5�8 I 11-0-0 112.0.-o-414-4-12 1 19-6-4 20-8- 22-8-8 I 27-8-8 I 30-1-8 1 33-8-0 35-z-1z1 40-4-0 1 42-4-0 144-0-01 d5 4-2-8 2 4 0 5-1-8 1-2-a 2-0-0 5-0-0 2-5-0 3 6 6 1-0 12 5-1-4 2-0-0 1-8-0 1-4-0 Plate Offsets(X,Y)-- [8:0-2-8,0-3-0],[19:0-2-12,0-3-12],[25:0-2-12,0-3-12],[26:0-1-12,0-0-0],[28:0-1-12,0-0-0],[35:0-3-0,0-4-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.22 21-22 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) 0.19 21-22 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.52 Horz(CT) -0.06 15 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight:559 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-4 oc purlins, BOT CHORD 2x6 SP No.2*Except* except end verticals. 2-35,3-32,13-20:2x4 SP 2250F 1.9E BOT CHORD Rigid ceiling directly applied or 5-5-6 oc bracing. 33-34,26-28,8-24,16-18,15-16:2x4 SP No.2 WEBS 2x4 SP No.2*Except* 1-36:2x6 SP No.2 REACTIONS. (lb/size) 15=1046/Mechanical,35=1833/0-5-8,29=2722/0-3-8 Max Horz 35=102(LC 7) Max Uplift 15=-1034(LC 8),35=-1302(LC 4),29=-2403(LC 8) Max Gray 15=1250(LC 37),35=1833(LC 1),29=2797(LC 37) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-36=-253/660,1-2=-709/1655,2-3=-965/2172,3-4=-770/1558,4-5=-769/1557, 5-6=-769/1557,6-7=-769/1557,7-8=-620/724,8-9=-683/760,9-10=-2766/2471, 10-11=-2766/2471,11-12=-2769/2472,12-13=-2449/2100,13-14=-2513/2152, 15-17=-1217/1022,14-17=-1045/886 BOT CHORD 34-35=-1199/972,33-34=-2140/1052,32-33=-256/164,31-32=-1721/851, 30-31=-1518/770,29-30=-1189/939,28-29=-965/781,26-28=-743/508,26-27=-324/230, 25-26=-1289/1010,23-24=-494/552,22-23=-2430/2744,21-22=-2781/3193, 20-21=-790/903 WEBS 1-35=-1796/772,3-34=-1193/1091,14-19=-2135/2495,5-31=-292/196,3-31=-1140/1572, 7-30=-2093/1880,27-29=-1698/1728,7-27=-1921/1853,7-25=-1858/2073,9-23=-349/408, 23-25=-1960/2218,9-25=-2204/1810,12-21=-263/338,19-21=-2026/2329, 12-22=-503/392,12-19=-816/755 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 1-0-0 oc,2x4-1 row at 1-0-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 1-0-0 oc,2x4-1 row at 1-0-0 oc. Webs connected as follows:2x4-1 row at 1-0-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=44ft;eave=5ft;Cat. II;Exp C;End.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber Joaquin Velez PE No.68182 DOL=1.60 plate grip DOL=1.60 MiTek USA,Inc.FL Cert 6634 5)Provide adequate drainage to prevent water ponding. 6904 Parke East Blvd.Tampa FL 33610 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Date: 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide September 9,2019 Coritikfikbehmaexttie bottom chord and any other members. k iiii wit 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE AM-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVTP11 QualNy Cdhona,D35-89 and SCSI Sodding Componont 6904 Parke East Blvd. Safety IMoimalbnavailable from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type City Ply Nowakowska • • T18057030 J190393 1-R B01 Hip Girder 1 2 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:03:42 2019 Page 2 ID:QAVY9gD_14HCR9hO_aAPJryzsQV-ZmA5YgCNf??XBOSRi R38EkK?Ozo5XO08dcSVPcygKVl NOTES- 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1034 lb uplift at joint 15,1302 lb uplift at joint 35 and 2403 lb uplift at joint 29. 10) Use Simpson Strong-Tie HTU26(20-10d Girder,11-10dx1 1/2 Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 12-2-2 from the left end to 18-2-2 to connect truss(es)to back face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12)"NAILED"indicates 3-10d Nails(0.148"x 3") toe-nails per NDS guidelines. 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)577 lb down and 171 lb up at 0-2-12,314 lb down and 748 lb up at 11-0-0,135 lb down and 167 lb up at 23-5-9,135 lb down and 167 lb up at 25-5-9,135 lb down and 167 lb up at 27-5-9,135 lb down and 167 lb up at 29-5-9,135 lb down and 167 lb up at 31-5-9,135 lb down and 167 lb up at 33-5-9,135 lb down and 167 lb up at 35-5-9,and 135 lb down and 167 lb up at 37-5-9,and 135 lb down and 167 lb up at 39-5-9 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-14=-54,35-36=-20,33-34=-20,28-32=-20,25-26=-20,20-24=-20,18-19=-20,15-16=-20 Concentrated Loads(Ib) Vert:36=-470(F)31=-313(B)23=-51 41=-98(B)42=-313(B)43=-313(B)44=-313(B)45=-48(B)46=-51 47=-51 48=-51 49=-51 50=-51 51=-51 52=-51 53=-51 54=-48(B) mess.� I • A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1610312015 BEFORE USE. Design valid for use only with Wake connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M ilek' 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,seeANSVIPl1 Quality Cdteda,D5849 and SCSI guiding Component 6904 Parke East Blvd. Safety Infotmatlanavailoble from Truss Rate institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Nowakowska • • T18057031 J190393-1-R B02 Hip 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:03:44 2019 Page 1 ID:QAVY9gD_I4HCR9hO_aAPJryzsQV-W 9I rzVDdBcFFRhcgps5cJ9QJGmPi?KUR4vxcTVygKVj 14-4-12 5-5-8 16-9.81 12-0-12 12-1018 I 1964 20.8-8 22-8-8 I 27 3 0 27,-Bre 30-1-e l a1-9-8 1 35-z-1z 3¢-0-12 40-4-0 142-4-0 144-0-0 I 5-5-8 1-4-0 5-3-4 9-12 5-1-8 1-2-4 2-0-0 4-6-8 5 8 2-5-0 1-8-0 3-5-4 1 -b 43-4 2-0-0 1-8-0 1-6-4 Scale=1:76.0 0.25 12 1.5x4 II 1.5x4 II 1.5x4 II 3x4 11 4x10=4x10= 3x6= 3x4= 4x10= 1.5x4 II 3x6= 5x5= 5x5= 1 37 2 3 4444 4444144141441b.. \ 4 5 6 387 8 89 9 T40iiiT4 1444144444 % 11. :• 7-6 25-741.' ,_,... - 1 41, I.9 3x4= dr 36 35 32 31 30 29 28 24 23 22 21 20 16 17 15 4x7= 3x4= 3x4= 3x4 II 4x7= 3x5= 3x4= 4x4= 5x12= 3x6= 5x8 II 6x6= 3x8 11 6-9-8 14-4-12 1 5-0-0 5rS,8 1 12-0-12 1?-10r8 I 19-6-4 20.8-8 22-8-8 27-8-8 I 30-1-8 131-9-81 35-2-12 I 40-4-0 42-4-0 144-0-01 5-0-0 5 5-3-4 9-1 5-1-8 1-2-4 2-0-0 5-0-0 2-5-0 1-8-0 3-5-4 5-1-4 2-0-0 1-8-0 1-4-0 1-6-4 Plate Offsets(X,Y)-- [26:0-0-8,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL- in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.20 21-22 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.36 21-22 >811 180 BCLL 0.0 * Rep Stress lncr YES WB 0.40 Horz(CT) 0.05 29 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight:239 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc purlins, BOT CHORD 2x4 SP No.2*Except* except end verticals. 28-32,20-24:2x4 SP 2250F 1.9E BOT CHORD Rigid ceiling directly applied or 5-6-11 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 15=828/Mechanical,35=854/0-5-8,29=1551/0-3-8 Max Horz 35=102(LC 11) Max Uplift 15=-298(LC 12),35=-505(LC 8),29=-529(LC 12) Max Gray 15=828(LC 1),35=869(LC 21),29=1551(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-436/359,2-3=-670/521,7-8=-344/713,8-9=-1666/742,9-10=-1666/742, 10-11=-1666/742,11-12=-1670/742,12-13=-1546/683,13-14=-1606/695,15-17=-796/341, 14-17=-749/335 BOT CHORD 34-35=-658/404,33-34=-221/576,31-32=-116/410,29-30=-637/306,28-29=-457/207, 26-27=-408/997,25-26=-215/540,23-24=-183/452,22-23=-692/1666,21-22=-812/1928, 20-21=-119/303 WEBS 1-35=-420/490,3-34=-530/268,14-19=-685/1637,3-31=-309/309,6-30=-259/148, 7-30=-303/916,27-29=-1330/589,7-27=-662/309,8-27=-1414/590,9-23=-374/211, 8-23=-575/1372,12-22=-293/134,19-21=-692/1637,12-19=-399/167 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=l3Omph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=44ft;eave=5ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 4-6-9,Interior(1)4-6-9 to 43-10-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 298 lb uplift at joint 15,505 lb uplift at joint 35 and 529 lb uplift at joint 29. Joaquin Velez PE No.68182 MiTek USA.Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 -- V WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE*18-7473 rev.10/03/2015 BEFORE USE. -- Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeAN31/IPI1 Quality Criteria,DS11-89 and SCSI Belding Compononf 6904 Parke East Blvd. Safely Infonnallor1available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Nowakowska • • T18057032 J190393-1-R 803 Hip 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:03:46 2019 Page 1 I D:QAVY9gD_14H C R9hO_aAPJ ryzsQV-SYQbN B Ftj D Vzg?mDxH74OaVfga5ATFBkYDQjYNyg KVh 14-10-8 30-1-8 5-5-8 i6 -9-91 12-0-12 114-4-12 I 19.6-4 0-e-q 22-8-8 27-8-8 129-9-8 II II 35-0-12 35--12 40-4-0 142-4-0 144.0-01 5-5-8 1-4-0 5-3-4 2-4-0 45-12 4-7-12 1-2-4 2-0-0 5-0-0 2-1-0 01410 4-11-4 0--0 5-1-4 2-0-0 1-8-0 Scale=1:76.0 0.25 12 1.5x4 II 4x10= 1.5x4 II 3x4 I 1.5x4 I I 3x6= 3x4= 4x10= 1.5x4 I I 3x6= 4x10— 5x5— 5x5 — 1 37 2 /`3 aa\\\\ 4 38 5 6 39 7 1206 8 40 9 10 11 41 12 13 14 n _I1 'I ii �I I INTN NJ�..e'33- 19 18es h 3x4= d 36 35 32 31 30 29 28 24 23 22 21 20 16 17 15 4x7= 3x4= 3x4= 3x4 I I 4x7= 3x5= 3x4= 4x4= 5x12= 3x6= 5x8 II 6x6= 3x6 II 6-9-8 14-10-8 30-1-8 5-0-0 5 5�8 I 12-0-12 1 142:4-4.0120." 1984 20-8• 22-8-8 27-8-8 1 229:19_0-8014 35-0-12 35-A-12 40-4-0 42-4-0 440-0 5-0-0 D(SIB 5-3-4 4-7-12 1-2-4 2-0-0 5-0-0 4-11-4 0--0 5-1-4 2-0-0 1-8-0 1-4-0 Plate Offsets(X,Y)-- [26:0-0-8,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.20 21-22 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.36 21-22 >806 180 BCLL 0.0 * Rep Stress Incr YES WB 0.38 Horz(CT) 0.05 29 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight:239 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-3 oc purlins, BOT CHORD 2x4 SP No.2*Except* except end verticals. 28-32,20-24:2x4 SP 2250F 1.9E BOT CHORD Rigid ceiling directly applied or 5-6-6 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 15=829/Mechanical,35=855/0-5-8,29=1551/0-3-8 Max Horz 35=102(LC 11) Max Uplift 15=-299(LC 12),35=-505(LC 8),29=-529(LC 12) Max Gray 15=829(LC 1),35=874(LC 21),29=1551(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-436/359,2-3=-670/521,7-8=-338/696,8-9=-1642/731,9-10=-1642/731, 10-11=-1640/731,11-12=-1646/729,12-13=-1546/683,13-14=-1607/695,15-17=-796/341, 14-17=-749/335 BOT CHORD 34-35=-664/404,33-34=-220/577,31-32=-115/410,29-30=-625/303,28-29=-452/206, 26-27=401/983,25-26=-210/532,23-24=-179/446,22-23=-680/1642,21-22=-811/1929, 20-21=-119/303 WEBS 1-35=420/490,3-34=-536/267,14-19=-684/1638,3-31=-309/316,7-30=-298/900, 27-29=-1340/593,7-27=-667/312,8-27=-1393/581,9-23=-374/212,8-23=-568/1356, 12-22=-322/147,19-21=691/1638,12-19=-400/167 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=44ft;eave=5ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 4-6-9,Interior(1)46-9 to 43-10-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 299 lb uplift at joint 15,505 lb uplift at joint 35 and 529 lb uplift at joint 29. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 V WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIl-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANsl/IMl Quality Cdteda,DSII-119 and SCSI Bolding Component 6904 Parke East Blvd. Safety Ydermallanavailable from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Nowakowska • • T18057033 J190393-1-R B04 Hip 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:03:48 2019 Page 1 ID:QAVY9gD_I4HCR9h0_aAPJryzsQV-OwXMo1G7ErIhvJvb2iAYT?a_nOngx8pl?XvgcGygKVf 30-1-8 I 5-5-8 16-9-8I 10-10-12 113-2-12 I 19-6-4 20-9-8 22-8-8 I 27-8-8 2711-8 I 35-2-12 40-4-0142-a-0 f -0-0 5-5-8 1-4-0 4-1-4 2-4-0 6-3-8 4-2-4 2-0-0 5-0-0 0--0 2-4-0 5-1-4 5-1-4 2-0-0 1-8-0 Scale=1:76.0 0.25 12 4x10= 3x6= 3x4= 4510= 6x6= 5x5= 3x4 I 1.5x4 II 1.5x4 I 1.5x4 I I 4x10= 5x5= 1 37 2 3 4 38 5 6 39 7 8 40 9 10 11 41 12 13 14 ^`. �.�. �� �. 250 ��� �^ 0? rt-7 Ic:i N ,:c433, 6 258 1119 1:t•.' Id 36 35 32 31 30 29 283 24 23 22 21 20 16 17 15 4x7= 3x4= 3x4= 3x4 II 457= 3x5= 3x4= 4x4= 5x12= 3x6= 5x8 II 6x6= , 3x6 II 6-9-8 30-1-8 I 5-0-0 S 55.t I 1a1a12 13 2-12 13-67128 s 10-8 I 2-97-6--142 s 6 a 20-8 8 2 2-6-8 27-8-8 2719-8 I 35-2-12 401-4 142-4-0 )44-0-0 1 5-0-0 0&8 4-1-4 2-4-0 3-7-12 2-7-12 I1-2-41 2-P-0 5-0-0 04-02-4-0 5-1-4 5-1-4 2-0-0 1-8-0 1-4-0 Plate Offsets(X,Y)-- [9:0-1-12,0-0-0],[10:0-3-0,0-3-7],[10:0-0-0,0-1-12],[26:0-1-8,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.21 21-22 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.39 21-22 >758 180 BCLL 0.0 * Rep Stress lncr YES WB 0.44 Horz(CT) 0.05 29 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight:239 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc purlins, BOT CHORD 2x4 SP No.2*Except* except end verticals. 28-32,20-24:2x4 SP 2250F 1.9E BOT CHORD Rigid ceiling directly applied or 5-6-15 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 15=819/Mechanical,35=838/0-5-8,29=1577/0-3-8 Max Horz 35=102(LC 11) Max Uplift 15=-295(LC 12),35=-499(LC 8),29=-538(LC 12) Max Gray 15=825(LC 22),35=866(LC 21),29=1577(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-435/357,2-3=-667/515,3-4=-258/75,4-5=-257/77,5-6=-259/79,6-7=-256/79, 7-8=-353/740,8-9=-1594/699,9-10=-1594/699,10-11=-1593/697,11-12=-1599/696, 12-13=-1536/673,13-14=-1598/686,15-17=-792/337,14-17=-746/331 BOT CHORD 34-35=-656/397,33-34=-254/595,31-32=-164/438,30-31=-70/256,29-30=-660/315, 28-29=-459/210,26-27=-346/923,25-26=-176/474,23-24=-149/408,22-23=-644/1594, 21-22=-798/1922,20-21=-116/299 WEBS 1-35=-418/489,3-34=-481/237,14-19=-675/1628,3-31=-332/417,5-30=-265/173, 7-30=-291/907,27-29=-1286/592,7-27=-676/333,9-23=-348/200,8-23=-576/1372, 8-27=-1348/534,12-22=-381/172,19-21=-682/1636,12-19=-404/166 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=44ft;eave=5ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 4-6-9,Interior(1)4-6-9 to 43-10-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 295 lb uplift at joint 15,499 lb uplift at joint 35 and 538 lb uplift at joint 29. Joaquin Velez PE No.68182 MiTek USA.Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 1 __ 0 WARNING-Ver/1y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIt-7473 rev.10/09/2015 BEFORE USE. l 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,seeANSVIP11 Qualify CrIteda,D31-$9 and SCSI SuWltp Component 6904 Parke East Blvd. Safely Monnallonavailable born Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Nowakowska • T18057034, J190393-1-R B05 Hip 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 Mitek Industries,Inc. Fri Sep 6 14:03:50 2019 Page 1 ID:QAVY9gD_14HCR9hO_aAPJryzsQV-KJf6DZIOmS?P9c3_A7COZQfKsBS6P3EKTrOwh8ygKVd 5-5-8 6-9-8 12-0-12 14-4-12 18-10-8 20-8-8 22-8-8 25-9-8 27-8-8 30-1-8 35-2-12 40-4-0 42-4-0 44-0-0 5-5-8 11-4-01 5-3-4 1 2-4-0 1 4-5-12 11-10-01 2-0-0 1 3-1-0 11-11-0 1 2-5-0 1 5-1-4 1 5-1-4 1 2-0-0 1 1-8-0 1 Scale=1:76.0 0.25 12 3x4= 1.5x4 II 4x10= 3x4 II 3x6= 4x10= 3x6= 4x10= 5x5= 1.5x4 II 1.5x4 II 1.5x4 II 5x5= 1 37 2 3 4 38 5 6 7 8 399 10 11 40 12 13 14 =7= 7 :r..M ri N -, N N 33- s•6 5@ Idp 3x4= d 36 35 32 31 30 29 28 24 23 22 21 20 16 17 15 457= 3x4= 3x4= 3x4 II 4x7= 3x5= 3x4= 454= 5x12= 3x6= 5x8 II 6x6= 3x6 II 6-9-8 20-8-8 1 5-0-0 5rsie I 12-0-12 I 1a-a-12 I 1e-tae 1Q-4r8 122-e-e 1 zs-s-9 I z7-e-8 90-1-e I 35-2-12 1 40-40 1 42-4-0 1440-0 5-0-0 5 5-3-4 2-4-0 4-5-12 0I.6b 2-0-0 3-1-0 1-11-0 2-5-0 5-1-4 5-1-4 2-0-0 1-8-0 1-4-0 1-4-0 Plate Offsets(X,Y)-- [26:0-0-8,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.21 21-22 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.39 21-22 >757 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.38 Horz(CT) 0.05 29 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight:239 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-13 oc purlins, BOT CHORD 2x4 SP No.2*Except* except end verticals. 28-32,20-24:2x4 SP 2250F 1.9E BOT CHORD Rigid ceiling directly applied or 5-5-9 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 15=828/Mechanical,35=854/0-5-8,29=1553/0-3-8 Max Horz 35=102(LC 11) Max Uplift 15=-299(LC 12),35=-505(LC 8),29=-529(LC 12) Max Gray 15=832(LC 22),35=892(LC 21),29=1553(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-436/359,2-3=-670/521,3-4=-305/110,4-5=-303/111,5-6=-305/110,6-7=-302/110, 7-8=-330/686,8-9=-1636/727,9-10=-1640/728,10-11=-1635/723,11-12=-1641/722, 12-13=-1550/682,13-14=-1613/695,15-17=-799/341,14-17=-752/335 BOT CHORD 34-35=-681/404,33-34=-221/577,31-32=-115/410,30-31=-110/302,29-30=-619/299, 28-29=-448/204,26-27=-388/991,25-26=-198/548,23-24=-168/448,22-23=-670/1636, 21-22=-811/1944,20-21=-119/303 WEBS 1-35=-420/490,3-34=-554/267,3-31=-311/376,8-27=-1399/570,14-19=-684/1643, 5-30=-266/150,7-30=-298/902,27-29=-1339/594,7-27=-661/308,10-23=-370/211, 8-23=-574/1372,12-22=-353/158,19-21=-693/1654,12-19=-412/170 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=44ft;eave=5ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 4-6-9,Interior(1)4-6-9 to 43-10-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 299 lb uplift at joint 15,505 lb uplift at joint 35 and 529 lb uplift at joint 29. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 t mii V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. • Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for on 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,seeANIVIPI1 Quality CiN.ga,D5I39 and ICM Bolding Component 6904 Parke East Blvd. Safety Motmallonavailable from Truss Rate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Nowakowska • T18057035 J190393-1-R B06 Hip 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:03:52 2019 Page 1 ID:QAVY9gD_I4HCR9hO_aAPJryzsQV-HinteEJel3F6OwDMHYEUerIfY?86tuIcw9t111 ygKVb 30-4-13 5-5-8 16.9.8 12-0-12 1a-4-12 I 19-6-4 0.10- 2z-8-8 39-� 27-8-e I 30-1-e 35-2-12 40-4-0 142-4-0 14a-0-0 5-5-8 1 4 0 5-3-4 2-4-0 5-1-8 1-4-4 1-10-0 -1-0 311-0 2-5-0 0- 5 410-0 5-1-4 2-0-0 1-8-0 Scale=1:77.3 0.25 12 3x10= 4x10= _ 1.5x4 I 5x5= 3x6= 3x6= 4x10= 3x4 3x4= 1.5x4 II 5x5= 515 37 2 3 4 38 5 396 7 8 9 40 10 11 41 12 13 5x14 g 4 ..9 ��7S1=•6 25 4 i 19 i:' ICI'71.0f." 3x6= 36 35 32 31 30 29 28 24 23 22 21 20 16 17 15 4x7= 3x4= 3x4= 3x4 II 4x7= 1.5x4 II 3x4= 4x4= 5x12= 6x6= 3x6 I I 3x4= 1.5x4= 5x5= 6-9-8 30-4-13 55-0-0 5 0 0 :154 12-0-12 5-3-4 14--44--012 i 19-6-4 5-1-8 210 284 21-0e-0-8 3-19-d 231-8-0 30-51--0e 0.145 354--120-0-12 I 40-4-0 5-1-4 4 22-0 4-0 0 144-0-01.5.0 1-4-0 Plate Offsets(X,Y)-- [5:0-2-8,0-3-0],[13:0-2-8,0-3-0],[26:0-0-8,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.20 21-22 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.37 21-22 >781 180 BCLL 0.0 * Rep Stress Ina YES WB 0.66 Horz(CT) 0.05 29 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight:240 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins, BOT CHORD 2x4 SP No.2*Except* except end verticals. 28-32,20-24:2x4 SP 2250F 1.9E BOT CHORD Rigid ceiling directly applied or 5-5-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 15=82E3/Mechanical,35=853/0-5-8,29=1554/0-3-8 Max Horz 35=102(LC 11) Max Uplift 15=-298(LC 12),35=-504(LC 8),29=-529(LC 12) Max Gray 15=831(LC 22),35=903(LC 21),29=1554(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-436/359,2-3=-670/521,3-4=-341/108,4-5=-338/109,5-6=-340/108,6-7=-528/240, 7-8=-527/239,8-9=-444/232,9-10=-448/231,10-11=-1636/723,11-12=-1641/722, 12-13=-1555/686,13-14=-1604/689,15-17=-798/341,14-17=-751/335 BOT CHORD 34-35=-693/403,33-34=-221/577,31-32=-116/411,30-31=-108/337,29-30=-616/299, 28-29=-463/212,25-26=-676/332,24-25=-243/660,23-24=-670/1637,22-23=-670/1637, 21-22=-809/1939,20-21=-120/305 WEBS 1-35=-420/490,3-34=-566/267,6-25=-558/1361,14-19=-677/1633,27-29=-1335/592, 6-27=-1322/586,5-30=-266/150,6-30=-295/897,3-31=-310/408,10-23=-64/307, 10-24=-1369/572,12-22=-346/156,19-21=-689/1647,12-19=-402/163 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=44ft;eave=5ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 4-6-9,Interior(1)4-6-9 to 43-10-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 298 lb uplift at joint 15,504 lb uplift at joint 35 and 529 lb uplift at joint 29. Joaquin Velez PE No.68182 • MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. -- Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSl/IP11 Quality CAtDAa,DS1149 and!GSI Building Componarrt 6904 Parke East Blvd. Saf.ty Infonrralbnavailable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type lay Ply Nowakowska • • 118057036 J190393-1-R B07 Roof Special 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 Mitek Industries,Inc. Fri Sep 6 14:03:53 2019 Page 1 I D:QAV Y9gD_I4HCR9hO_aAPJryzsQV-IuLFraKG3NNz04oZrFIjA2HpUPUncLvm9pcbITygKVa 14-4-12 5-5-8 16.9-81 12-0-12 113-9-0 I I 19-6-4 20-8-8 22-4-0 23-6-� 27-8-d I 30-1-e 35-1-0 I 40-0-8 I 42-4-0 140-0-0 5-5-8 1-4-0 5-3-4 1-8-4 5-1-8 1-2411-7-811-2-8 42-0 2-5-0 4-11-8 4-11-8 2-3-8 1-8-0 0-7-12 Scale=1:75.1 0.25 112 3x6= 4x10= 3x4 II1.5x4 5x5= 3x4= 3x6— 1.5x4 II 1.5x4 II 4x4= 5x5= 5x5.---- 356 7 8 36 9 10 37 11 12 5x5= 1 332 3 4 34 5 13 3 -.1.m 444.444444441%44.-"1111111111111 d ff 029 :: ='b1•. N]m .a 1 Limomma 3x4= 21 20 19 18 d 32 31 28 27 26 25 24 6x6= 4x4— 4x4= 4x4= 15 16 14 2x4 II 4x7= 3x4= 3x4= 2x5 I I 2x4 II 6x6—3x6= 5x8 II 2x4 II 2x4 II 3x6 II 2x4 I I 2x4= 6-9-8 14-4-12 I 5-0-0 515 8 1 12-0-12 113 1-14 1 19-6-4 f0 8-B 27-8-8 I 301-9 1 35-1-0 I 40-0-8 1 42-4-0 144-0-0 I 5-0-0 W5�8 5-3-4 1121 5-1-8 1-2-4 7-0-0 2-5-0 4-11-8 4-11-8 2-3-8 1-8-0 1-4-0 1-2-14 Plate Offsets(X,Y)-- [5:0-2-8,0-3-0],[12:0-2-8,0-3-0],[21:0-2-12,0-3-0],[22:0-0-8,0-1-8],[23:0-4-0,0-2-4] - - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.31 19-20 >955 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.55 19-20 >535 180 BCLL 0.0 * Rep Stress Incr YES WB 0.64 Horz(CT) 0.05 25 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight:224 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-4 oc purlins, BOT CHORD 2x4 SP No.2*Except* except end verticals. 24-28,21-23,16-21:2x4 SP 2250F 1.9E BOT CHORD Rigid ceiling directly applied or 5-4-14 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 14=831/Mechanical,31=860/0-5-8,25=1543/0-3-8 Max Horz 31=102(LC 11) Max Uplift 14=-304(LC 12),31=-513(LC 8),25=-513(LC 12) Max Gray 14=831(LC 1),31=906(LC 21),25=1543(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-436/359,2-3=-669/520,3-4=-352/97,4-5=-349/99,5-6=-351/101,6-7=-293/703, 7-8=-292/702,8-9=-2243/992,9-10=-2269/1004,10-11=-2275/1003,11-12=-2772/1200, 12-13=-1644/712,14-16=-805/348,13-16=-773/345 BOT CHORD 30-31=-696/414,29-30=-219/569,27-28=-119/405,26-27=-76/348,25-26=-589/249, 24-25=-344/63,22-23=-492/1174,21-22=-447/879,20-21=-984/2270,19-20=-1193/2768, 18-19=-745/1696 WEBS 1-31=-420/490,3-30=-570/277,23-25=-1453/667,6-23=-689/320,6-26=-272/891, 3-27=-344/418,9-21=-406/222,8-23=-1752/788,8-21=-579/1530,11-20=-525/221, 12-19=-479/1129,12-18=-595/315,13-18=-704/1692 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25f1;B=45ft;L=44ft;eave=5ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 4-6-9,Interior(1)4-6-9 to 43-10-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 304 lb uplift at joint 14,513 lb uplift at joint 31 and 513 lb uplift at joint 25. • Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MlI-7473 rev.1003/2015 BEFORE USE. -- ffil Design valid for use only with Miiekrt connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,seeANSVIPII Quality Cdt da,DSI-$9 and ICSI Building Component 6904 Parke East Blvd. Safely I formallonavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Nowakowska • T18057037 J190393-1-R B08 Hip 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:03:54 2019 Page 1 ID:QAVY9gD_14HCR9h0_aAPJryzsQV-D4vd3wLughVgeENIOzGyjGq?2owzLp7vNTM8gwygKVZ 23-6-8 5-5-8 Is-9-8I 12-0-12 1a-4-12 19-6-4 I 22-0-0 2-8i0 I 27 -e-9 I 30 -1-e I 36-2-4 I 42-2-e I 44-0-0 5-5-8 1-4-0 5-3-4 2-4-0 5-1-6 2-5-12 8 4-2-02-5-06-0-12 6-0-4 1-9-8 0-10-8 Scale=1:76.4 0.25 12 3x6= 5x5— 3x6 1.5x4 II 1.5x4 II 5x5= 5x5= 1.5x4 3x5=5x5= 1 24 2 3 25 4 265 6 7 8 27 9 10 28 11 29 12 13 n na�ou a N N • U ` 1 23 22 21 20 19 18 17 16 15 14 2x4 II 5x5= 6x6= 3x5= 2x4 I I 6-9-8 55-0-0 05[5 518 I 12-0-12 5-3-4 1a-4-2-4-0 12 19.8-4 5-1-8 22-0-0 2?-e10 2-5-12 d-8-6 zT-e-e 5-0-8 I 32-5-00-1-e I 36-2-4 6-0-12 42-2-6 6-0-4 144-0-01-8-8 1-4-0 Plate Offsets(X,Y)-- (4:0-2-8,0-3-0],[11:0-2-8,0-3-0],[18:0-3-0,0-3-4],[20:0-2-8,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.66 Vert(LL) 0.23 16-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.41 16-17 >720 180 BCLL 0.0 * Rep Stress Incr YES WB 0.58 Horz(CT) 0.03 14 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight:223 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-15 oc purlins, BOT CHORD 2x4 SP 2250F 1.9E*Except* except end verticals. 20-23:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 14=846/Mechanical,22=885/0-5-8,19=1503/0-3-8 Max Holz 22=102(LC 11) Max Uplift 14=-306(LC 9),22=-497(LC 8),19=-531(LC 12) Max Gray 14=849(LC 22),22=921(LC 21),19=1503(LC 1) FORCES. (Ib)-Max.Comp-/Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=421/287,2-3=-413/85,34=410/87,4-5=-398/85,5-6=-273/445,6-7=-272/445, 7-8=-272/444,8-9=-1734/671,9-10=-1750/678,10-11=-1756/676,11-12=-1939/801, 12-13=-679/314,13-14=-839/362 BOT CHORD 21-22=-313/512,20-21=-65/409,19-20=-445/381,18-19=-331/750,17-18=-702/1751, 16-17=-835/1954,15-16=-324/679 WEBS 2-22=-638/393,1-22=-324/470,2-21=-366/733,5-20=-293/828,5-19=-645/327, 12-15=-764/414,13-15=474/1074,9-18=-370/218,8-19=-1414/655,8-18=-480/1188, 11-16=-301/203,12-16=-535/1346 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=44ft;eave=5ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 4-6-9,Interior(1)4-6-9 to 43-10-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 3x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 306 lb uplift at joint 14,497 lb uplift at joint 22 and 531 lb uplift at joint 19. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 V WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 5811-7473 rev.10103/2015 BEFORE USE. -- Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and 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,seeANSUW11 Quality Cdt.da,DS349 and 8CSI Bolding Component 6904 Parke East Blvd. Safety I formalbnavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Nowakowska • • • T18057038 J190393-1-R B09 Hip 11 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:03:56 2019 Page 1 ID:QAVY9gD_I4HCR9h0_aAPJryzsQV-9TONUcN9MImYtXX8W NJQohvLacbLpicCmrFuoygKVX 5-5-8 6-9-8 12-0-12 14-4-12 20-0-0 23-6-8 44-8-9 27-8-8 30-1-8 36-2-4 42-2-8 44-0-0 5-5-8 11-4-0i 5-3-4 2-4-0 5-7-4 I 3-6-8 h-1-8' 3-0-8 I 2-5-0 I 6-0-12 I 6-0-4 1-9-8 Scale=1:76.4 0.25 Fr 5x5— 3x6 3x6 1.5x4 II 1.5x4 II 1.5x4 II 3x5=5x5= 5x5= 1 24 2 3 25 4 265 6 7 8 27 9 10 28 11 29 12 13 . cc9 ' Ill .. EP li 23 22 21 20 19 18 17 16 15 14 2x4 II 5x5= 6x6= 34= 2x4 I I 6-9-8 5-0-0 5 5 12012 14-4-12 19-4-8 0 24-8-0 27-8-8 30-1-8 36-2-4 42-2-8 44-0-0 5-09 0[ I 5-3-4 i 2-4-0 i 4-11-12 0-7-8 a-8-0 I 3-o-e I 2-5-0 } 6-0-12 I 6-0-4 11-9-8 I 1-4-0 Plate Offsets(X,Y)-- [4:0-2-8,0-3-0],[18:0-3-0,0-3-4],[20:0-2-8,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.23 16-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.41 16-17 >710 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.58 Horz(CT) 0.03 14 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight:223 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-2 oc purlins, BOT CHORD 2x4 SP 2250F 1.9E`Except` except end verticals. 20-23:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 14=845/Mechanical,22=883/0-5-8,19=1506/0-3-8 Max Horz 22=102(LC 11) Max Uplift 14=-305(LC 9),22=-496(LC 8),19=-533(LC 12) Max Gray 14=852(LC 22),22=911(LC 21),19=1506(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-421/286,2-3=-384/84,3-4=-380/86,4-5=-368/84,5-6=-285/461,6-7=-286/463, 7-8=-1751/668,8-9=-1755/668,9-10=-1771/675,10-11=-1776/673,11-12=-1961/806, 12-13=678/310,13-14=-842/362 BOT CHORD 21-22=-313/512,20-21=-63/379,19-20=-463/393,18-19=-326/779,17-18=-699/1771, 16-17=-829/1958,15-16=-320/678 WEBS 2-22=-628/392,1-22=-323/470,2-21=-363/701,4-20=-252/123,5-20=-303/842, 5-19=654/329,9-18=-363/217,7-19=-1423/658,7-18=-484/1195,12-15=-763/410, 13-15=-468/1071,11-16=-308/205,12-16=-545/1372 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=44ft;eave=5ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 4-6-9,Interior(1)46-9 to 43-10-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 3x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 305 lb uplift at joint 14,496 lb uplift at joint 22 and 533 lb uplift at joint 19. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 I 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.104032015 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.seeANSI/IP11 GualNy Citadel,1:36a9 and ICSI Balding Component 6904 Parke East Blvd. lafeetyinfomaMonavoilable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Nowakowska • • 118057039 J190393-1-R B10 Hip 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 Mitek Industries,Inc. Fri Sep 6 14:03:57 2019 Page 1 I D:QAVY9gD_I4HCR9hO_aAPJryzsQV-dfamhyNn7cuPVh6K45gfLuSX10xLY9gM4RaoR EygKV W 14-4-12 F_ 5.5-8 16-9-8 1 12-0-12 1211/12 1 19-6-4 I 22-4-0 F13-4-2-131 9-6-8 26-8-0 7-e-� 30-1-e 36-2-4 42-2-8 144 0 5-5-8 '1-4-0 5-3-4 &410 2-0-0 5-1-8 2-9-12 I1 2 8I 3-1-8 -0-8 2-5-0 6-0-12 6-0-4 1-9-8 Scale=1:74.9 0.2512 1.5x4 Il 54 1.5x4 II 1.5x4 II 3x6= 3x6= 1.5x4 II 3x5=5x5= 1 24 2 3 25 4 5 266 7 27 8 9 10 28 11 29 12 13 CI '� [\ N N B ".< J. Py . 23 22 21 20 19 18 17 16 15 14 2x4 II 5x5= 6x6= 3x5= 2x4= 6-9-8 14-4-12 1 55-0-0 5 0 0 0 5 [55 8 I 12-0-12 12 41122-0-0 1 5-3-4 &40 19-6-4 5-1-8 1 26-8-0 7-1-12 7-8-0-8-� 3°-2-51-0-8 0 2-5-0 1-8 1 36-2-4 6-0-12 1 42-2-8 6-0-4 1 1-9-8 44-0-0 1 1-4-0 Plate Offsets(X,Y)-- [18:0-3-0,Edge],[20:0-2-8,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.24 16-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.42 16-17 >688 180 BCLL 0.0 * Rep Stress Incr YES WB 0.58 Horz(CT) 0.03 14 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight:223 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins, BOT CHORD 2x4 SP 2250F 1.9E`Except* except end verticals. 20-23:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 14=844/0-5-8,22=881/0-5-8,19=1510/0-3-8 Max Horz 22=102(LC 11) Max Uplift 14=-305(LC 9),22=-497(LC 8),19=-532(LC 12) Max Gray 14=850(LC 22),22=895(LC 21),19=1510(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-421/286,2-3=-349/85,3-4=-346/87,4-5=-335/85,5-6=-333/86,6-7=-280/474, 7-8=-1730/668,8-9=-1733/670,9-10=-1748/677,10-11=-1753/675,11-12=-1956/810, 12-13=-675/311,13-14=-839/362 BOT CHORD 21-22=-314/513,20-21=-63/362,19-20=-474/380,18-19=-331/775,17-18=-698/1749, 16-17=-831/1953,15-16=-320/675 WEBS 2-22=-612/394,1-22=-323/471,6-20=-297/846,6-19=-659/335,2-21=-370/654, 12-15=-761/411,13-15=-467/1066,9-18=-329/202,7-19=-1439/653,7-18=-472/1168, 11-16=-303/204,12-16=-547/1369 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=44ft;eave=5ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 4-6-9,Interior(1)4-6-9 to 43-10-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 3x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)14 considers parallel to grain value using ANSI/IPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 305 lb uplift at joint 14,497 lb uplift at joint 22 and 532 lb uplift at joint 19. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 1 -- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. -- Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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,seeANSVTPI1 Quality Cdt.da,DS$-69 and ICSI Building Component 6904 Parke East Blvd. Safety Wonnetlonavailable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Nowakowska • T18057040 J190393-1-R B11 Roof Special 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:03:58 2019 Page 1 ID:QAVY9gD_I4HCR9hO_aAPJryzsQV-5r88vIOPuvOG6rg W doLut6?ioQAIHc2V15KMzhygKVV 30-1-8 44-8-0 I 5-5-8 12-0-12 1142-4-4.012 I 17-10-0 119-8-0 I 23-6-6 I 247:28_0-8 8-a� I 35-5-4 3�zyt 42-2-8 �43-6-e1 5-5-8 1.6,:801 5-3-4 3-5-4 1-10-0 3-10-8 11- 5-3-12 a9-4 6-0-4 1-4-0 1-1-8 1-5-8 Scale=1:79.0 0.2512 4x10= 1.5x4 II 1.5x4 I I 5x5= 3x4 II3x6=5x12= 3x6= 5x5= 2x4 II 5x5—_ 1.5x4 II1.5x4 II3x4= 3x4= 1 322 3 4 33 5 6 7 8 34 9 10 11 35 12 36 13 14 15 a /� 2-5-0 % d 8 0i9 RSB . .-. V .. . 1. � B � NTN 3 • = 19x d 16 31 30 27 26 25 24 23 22 21 20 17 16 2x4 II 4x7= 3x4= 5x5= 3x4= 6x6= 3x4= 3x5= 2x5 II 2x4 II 64=2x4 I I 4x7= 2x4= 2x5 II 6-9-8 ap30.1-8 -4 3� yt q3 44-0-0 7 1 5-0-0-0-0 N}:33 [5)6 I 12-0-125-3-4 I 142-4-4_012 I 6-4 1979-0 5--1--8 0 2 27-8-8 8-0-8 d8 8-b I 5-335-5 2 0-9-6 46-0-4 1-4-0I 4d-8-00 1-4-0 1-5-8 0-5-8 Plate Offsets(X,Y)-- [23:0-3-0,0-3-4],[25:0-2-8,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL- in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 023 21-22 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.40 21-22 >717 180 BCLL 0.0 * Rep Stress Incr YES WB 0.58 Horz(CT) 0.05 24 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight:230 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-4 oc purlins, BOT CHORD 2x4 SP No.2*Except* except end verticals. 20-23,23-25:2x4 SP 2250F 1.9E BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 17=893/0-5-8,30=869/0-5-8,24=1522/0-3-8 Max Horz 30=-102(LC 10) Max Uplift 17=-343(LC 9),30=-499(LC 8),24=-526(LC 12) Max Gray 17=899(LC 22),30=913(LC 21),24=1522(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-436/359,2-3=-670/520,3-4=-379/80,4-5=-377/81,5-6=-365/79,6-7=-363/80, 7-8=-281/551,8-9=-1675/690,9-10=-1694/702,10-11=-1693/701,11-12=-1699/699, 12-13=-1879/798,13-14=-755/330 BOT CHORD 29-30=-703/402,28-29=-213/580,26-27=-112/410,25-26=-38/376,24-25=-588/353, 23-24=-305/723,22-23=-690/1694,21-22=-795/1875,20-21=-294/618,13-19=-723/379, 17-18=-860/401,14-18=-717/344 WEBS 1-30=-420/490,3-29=-578/263,14-19=-444/991,7-24=-654/321,3-26=-310/444, 5-25=-280/154,7-25=-318/905,9-23=-340/200,12-21=-319/217,13-21=-537/1347, 8-24=-1457/656,8-23=-446/1155 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=45ft;eave=5ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 4-7-6,Interior(1)4-7-6 to 44-6-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 343 lb uplift at joint 17,499 lb uplift at joint 30 and 526 lb uplift at joint 24. Joaquin Velez PE No.68182 MiTek USA.Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 __ V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10g3+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 Me overall MI I 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.seeANSWPI1 Quality Casio,DS-89 and SCSI Balding Component 6904 Parke East Blvd. Safety Informalloravailoble from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Nowakowska 4 • 118057041 J190393-1-R B12 Roof Special 1 1 Job Reference(optional) Marring Budding Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:04:00 2019 Page 1 ID:QAVY9gD_I4HC R9hO_aAPJryzsQV-2 EGuJ_QfOXG_M9gvl DNMyX42ADrfl W domPpS2ZygKVT 44-8-0 1 5-5-8 16-9-81 9-5-2 1 12-0-12 1 14-412 I 17-10.0 119-6-4 1 21-8-0 1 23.68 1 27-8-8 I 30-1-8 39-8 0 36-2-4 I 42-2-8 (13-681 5-5-8 1-4-0 2-7-10 2-7-10 2-40 3-5-4 1-8-4 2-1-12 1-10-8 4-2-0 2-5-0 d-6-�6 5-6-4 6-0-4 1-4-0 1-1-8 Scale=1:79.0 0.25 12 3x4= 4 I 1.5x 4x10= I 5x5= 3x4 I I 1.5x4 I I 1.5x4 11 3x6= 3x6=3x4= 1.5x4 I I 3x6= 3x4= 5x5= 2x4 I I 5x5= 1 332 3 4 34 5 6 7 8 9 35 10 11 12 36 13 37 14 15 16 ii 441:0.do: a - n `F' -101 . A/flikN46.. ' ,...., . IIII is; 3x6= :i: 6• 32 31 28 27 26 25 24 23 22 21 2018 19 17 2x4 I I 457= 3x4= 5x5= 3x4= 6x6= 3x4= 3x5= 2x5 I I 2x4 II 6x6=2x4 I I 457= 2x4= 2x5 II 6-9-8 44-0-0 5-0-0 = 1 5-0-0 12-0-12 5-3-4 1 2-4-0 14-4-12 1 19-6-4 5-1-8 1 22-11--8-012 1 27-8-8 6-0-8 I 30-1-8 39-8-0 2-5-0 0.68 36-2-4 5-6-4 1 42-2-8 6-0-4 113-61-4-0 8-& -6-b 0 1-4-0 0-5-8 Plate Offsets(X,Y)— [24:0-3-0,0-3-4],126:0-2-8,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.22 22-23 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.39 22-23 >740 180 BCLL 0.0 * Rep Stress Incr YES WB 0.58 Horz(CT) 0.05 25 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight:230 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-11 oc purlins, BOT CHORD 2x4 SP No.2*Except* except end verticals. 21-24,24-26:2x4 SP 2250F 1.9E BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 18=897/0-5-8,31=876/0-5-8,25=1511/0-3-8 Max Horz 31=102(LC 11) Max Uplift 18=-344(LC 9),31=-500(LC 8),25=-522(LC 12) Max Gray 18=901(LC 22),31=918(LC 21),25=1511(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-436/359,2-3=-670/520,3-4=-388/81,4-5=-385/82,5-6=-373/80,6-7=-372/81, 7-8=-263/511,8-9=-263/509,9-10=-1719/708,10-11=-1739/720,11-12=-1739/720, 12-13=-1743/718,13-14=-1880/798,14-15=-759/333 BOT CHORD 30-31=-708/404,29-30=-207/577,27-28=-110/408,26-27=-42/384,25-26=-509/320, 24-25=-322/757,23-24=-713/1739,22-23=-797/1876,21-22=-297/623,14-20=-728/382, 18-19=-862/402,15-19=-718/344 WEBS 1-31=-420/490,3-30=-585/267,15-20=-447/999,5-26=-259/137,7-26=-283/840, 7-25=-660/326,3-27=-308/447,10-24=-343/203,9-25=-1456/648,9-24=-451/1162, 13-22=-320/218,14-22=-536/1343 NOTES- 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;B=45ft;L=45ft;eave=5ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 4-7-6,Interior(1)4-7-6 to 44-6-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 344 lb uplift at joint 18,500 lb uplift at joint 31 and 522 lb uplift at joint 25. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems.seeANS1/IP11 Quality Cdt.da,D5549 and SCSI lidding Component 6904 Parke East Blvd. Safety Itdolmafbnovoiloble from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Nowakowska • • T18057042 J190393-1-R B13 Roof Special 1 1 Job Reference(optional) Marring Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:04:01 2019 Page 1 ID:QAVY9gD_I4HCR9hO_aAPJryzsQV-WQgGXJQHBgOrzJP5JxubVkdDwdCxUzNx?3Y0aOygKVS 44-8-0 I 5-5-8 5-5-8 16- 19-81 9-5-2 I 12-0.12 114-4-12 I 17-10-0 19-8J I -4-0 2-7-10 2-7-10 2-4-0 3-5-4 1-8-4 27-8-8 8-2-4 I 305-01-8 322$-8-0B { 3638--2-33 e173--5-14 1 442-92--48 A3--46-0-8 1 1 1 B Scale=1:79.0 0.25 NI 3x4= 4x10= 5x5= 3x4 I 3x6= 5x5= 1.5x4 I I 1.5x4 I I 3x6= 5x5= 2x4 I I 5x5= 1.5x4 I I 1.5x4 I I 3x4= — 1 32 2 3 4 33 5 6 7 8 34 9 10 3511 12 36 13 14 15 N :I. N R �A 91'4'16 3x6= a 31 30 27 26 25 24 23 22 21 20 1917 18 16 2x4 II 4x7= 3x4= 5x5= 3x4= 6x6= 3x4= 3x5= 2x5 II 2x4 II 6x6=2x4 11 4x7= 2x4= 2x5 11 6-9-8 44-0-0 1 5-0.0 5r5,8 I 12-0.12 1 14-4-12 1 19-6-4 I 23-8-0 I 27-84 1 30.1-8 1 32.1-0 I 36-2-3 1 42-2-8 (k3 s 81a�-8:0 5-0-0 0&e 5-3-4 2-4-0 5-1-8 4-1-12 4-0-0 2-5-0 288 3S3 6-0-5 1-4-0 8- 1.4-0 0-5-8 Plate Offsets(X,Y)-- [23:0-3-0,0-3-41,125:0-28,0-3-0] LOADING (psf) I SPACING- 2-0-0 CSI. DEFL. in (lac) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.21 21-22 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.38 21-22 >755 180 BCLL 0.0 ' Rep Stress lncr YES WB 0.61 Horz(CT) 0.05 24 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight:229 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-2 oc purlins, BOT CHORD 2x4 SP No.2*Except* except end verticals. 20-23,23-25:2x4 SP 2250F 1.9E BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 17=897/0-5-8,30=875/0-5-8,24=1511/0-3-8 Max Horz 30=-102(LC 10) Max Uplift 17=-345(LC 9),30=-501(LC 8),24=-520(LC 12) Max Gray 17=901(LC 22),30=917(LC 21),24=1511(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-436/359,2-3=-670/520,3-4=-383/83,4-5=-381/85,5-6=-369/83,6-7=-368/84, 7-8=-254/510,8-9=-1746/723,9-10=-1766/735,10-11=-1766/735,11-12=-1770/735, 12-13=-1882/803,13-14=-759/333 BOT CHORD 29-30=-707/405,28-29=-207/576,26-27=-110/407,25-26=-46/380,24-25=-507/312, 23-24=-344/797,22-23=-729/1766,21-22=-802/1879,20-21=-297/622,13-19=-726/381, 17-18=-862/403,14-18=-719/346 WEBS 1-30=-420/490,3-29=-584/268,14-19=-447/997,7-24=-670/331,5-25=-258/135, 7-25=-278/838,3-26=-312/444,9-23=-348/204,8-24=-1481/656,8-23=-446/1148, 12-21=-323/221,13-21=-542/1346 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=45ft;eave=5ft;Cat. 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 4-7-6,Interior(1)4-7-6 to 44-6-4 zone;cantilever left and right exposed;end vertical left and right exposed;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 psi 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 345 lb uplift at joint 17,501 lb uplift at joint 30 and 520 lb uplift at joint 24. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 I ii 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ' building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeAtts/1P11 Quality Cdtsda.DSR-59 and SCSI Building Component 6904 Parke East Blvd. Safety Mormalbnovailable from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Nowakowska • 1 T18057043 J190393-1-R B14 Roof Special 1 1 ' Job Reference(optional) Manning Building Supplies. Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:04:03 2019 Page 1 ID:OAVY9gD_I4HCR9hO_aAPJryzsOV-Spx1 y?SYSeZDcZUOMx3a9iZ7RtRytKESN16euygKVO 44-8-0 5-5-8 Ise-e l 9-s-z 112-012 114+1z 117-loo 119 41 z3 s e j 25-e-0 12z-e-e I so-1-e I 34 6 o I36 z-al 42-2-8 r'-.6-4-0811-1 -s-81 5-5-8 1-4-0 2-7-10 2.7.10 2.40 36.4 1.8.4 4-0.4 2-15 2-68 2-5-0 4$8 1$3 6-0-5 1-4-0 1 1 8 Scale=1:79.0 0.25 I12 3x4= 1.5x4 II 3x4= 4x10= 5x5= 3x4 II3x6= 3x6= 1.5x4 II 3x6= 5x5—_ 1.5x4 II 1.5x4 I I 3x4--= 5x5— 2x4 I I 1 332 3 4 34 5 6 7 8 935 10 11 36 12 13 37 14 15 16 I; lm0, csi ® 3x6= = d 32 31 28 27 26 25 24 23 22 21 2018 19 17 2x4 I I 4x7= 3x4= 5x5= 3x4= 6x6= 3x4= 3x5= 2x5 II 2x4 II 6x6=2x4 I 4x7= 2x4= 2x5 11 6-9-8 44-0-0 1 5-0-0 5-0-0 01 I 12-0-12 5-3-4 1 14--4- 24-012 1 19-6-4 5-1-8 1 25-8-0 61-12 1 227:0,-88 27-0a-8e 1 3:41--0e 1 344-6e-o8 I3 1e 5-2-33 42-2-e 6-0-5 614:8e 1-4-0 0-5.8 Plate Offsets(X,Y)-- 124_0-3-0,0-3-41,[26:0-28,0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.21 22-23 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.96 Vert(CT) -0.38 22-23 >761 180 BCLL 0.0 * Rep Stress Ince YES WB 0.58 Horz(CT) 0.05 25 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight:229 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-10 oc purlins, BOT CHORD 2x4 SP No.2*Except* except end verticals. 21-24,24-26:2x4 SP 2250F 1.9E BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 18=892/0-5-8,31=867/0-5-8,25=1525/0-3-8 Max Horz 31=-102(LC 10) Max Uplift 18=-343(LC 9),31=-499(LC 8),25=-527(LC 12) Max Gray 18=897(LC 22),31=914(LC 21),25=1525(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-436/359,2-3=-670/521,3-4=-374/77,4-5=-371/78,5-6=-360/76,6-7=-358/77, 7-8=-282/559,8-9=-1743/715,9-10=-1742/714,10-11=-1764/727,11-12=-1764/727, 12-13=-1768/728,13-14=-1862/791,14-15=-756/331 BOT CHORD 30-31=-704/400,29-30=-213/580,27-28=-112/410,26-27=-50/371,25-26=-556/339, 24-25=-312/731,23-24=-722/1764,22-23=-791/1858,21-22=-296/621,14-20=-724/380, 18-19=-857/401,15-19=-714/343 WEBS 1-31=-420/490,3-30=-581/263,15-20=-445/994,3-27=-298/435,5-26=-266/140, 7-26=-292/863,7-25=-670/330,10-24=-376/217,8-25=-1473/655,8-24=-471/1213, 13-22=-317/218,14-22=-530/1326 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=45ft;eave=5ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 4-7-6,Interior(1)4-7-6 to 44-6-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 343 lb uplift at joint 18,499 lb uplift at joint 31 and 527 lb uplift at joint 25. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 -- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 8111-7473 rev.10/032015 BEFORE USE. ' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for on 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,seeANSI/IM1 Qualify CtlNda,D5549 and SCSI Bolding Component 6904 Parke East Blvd. Safety MoanalbMvoilable from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Nowakowska • ! T18057044 J190393-1-R B15 Roof Special 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fe Sep 6 14:04:05 2019 Page 1 ID:QAVY9gD_I4HCR9hO_aAPJryzsQV-OC3nNhUoE3uGSwjsYmzXfanurEYnQnrXvhW DjnygKVO 44-8-0 I 5-5-8 5-5-8 Is- 1-94--0el 29-5-.7-120 I 1 22,11 02 ( la- 2-M4-0lz I 173-.510.4-0 1119-6-444 1 243-0-6-0-4 I 247-1-e-1-0 2 I 34-51-0-0 I 36-1-12 6-0-12 60 42-2-8 5-6-8 413--46-0-8 l 1 1-81 Scale=1:79.0 0.25 NY 3x4= 4x10= 3x4= 5x5= 3x4 I 3x6= 5x5= 1.5x4 II 3x6= 5x5_ 1.5x4 I I 1.5x4 I I 3x4= 5x5= 2x4 II 1 322 3 4 33 5 6 7 8 34 9 10 35 11 12 36 13 14 15 cc c�` gglllbi "'" :41 INImI 9 @tri J 3x6= d 31 30 27 26 25 24 23 22 21 20 1917 18 16 2x4 II 4x7= 3x4= 5x5= 3x4= 6x6= 3x4= 3x5= 2x5 II 2x4 II 6x6=2x4 II 457= 2x4= 2x511 6-9-8 44-0-0 1 5-0-0 s s e I 12-0-12 1 14-412 1 1964 I 276-0 I 341-0 I 36-1-12 3¢8 0 42-2-8 A3 6&4} 5-0-0 015 5-3-4 2-4-0 5-1-8 8-1-12 2-5-0 6-0-12 d8�4 5-6-8 I1-4-0,d-leg 1-4-0 0-5-8 Plate Offsets(X,Y)-- [23:0-2-12,0-3-4],[25:0-2-8,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.24 21-22 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.42 21-22 >687 180 BCLL 0.0 * Rep Stress Ina YES WB 0.58 Horz(CT) 0.05 24 n/a n/a BCDL 10.0 Code FBC2017ITPI2014 Matrix-MSH Weight:229 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-5 oc purlins, BOT CHORD 2x4 SP No.2*Except* except end verticals. 20-23,23-25:2x4 SP 2250F 1.9E BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 17=896/0-5-8,30=873/0-5-8,24=1515/0-3-8 Max Horz 30=-102(LC 10) Max Uplift 17=-344(LC 9),30=-501(LC 8),24=-522(LC 12) Max Gray 17=900(LC 22),30=917(LC 21),24=1515(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-436/359,2-3=-670/520,3-4=-382/82,4-5=-379/83,5-6=-368/81,6-7=-366/82, 7-8=-264/529,8-9=-1760/720,9-10=-1797/740,10-11=-1797/740,11-12=-1874/798, 12-13=-1877/796,13-14=-759/334 BOT CHORD 29-30=-706/404,28-29=-209/577,26-27=-111/408,25-26=-43/379,24-25=-526/322, 23-24=-333/764,22-23=-737/1797,21-22=-795/1874,20-21=-299/623,13-19=-730/385, 17-18=-860/402,14-18=-717/344 WEBS 1-30=-420/490,3-29=-583/267,14-19=-450/998,7-24=-661/324,5-25=-262/138, 7-25=-286/853,3-26=-309/442,9-23=-337/192,8-24=-1481/660,8-23=-452/1191, 11-21=-308/212,13-21=-532/1339 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=45ft;eave=5ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 4-7-6,Interior(1)4-7-6 to 44-6-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 344 lb uplift at joint 17,501 lb uplift at joint 30 and 522 lb uplift at joint 24. Joaquin Velez PE No.68182 Mitek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MA-7473 rev.10/03@015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,notlot 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,seeANSVlPII Quality Criteria,DSS-59 and SCSI Bolding Component 6904 Parke East Blvd. Safety Ylfonna1Ionavoiloble from Truss Plate Institute,218 N.Lee Sheet.Suite 312,Alexandria,VA 22314, Tampa,FL 33610 Job Truss Truss Type Qty Ply Nowakowska • • T18057045 J190393-1-R 816 Roof Special 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:04:06 2019 Page 1 ID:QAVY9gD_14HCR9h0_aAPJryzsQV-sOd9a1UQ?N0744135UUmCoK2PevW9E2g8KGnFDygKVN 1 5-5-8 16-9-81 9.5.2 1 12-0-12 114-4-12 1 17-10-0 119-6-4 1 23-6-8 I 27-8-8 30 1-8 1 362 e 1 38-8-0 I 42-2-8 q�.5.g44-8-0 5-5-8 1-4-0 2-7-10 2-7-10 2-4-0 33-4 1-8-4 4-0-4 4-2-0 2-5-0 6-1-0 2-5-9 3-6-8 13-0'1-1-8' Scale=1:79.0 0.25 12 4x10= 3x4= 1.5x4 11 _ 5x5= 3x4 I I 1.5x4 II 1.5x4 11 3x6 3x5= 1.5x4 I 13x6= 3x4= 3x6= 5x5= — .5x5= 2x4 I I 1 332 3 4 34 5 6 7 8 35 9 10 11 36 12 13 37 14 15 16 n a a - �u ` Ic; cs,1,7,ao n cc _ Grp - „ n N N C' � _. .. N r ��r 1 3x6= : d 32 31 28 27 26 25 24 23 22 21 2018 19 17 2x4 I I 4x7= 3x4= 5x5= 384= 134= 3x4= 3x5= 2x5 I I 2x4 II 6x6=2x4 H 4x7= 2x4= 2x4 I I 69-8 30-1-8 43-11-15 I 5-0-0 5r55 5-3d 4 1 12-0-12 5-0-0 1 14.4122-40 1 19-6-4 5-1-8 1 27-6-e 8-2-4 1 29-e-01-11-8 1 1 36-2-8 2-1 38-8-05-9 1 az-z-e3-6-8 413-69144-88- 0 40 1-4-0 0-5-8 0-5-7 Plate Offsets(X,Y)-- [24:0-3-0,0-3-4],[26:0-2-8,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) 1/defl LJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.24 22-23 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.43 22-23 >675 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.58 Horz(CT) 0.05 25 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight:229 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-2 oc purlins, BOT CHORD 2x4 SP No.2*Except* except end verticals. 21-24,24-26:2x4 SP 2250F 1.9E BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 18=886/0-5-7,31=857/0-5-8,25=1540/0-3-8 Max Horz 31=-102(LC 10) Max Uplift 18=-341(LC 9),31=-498(LC 8),25=-531(LC 12) Max Gray 18=892(LC 22),31=908(LC 21),25=1540(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-436/359,2-3=-670/521,3-4=-361/73,4-5=-358/75,5-6=-346/78,6-7=-345/78, 7-8=-300/612,8-9=-1763/724,9-10=-1781/732,10-11=-1783/732,11-12=-1783/732, 12-13=-1888/806,13-14=-1891/805,14-15=-742/326 BOT CHORD 30-31=-698/398,29-30=-221/582,27-28=-115/411,26-27=-71/357,25-26=-609/353, 24-25=-293/688,23-24=-727/1783,22-23=-803/1888,21-22=-290/603,14-20=-707/374, 18-19=-855/399,15-19=-716/343 WEBS 1-31=-420/490,3-30=-573/260,15-20=-438/972,7-25=-689/339,5-26=-267/141, 7-26=-301/889,3-27=-293/426,9-24=-385/220,8-25=-1477/655,8-24=-499/1286, 12-22=-327/221,14-22=-550/1378 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=45ft;eave=5ft;Cat. 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 4-7-6,Interior(1)4-7-6 to 44-6-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 341 lb uplift at joint 18,498 lb uplift at joint 31 and 531 lb uplift at joint 25. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 141-7473 rev.10V03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not , a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVIPI1 Quality Criteria,DSII-S9 and BCSI Bolding Component 6904 Parke East Blvd. Safety kMonnatbrgvailable from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610 I Job - Truss Truss Type Qty Ply Nowakowska T18057046 J190393-1-R B17 Roof Special 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:04:08 2019 Page 1 I D:QAVY9gD_I4HCR9hO_aAPJryzsQV-pnlw?j W gX_GrJNRRDvW EHDPNfSavd8VzceltK6ygKVL 44-8-0 I 5-5-8 5-5-8 Is 1 d9--06 1 2s--75-1z0 I l2z-�02 11a2-4-4-012 1 173-510-4 1119sa4 l 243_0.-6-48 I 2 47--2e-0-6 130-51-0-s I 36-2-10 6-1-2 I 40-8-0 I42-2"6 43-6-814-5-6 1-6-8 1-4-0 1-1-8' Scale=1:79.0 0.25 Fli. 3x4= 5x5= 4x10= 1.5x4 I I 3x4 II 1.5x4 II 1.5x4 II 3x6= 3x5—_ 5x5— 1.5x4 II 3x6= 3x4= 3x6= 5 _ 2x4 I) 1 332 3 4 34 5 6 7 8 35 9 10 11 36 12 13 14 1516 c co 0 h IJ N •r .. _ OD 3x6= 1o 32 31 28 27 26 25 24 23 22 21 2018 9 17 2x4 I I 4x7= 3x4= 5x5= 3x4= 6x6= 3x4= 3x5= 2x5 II 2x4 II 6x6=2x4 II 4x7= 2x4= 2x4 I I 6-9-8 43-11-15 I 5-0-0 5r5 e 1 12-0-12 1124-4-4.012 I 19-6-4 27-e-8 I 3°-2-51:08 I ss 36-2-10 I 40-6-o 1412:62-58s elan-6 0 5-60 5]8 5-3-4 5-1-8 8-2-4 6-1-2 4-5-6 1-6-8 i3:-.:-.:4t -4-0 4-8- 1-4-0 0-5-7 Plate Offsets(X,Y)-- [24:0-3-0,Edge],[26:0-2-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL- in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.27 22-23 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.48 22-23 >610 180 BCLL 0.0 * Rep Stress Incr YES WB 0.58 Horz(CT) 0.05 25 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight:229 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc purlins, BOT CHORD 2x4 SP No.2*Except* except end verticals. 21-24,24-26:2x4 SP 2250F 1.9E BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 18=890/0-5-7,31=863/0-5-8,25=1531/0-3-8 Max Horz 31=102(LC 11) Max Uplift 18=-341(LC 9),31=-498(LC 8),25=-531(LC 12) Max Gray 18=894(LC 22),31=913(LC 21),25=1531(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-436/359,2-3=-670/521,3-4=-369/74,4-5=-366/75,5-6=-345/74,6-7=-343/74, 7-8=-300/587,8-9=-1796/730,9-10=-1813/738,10-11=-1813/735,11-12=-1814/736, 12-13=-1942/822,13-14=-1944/822,14-15=-744/326 BOT CHORD 30-31=-702/397,29-30=-215/583,27-28=-112/412,26-27=-62/366,25-26=-584/360, 24-25=-298/712,23-24=-734/1814,22-23=-816/1942,21-22=-286/604,14-20=-711/370, 18-19=-857/395,15-19=-718/340 WEBS 1-31=420/490,15-20=-432/974,7-25=-688/339,3-30=-580/260,9-24=-362/209, 5-26=-271/141,7-26=-298/871,3-27=-290/430,8-25=-1483/659,8-24=-507/1294, 12-22=-339/223,14-22=-569/1434 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=45ft;eave=5ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 4-7-6,Interior(1)4-7-6 to 44-6-4 zone;cantilever left and right exposed;end vertical left and right exposed;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 341 lb uplift at joint 18,498 lb uplift at joint 31 and 531 lb uplift at joint 25. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 1 1 -- v WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. -, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,seeANSI71PI1 Quality Criteria.D58-89 and BCD Balding Component 6904 Parke East Blvd. Safely kMormatlonavallable from Truss Plate Institute,218 N.Lee Sheet.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job- . Truss Truss Type Qty Ply I Nowakowska T18057047 J190393-1-R B18 Roof Special Girder 1 3 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:04:11 2019 Page 1 ID:QAVY9gD_I4HCR9h0_aAPJ ryzsQV-DLQ2dkYZgvfQArA0u14xvr1 OHfkagZyPlczYwQygKVI 17-10-0 43-6-8 1 4-11-0 5r6-t4 15-1-0 I 17-5-0 019-6-4 i 23-6-8 1 27-8-8 I 30-1-e i 33-3-6-8-88 3-8-0 34 zr7 36-1-s I az-2-8 a$-8(o f14.-18.-;1 4-11-0 7 9-6-12 2-4-0 5 4-0-4 4-2-0 2-5-0 3.8-8 oLf-' 3-11-3 4-0-15 Of5-8 1-8-4 0-10-8 Scale=1:78.8 0.25 FIT 1.5x4 1.5x4 II 5x5= 4x16= 5x8= 1.5x4 H 3x4= 5x5= 3x4= 3x8= 4x4= 3x6= 3x8= 3x6= 2 336 4 5 6 7 8 37 9 10 38 11 12 13 14 15 16 17 a c � ' 139 AP ab 1th n ! B B NIFP N I; D N 4x6 iii Illi 7, llI IA E 1t d 34 33 32 31 30 29 28 27 26 25 2442 23 43 22 2119 20 18 5x5= 4x4= 4x4= 4x4= 8x8= 4x4= 6x8= 4x4= 3x6 'i 5x5 II HGUS26-2 HTU26 HTU26 5x12 - HTU26 HTU26 3x6 II 5-6-4 43-11-15 1 4-11-0 5.9-01 12-10-0 1 15-1-0 I 17-5-0 1 1984 1 23-6-8 I 247-82.0-8 I 30-1-8 1 33-8-0 34-2x7 39-1-9 1 az-z-e [43-6-844-80 4-11-0 0-1-0 7-3-12 2-3-0 2-4-0 2-1-4 4-0-4 2-5-0 3$8 487 3-11-3 4-0.15 140 48 0-6-4 0-5-7 Plate Offsets(X,Y)-- [2:0-3-4,0-2-0],[5:0-1-12,0-0-1],[6:0-0-0,0-1-12],[6:0-4-0,Edge],[24:0-2-8,0-4-8],[27:0-4-0,0-4-8],[35:0-2-0,0-2-8],[35:0-2-0,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lac) 1/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.17 24-25 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.25 24-25 >999 180 BCLL 0.0 ` Rep Stress lncr NO WB 0.35 Horz(CT) 0.02 19 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight:823 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP 2250F 1.9E TOP CHORD Structural wood sheathing directly applied or 4-9-13 oc purlins, BOT CHORD 2x4 SP No.2`Except* except end verticals. 27-32,22-27:2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2`Except* 2-35:2x8 SP DSS REACTIONS. All bearings 0-3-8 except(jt=length)19=0-5-7,35=0-5-4. (Ib)- Max Horz 35=102(LC 24) Max Uplift All uplift 100 lb or less at joint(s)except 19=-1798(LC 5),28=-1269(LC 8),35=-391(LC 18), 32=-254(LC 8),31=-200(LC 25) Max Gray All reactions 250 lb or less at joint(s)except 19=2864(LC 18),28=2737(LC 1),35=299(LC 16), 32=557(LC 3),31=447(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-220/264,2-3=-589/1147,3-4=-866/1737,4-5=-867/1743,5-6=-864/1738, 6-7=-865/1741,7-8=-485/184,8-9=-4505/2236,9-10=-4496/2228,10-11=-7735/4025, 11-12=-7730/4021,12-13=-7730/4021,13-14=-2680/1717,14-15=-2769/1764, 15-16=-2770/1765 BOT CHORD 32-35=-584/452,2-35=-353/379,31-32=-391/353,30-31=-1142/667,29-30=-1740/951, 28-29=-2207/1159,27-28=-2207/1159,26-27=-284/623,25-26=-2228/4499, 24-25=-2228/4499,23-24=-3165/5722,22-23=-679/1181,21-22=-678/821, 19-20=-2800/1754,16-20=-2577/1636 WEBS 1-33=-309/239,16-21=-2300/3644,3-31=-288/556,2-31=-883/501,7-28=-2439/1165, 10-25=-1552/879,9-26=-598/329,8-26=-2301/4516,8-27=-2280/1182,7-27=-1492/3136, 12-24=-529/293,13-24=-967/2293,13-23=-252/168,21-23=-2520/4602, 13-21=-3261/1566,10-24=-2065/3730,3-30=-948/490,5-29=-276/150,7-29=-337/750 NOTES- 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 1-0-0 oc. Bottom chords connected as follows:2x4-1 row at 1-0-0 oc,2x6-2 rows staggered at 1-0-0 oc. Webs connected as follows:2x8-2 rows staggered at 1-0-0 oc,2x4-1 row at 1-0-0 oc,Except member 12-24 2x4-2 rows staggered at 0-5-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. Joaquin Velez PE No.68182 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=45ft;eave=5ft;Cat. MiTek USA,Inc.FL Cert 6634 II;Exp C;End.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber 6904 Parke East Blvd.Tampa FL 33610 DOL=1.60 plate grip DOL=1.60 Date: 5)Provide adequate drainage to prevent water ponding. September 9,2019 Ien1iiiptideaxTtacjbc4 MT20 unless otherwise indicated. 1 1 tai 0 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. " Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANS1/IPI1 Cuallh Cdt.da,D36-19 and IC$I Building Component 6904 Parke East Blvd. Safely InformoMoravailable from Truss Plate Irutlfute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Nowakowska T18057047 J190393-1-R 818 Roof Special Girder 1 3 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:04:11 2019 Page 2 ID:QAVY9gD_I4HC R9hO_aAPJryzsQV-DLQ2dkYZgvfQArA0u14xvr10HikagZyP IczYwQygKV I NOTES- 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Bearing at joint(s)35 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1798 lb uplift at joint 19,1269 lb uplift at joint 28,391 lb uplift at joint 35,254 lb uplift at joint 32 and 200 lb uplift at joint 31. 11)Use Simpson Strong-Tie HGUS26-2(20-10d Girder,6-1Od Truss)or equivalent at 34-4-0 from the left end to connect truss(es)to front face of bottom chord. 12)Use Simpson Strong-Tie HTU26(20-10d Girder,11-10dx1 1/2 Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 36-0-12 from the left end to 39-11-4 to connect truss(es)to front face of bottom chord. 13)Use Simpson Strong-Tie HTU26(20-10d Girder,11-10dx1 1/2 Truss,Single Ply Girder)or equivalent at 42-0-12 from the left end to connect truss(es)to front face of bottom chord. 14)Fill all nail holes where hanger is in contact with lumber. 15)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)75 lb down and 74 lb up at 34-0-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-6=-54,6-17=-54,33-34=-20,22-32=-20,20-21=-20,18-19=-20 Concentrated Loads(Ib) Vert:22=-351(F)12=-24 24=-1675(F)23=-336(F)42=-361(F)43=-336(F) � 1 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MlfEK REFERANCE PAGE MIF7473 rev.1003/2015 BEFORE USE. �- Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M ilek" 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,seeANSVIPII Quality Criteria.DS3-e9 and BCSI Bolding Component 6904 Parke East Blvd. Safety Ydonnallonavoilable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qy Ply Nowakowska 4 3 718057048 J190393-1-R CO1 Hip Girder 1 2 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:04:16 2019 Page 1 ID:QAVY9gD_14HCR9hO_aAPJryzsC1V-aJExgScheRHiGc2_hag6cvkrOgOhVpa9RuhJceygKVD 5-6-4 4-0-011. 1 9-3-14- I 13-1-8 114-5 -8 1 19-1- 10 I 23-8-0 I 28-2-6 I 31--0 -10-&1 342-8 1 35-8-0 4-0.0 11 3-9-10 3-9-10 1-4-0 4-8-2 4-6-6 466 3-5-910 FI-..210-410134-1-42.0-81 1 32-2-8 1-4-0 0-7-4 Scale=1:60.6 0.25 12 Special5x12= NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 5x5= 3x6 NAILED 3x4= NAILED 5x5=NAILED 4x10= NAILED 5x5= NAILED 4x10= 3x6= 5x5= 1 2 3 30 31 4 32 33 34 5 35 6 36 37 7 38 39 40 8 41 42 943 44 10 11 12 13 L_d, u u u u G u u a u if RI u arZ u w -ffs 48 47 o 0 el_ C u il u • 4 23® m II— a <7 cg.17 16 g—@ Id 28 45 27 2649 50 51 52 •25 22 54 55 21 56 57 20 58 59 19 60 61 18 15 14 5x5 II 5x5= NAILED NAILED 5x5= 4x4= 3x8= NAILED 4x4= Special 5x12= 6x6= 5x12= NAILED NAILED NAILED NAILED NAILED 5x5= NAILED NAILED NAILED Special NAILED NAILED 5-6-4 14-5-8 34-8-0 4-11-0 5 9-3-14 12.10-12 1 6 19-1-10 23-8-0 28-26 31-8-0 1 342-81 g.p 4-11-0 0--0 I 3-9-10 1 3-6-14 0442 1 4-8-2 I 4-6-6 I 466 3-5-10 11-2-8 1-4-065 0-6-4 1-4-0 1-0-0 Plate Offsets(X,V)-- [8:0-2-8,0-3-0],[29:0-2-0,0.2.8],[29:0-2-0,0-2-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.08 20 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.11 25-26 >897 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.32 Horz(CT) -0.01 15 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight:411 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-15 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 5-11-3 oc bracing. 3-29:2x8 SP DSS REACTIONS. (lb/size) 15=1180/0-5-8,25=1651/0-5-8,29=649/0-5-4 Max Horz 29=102(LC 7) Max Uplift 15=-756(LC 5),25=-939(LC 5),29=-510(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-251/286,2-3=-249/283,4-5=-394/570,5-6=-5091791,6-7=-269/138, 7-8=-2411/1459,8-9=-2411/1459,9-10=-973/667,10-11=-976/669,11-12=-968/656 BOT CHORD 3-29=-385/311,24-25=-1335/783,6-23=-400/732,20-21=-1081/1845,19-20=-1309/2089, 18-19=-198/272,15-16=-1130/719,12-16=-1033/673 WEBS 12-17=-883/1333,1-27=-340/276,4-26=-46/262,6-24=-1372/788,7-20=-413/639, 8-20=-327/249,9-20=-172/365,21-23=-995/1672,7-23=-1676/1018,17-19=-1115/1829, 9-17=-1164/670,4-25=-466/393 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 1-0-0 oc. Bottom chords connected as follows:2x4-1 row at 1-0-0 oc. Webs connected as follows:2x8-2 rows staggered at 1-0-0 oc,2x4-1 row at 1-0-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=36ft;eave=5ft;Cat. II;Exp C;End.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)All plates are 2x4 MT20 unless otherwise indicated. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Bearing at joint(s)29 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Joaquin Velez PE No.68182 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 756 lb uplift at joint 15,939 lb uplift at MiTek USA.Inc.FL Cert 6634 joint 25 and 510 lb uplift at joint 29. 6904 Parke East Blvd.Tampa FL 33610 11)"NAILED"indicates 3-10d Nails(0.148"x 3") toe-nails per NDS guidelines. Date: Continued on page 2 September 9,2019 -- Q WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/1-7473 rev.10/03/2015 BEFORE USE. -' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVlpJI Qualify Cdteda,03149 and SCSI Building Component 6904 Parke East Blvd. Safety IMoimaIlon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Nowakowska • 718057048 J190393-1-R CO1 Hip Girder 1 2 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:04:17 2019 Page 2 ID:QAVY9gD_I4HCR9hO_aAPJryzsOV-2VoJuodKPIPZumdAFIBL96H084kvEGplgYQs84ygKVC NOTES- 12) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)63 lb down and 169 lb up at 4-0-0 on top chord,and 52 lb down and 17 lb up at 35-6-4,and 93 lb down and 2 lb up at 4-0-0,and 104 lb down and 137 lb up at 31-6-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-13=-54,27-28=-20,25-26=-20,23-24=-20,18-22=-20,16-17=-20,14-15=-20 Concentrated Loads(lb) Vert:2=-40(F)10=-45(F)14=-42(F)8=-45(F)20=-22(F)30=-40(F)31=-40(F)32=-40(F)34=-40(F)36=-45(F)37=-45(F)38=-45(F)39=-45(F)42=-45(F)43=-45(F) 44=-45(F)45=2(F)49=2(F)50=2(F)51=2(F)52=2(F)53=-23(F)54=-22(F)55=-22(F)56=-22(F)57=-22(F)58=-22(F)59=-22(F)60=-22(F)61=-47(F) � I A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/1015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 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,seeANSI/tPll Quality Cdteda,05549 and BCSI Bolding Component 6904 Parke East Blvd. Safely kNoimallonavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Nowakowska • / 718057049 J190393.1-R CO2 Hip 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:04:18 2019 Page 1 ID:QAVY9gD_I4HCR9hO_aAPJryzsQV-W iLi57eyA3XQW wCMo?iahKg6kU_TzguRvCAPgXygKVB 6-0-0 4-11-0 �-6-/ I &314 I 13-1-8 1114-5-81 21-1-0 { 27-8-8 I 29-8-0 3¢Or8 32-10-8 134-2-81358 1 4-11-0 8-7-4 3314 3-9-10 6-7-8 6-7-8 1-11-8 014-9 2-10-0 1-4-0 1-5-8 0-5-12 Scale=1:60.6 0.25 Fii. 5x12= 1.5x4 II 3x6= 3x4 3x4 4x10 5x5= 1.5x4 II 3x6= = x5= = 5x5= 5x5=- 30 30 2 3 4 31 5 32 6 7 33 34 8 9 10 35 11 12 13 1121" ., a >� A N- :i7i6pi w LYah!! 97 nrl•,� :3,4 23.gr/r• o cv a d 28 2726 X25 22 21 20 19 18 15 14 5x5 II 5x5= 4x7= 4x4= 3x4= 3x4= 4x7= 5x5= 6x6= 5-6-4 14-5-8 34-8-0 4-11-0 5-9-01 12-10-12 I -- -21-1-0 _ I 27-8-8 ( 29-8-03Q-O.8 32-to-e 13az-e -9-0 4-11-0 4-19-0 7-4-8 0-111-128 6-7-e 6-7-8 1.11-9 OI4JB z-10-0 1-a0�s- 0-6-4 1-4-0 1-0-0 Plate Offsets(X,Y)-- [7:0-2-8,0-3-0],[29:0-2-0,0-2-8],[29:0-2-0,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.22 20-21 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.41 20-21 >626 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.53 Horz(CT) 0.02 15 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight:190 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc purlins, BOT CHORD 2x4 SP No.2*Except* except end verticals. 2-27,2-26,5-25,6-22:2x4 SP 2250F 1.9E BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.2*Except* 2-29:2x8 SP DSS REACTIONS. (lb/size) 15=798/0-5-8,25=1297/0-5-8,29=505/0-5-4 Max Horz 29=102(LC 11) Max Uplift 15=-346(LC 9),25=-437(LC 9),29=-406(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-348/271,2-3=-332/221,3-4=-333/223,4-5=-379/680,5-6=-506/968, 6-7=-1375/593,7-8=-1216/536,8-9=-1216/536,9-10=-1221/537,10-11=-1215/533, 11-12=-553/238 BOT CHORD 27-29=-301/229,26-29=-146/251,2-29=-306/236,25-26=-313/286,24-25=-992/443, 20-21=-559/1396,19-20=-506/1216,18-19=-183/402,11-17=-636/294,15-16=-773/369, 12-16=-668/335 WEBS 1-27=-319/390,6-24=-1030/453,12-17=-298/713,4-25=-435/210,10-19=-402/186, 11-19=-447/1092,6-21=-651/1561,7-21=-344/247 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=36ft;eave=5ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-8-9,Interior(1)3-8-9 to 35-6-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)29 considers parallel to grain value using ANSI/-PI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 346 lb uplift at joint 15,437 lb uplift at joint 25 and 406 lb uplift at joint 29. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 i ► 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI1.7473 rev.10o32O15 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.seeANS1/TPl1 Qualify Cdterla,031129 and SCSI Building Component 6904 Parke East Blvd. Safety Infoanallonovoilable from Truss Rate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314 Tampa,FL 33610 Job Truss Truss Type Qty Ply Nowakowska • • T18057050 J190393-1-R CO3 Hip 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:04:20 2019 Page 1 ID:QAVY9gD_I4HCR9hO_aAPJryzsQV-S4TS W pfCign8l EMIwQk2mIvQPHhvRaPkM W fW I PygKV9 4-11-0 6- 8-0-0 9-3-14 13-1-8 14-5-821-0-12 27-8-0 30-0-8 32-10-8 34-2-8 35-8-0 1 4-11-0 0-7-4 2-5-12 11-3-141 3-9-10 1 1-4-0 6-7-4 6-7-4 1 2-4-8 1 2-10-0 11-4-0 1 1-5-8 Scale=1:60.6 0.2512 5x12— 3x6 3x4= 3x4 II 4x10= 3x4= 5x5= 1.5x4 I I 5x5— 5x5— 5x5= — — 29 2 3 4 30 5 31 6 7 32 33 9 34 10 11 12 fili s :8: c! i 322 §1615212lIm N IC." o 27 26 25 X24 21 20 19 18 17 14 13 5x5 15x5= 4x7= 3x5= 3x4= 3x4= 4x7= 5x5= 6x6= 5-6-4 14-5-8 34-8-0 4-11-0 50-1--(0 8-0-0 12-1x12 1 8 21-0-12 27-8-0 30-x8 32-tae 34-2-6 s-8- ----- --4-11-0 0-f-0�~z a-0-12 0-111;28 - z 1 6-7-4 I 6-7-4 1 2-4-8 1 z-10.0 134-1 1d-5- 0-6-4 1-4-0 1-0-0 Plate Offsets(X,Y)-- [28:0-2-0,0-2-81,[28:0-2-0,0-2-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.20 19-20 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.38 19-20 >672 180 BCLL 0.0 * Rep Stress Incr YES WB 0.52 Horz(CT) 0.02 14 n/a n/a BCDL 10.0 Code FBC2017/1P12014 Matrix-MSH Weight:190 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-14 oc purlins, BOT CHORD 2x4 SP No.2*Except* except end verticals. 2-26,2-25,5-24,6-21:2x4 SP 2250F 1.9E BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.2*Except* 2-28:2x8 SP DSS REACTIONS. (lb/size) 14=801/0-5-8,24=1288/0-5-8,28=511/0-5-4 Max Horz 28=102(LC 11) Max Uplift 14=-347(LC 9),24=-432(LC 9),28=-408(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-348/271,2-3=-328/217,3-4=-327/217,4-5=-361/649,5-6=-477/915, 6-7=-1370/601,7-8=-1228/537,8-9=-1235/542,9-10=-1229/538,10-11=-551/238 BOT CHORD 26-28=-301/229,2-28=-302/234,24-25=-289/272,23-24=-984/439,19-20=-550/1370, 18-19=-510/1230,17-18=-182/399,10-16=-620/286,14-15=-776/371,11-15=-674/338 WEBS 1-26=-319/389,11-16=-297/708,4-24=-428/204,6-23=-1014/444,9-18=-447/206, 10-18=-453/1115,6-20=-650/1542,7-20=-350/253 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=36ft;eave=5ft;Cat. Il;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-8-9,Interior(1)3-8-9 to 35-6-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)28 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 347 lb uplift at joint 14,432 lb uplift at joint 24 and 408 lb uplift at joint 28. Joaquin Velez PE No.68182 Mitek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 I I 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1111-7473 rev.10032015 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,seeANSVTP11 Qualify Cdteda,DS1149 and SCSI Belding Component 6904 Parke East Blvd. Safety YMommMonavailable from Truss Rate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Nowakowska • 718057051 J190393-1-R C04 Hip 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:04:22 2019 Page 1 I D:QAVY9gD_I4HCR9hO_aAPJ ryzsQV-OTbCxVhSEH 1 s?XW 71 m W sA_mG5MrvUx1 gg8dplygKV7 4-11-0 -6 9-3-14 10-011 13-1-8 114-5-81 21-1- 0 1 25-8-0 1 27-8-8 I 30-0-8 I 32-10-8 134-2-8135-8-01 4-11-0 d-7-4 3-9-10 0-8-2 3- 1-8 1-4-0 6-7-8 4-7-0 2-0-8 2-4-0 2-10-0 1-4-0 1-5-8 Scale=1:60.6 0.25 12 3x4= = 3x6= 3x4 II 4x10= 3x4= 3x6= 5x5 5x12= 1.5x4 1.5x4 11 555 555= 1 30 2 3 4 31 5 32 6 7 33 348 9 10 35 11 12 13 - rr n N �__ 3• ,.. N (Si @ I q:4 23® 1417 16f 14 Im d 28 27 26 25 22 21 20 19 18 15 14 5x5 115x5= 4x7= 3x5= 3x4= 3x4= 4x7= 5x5= 6x6 5-6-4 14-5-8 34-8-0 4-11-0 5$01 10-00 12-10-12 13�t-e 21-1-0 I 25-8-0 I 27-8-8 1 _30.0-8 3z-10-e 13a-z-e -B9 4-11.0 0-4-0 4-5-12 210120-1;2 2 6-7-8 4-7-0 2-0-9 2-4-0 2-10-0 1-4-o d5 0-6-4 1-4-0 1-0-0 Plate Offsets(X,Y)-- [29:0-2-0,0-2-8],[29:0-2-0,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.20 20-21 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.38 20-21 >674 180 BCLL 0.0 * Rep Stress lncr YES WB 0.52 Horz(CT) 0.02 15 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight 191 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-2 oc purlins, BOT CHORD 2x4 SP No.2*Except` except end verticals. 2-27,2-26,5-25,6-22:2x4 SP 2250F 1.9E BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.2*Except* 2-29:2x8 SP DSS REACTIONS. (lb/size) 15=800/0-5-8,25=1290/0-5-8,29=510/0-5-4 Max Horz 29=102(LC 11) Max Uplift 15=-347(LC 9),25=-435(LC 9),29=-407(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-348/271,2-3=-330/222,3-4=-359/639,4-5=-360/640,5-6=-474/897, 6-7=-1346/588,7-8=-1231/547,8-9=-1233/548,9-10=-1235/545,10-11=-1229/541, 11-12=-551/237 BOT CHORD 27-29=-301/229,2-29=-302/232,25-26=-293/276,24-25=-991/444,20-21=-535/1346, 19-20=-513/1231,18-19=-181/399,11-17=-627/291,15-16=-776/370,12-16=-673/337 WEBS 1-27=-319/390,6-24=-1002/440,12-17=-295/709,3-25=-415/202,10-19=-433/195, 11-19=-459/1116,6-21=-641/1521,7-21=-348/250 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=36ft;eave=5ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-8-9,Interior(1)3-8-9 to 35-6-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)29 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 347 lb uplift at joint 15,435 lb uplift at joint 25 and 407 lb uplift at joint 29. Joaquin Velez PE No.68182 Mitek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1003/2015 BEFORE USE. mll• 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,seeANSI/TP11 Quality Cdteda,DS$49 and SCSI Building Component 6904 Parke East Blvd. Safely IMonnasornvailable from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Nowakowska • • T18057052 J190393-1-R C05 Hip 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:04:23 2019 Page 1 ID:QAVY9gD_I4HCR9hO_aAPJryzsQV-tf968rh4?b9jch5KbYl mONXxBVigexCB2UtAMkygKV6 4-11-0 16- 9-3-14 I 12-0-0 113-1 14-5-8I 21-1-0 23-8-0 27-8-8 30-0-8 32-10-8 134-2-8135-8-0 -7-A3-9-10 2-8-2 III I4-11-0 8 2-7-0 4-0-8 2-4-0 2-10-0 1-4-0 1-5-8 Scale=1:60.6 0.25 12 3x4 II 3x6= 4x10= 3x4= 3x6= 5x5= 5x12= 3x4= 1.5x4 II 1.5x4 II 5x5= 5x5=- 1 1 30 2 3 31 4 5 32 6 7 33 8 34 9 10 35 11 12 13 x w rA Y _ N N N 0 •• - -�-17 1 ., I •, r 4 23: _. .. .. - 59-9 Im o d 28 27 26 •25 22 21 20 19 18 15 14 5x5 I 15x5= 4x7= 385= 3x4= 3x4= 4x7= 5x5= 6x6= 5-6-4 13-1-B 34-8-0 I 4-11-0 4-11-0 0.5T-001 12-0-0 6-5-12 If-110_0-42i 214-5-81-4-01 21-1-0 6-7-8 I 23-8-02-7-0 1 27-8-8 4-0-8 I 30-02-ao-8 I 32-12-10.0-08 1341-4-Ods- 2-8 -81 0-6-4 0-2-12 1-0-0 Plate Offsets(X,Y)-- [29:0-2-0,0-2-8],[29:0-2-0,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.19 20-21 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.37 20-21 >697 180 BCLL 0.0 * Rep Stress Incr YES WB 0.52 Horz(CT) 0.02 15 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight 191 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-5 oc purlins, BOT CHORD 2x4 SP No.2*Except* except end verticals. 2-27,2-26,5-25,6-22:2x4 SP 2250F 1.9E BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.2*Except* 2-29:2x8 SP DSS REACTIONS. (lb/size) 15=801/0-5-8,25=1288/0-5-8,29=511/0-5-4 Max Horz 29=102(LC 11) Max Uplift 15=-347(LC 9),25=-435(LC 9),29=-407(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-348/271,2-3=-330/221,3-4=-352/628,4-5=-351/627,5-6=-459/870, 6-7=-1331/585,7-8=-1224/546,8-9=-1226/545,9-10=-1229/542,10-11=-1222/537, 11-12=-553/238 BOT CHORD 27-29=-301/229,2-29=-302/233,25-26=-290/275,24-25=-996/448,20-21=-531/1331, 19-20=-509/1224,18-19=-182/401,11-17=-621/288,15-16=-776/370,12-16=-673/337 WEBS 1-27=-319/390,6-24=-992/434,12-17=-296/711,3-25=-403/195,10-19=-440/199, 11-19=-453/1103,6-21=-637/1504,7-21=-352/253 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=36ft;eave=5ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-8-9,Interior(1)3-8-9 to 35-6-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)29 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 347 lb uplift at joint 15,435 lb uplift at joint 25 and 407 lb uplift at joint 29. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. , Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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.seeANSI/TPll Quality Cdtsda,DSS-119 and BCSI 8ufidIng Componint 6904 Parke East Blvd. Safety Iiformatlonovailoble from Truss Rote Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314 Tampa,FL 33610 Job Truss Truss Type Qty Ply Nowakowska • • T18057053 J190393-1-R C06 Hip 1 1 Job Reference(optional) J Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:04:25 2019 Page 1 `� 0 I D:QAVY9gD_I4HC R9hO_aAPJryzsQV-p2G LZXj LXCP Rs?FijzKETocJcIQx6t?TW oMHQdygKV4 4-11-0 0-7- 3-9-10 I 3-9-10 16-9.88 17-10-1 3.11 9 I 3-11-7 0l10.15 5-0-1 8 I 2-4-0 I 4-2-0 135-8-01 -5-8 Scale=1:63.0 0.25 I12 4x4= 5x12= 3x4= 3x6= 3x4= 3x6= 1.5x4 II 1.5x4 II 2x4 II 1 26 2 3 27 4 285 6 7 829 30 9 10 31 11 12 � Mil l. i• u u N ' N S 3x6= 19 18 17 16 efii a 24 23 22 21 5x5= 3x4= 4x4= 4x4= 14 13 2x4 II 6x6 2x4 11 2x4 11 2x4= 5-6-4 7-4-8 - 35-8-0 — 411-0 0--0 I 12 1�r 1 1 0.22 489 I 3.171 0.2 27-8-85-0 II 30-0-8 34-2-8 �0.'5� I 0-6-4 1-0-0 Plate Offsets(X,Y)— [19:0-2-8,0-3-0],[25:0-2-0,0-2-8],[25:0-2-0,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. II DEFL. in (lac) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.21 17-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.39 17-18 >655 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.44 Horz(CT) 0.02 14 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight:182 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-11 oc purlins, BOT CHORD 2x4 SP No.2*Except* except end verticals. 2-23,2-22,4-21:2x4 SP 2250F 1.9E BOT CHORD Rigid ceiling directly applied or 5-2-5 oc bracing. WEBS 2x4 SP No.2*Except* 2-25:2x8 SP DSS REACTIONS. (lb/size) 14=777/0-5-8,21=1371/0-5-8,25=451/0-5-4 Max Horz 25=102(LC 11) Max Uplift 14=-340(LC 9),21=-459(LC 9),25=-395(LC 8) Max Gray 14=781(LC 22),21=1371(LC 1),25=451(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-348/271,2-3=-338/245,3-4=-404/806,4-5=-741/302,5-6=-739/301, 6-7=-1831/762,7-8=-1834/763,8-9=-1633/680,9-10=-1635/678,10-11=-1633/674 BOT CHORD 23-25=-301/229,22-25=-204/267,2-25=-305/235,21-22=-480/323,20-21=-1049/470, 4-20=-975/469,19-20=-1114/543,18-19=-294/790,17-18=-741/1832,16-17=-681/1631, 14-15=-759/371,11-15=-763/400 WEBS 1-23=-319/389,3-22=-85/388,3-21=-464/207,10-16=-349/190,11-16=-705/1750, 4-19=-808/1940,6-19=-621/332,6-18=-475/1118 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=36ft;eave=5ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-8-9,Interior(1)3-8-9 to 35-6-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 5x5 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s)25 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 340 lb uplift at joint 14,459 lb uplift at joint 21 and 395 lb uplift at joint 25. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 ith. 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.10/0.312015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/Ipl1 Quality Criteria,DS899 and SCSI Bolding Component 6904 Parke East Blvd. Safety ksformallomwailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314 Tampa,FL 33610 Job Truss Truss Type Qty Ply Nowakowska • • T18057054 J190393-1-R C07 Hip 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:04:26 2019 Page 1 I D:QAVY9gD_I4HCR9hO_aAPJ ryzsQV-H Egjntkzl W XIT9pvGhrT009 W nil PrLpdkS6gy3ygKV3 I 4-11-0 6-4 9-3-14 1 12-10-12 + 15-1-0 1p-1017-5o I 19-9-8 1 23-6-8 27-8-8 I 30.0.8 1 34-2-8 4-11-0 -7-4 3-9-10 3414 2-2-49168 2-4-8 3-9-0 4-2-0 2-4-0 4-2-0 Scale=1:60.1 0.2512 1.5x4 II 1.5x4 I I 1.5x4 II 1.5x4 25 25x12= 3 4 26 5 8 7 89 27 10 28 11 12 29 13 r1t=�Ft1 n '.1014 % d ,,.�,,tt @•1 E7 32 , 1 ' 3 N N r ,Ll L• � C� t:l Cl gl 2330 22 21 20 19 18 17 16 15 14 1.5x4 II 5x5 113x5= 5x5= 1.5x4 II 3x8= 1.5x4 II 5-6-4 I 411-0 1 12-10-12 1 15-1-0 1e-.310j3 17-5-0 1 19-8-0 10708 23$8 1 27-8-8 1 30-0-8 1 34-2-8 4-11-0 0--0 7.4.8 2-2.4 9- 1$8 2.3-0 3-9-0 4-2-0 2-4-0 4-2-0 0-6-4 Plate Offsets(X,Y)— [19:0-2-8,0-3-0],[24:0-2-0,0-2-8],[24:0-2-0,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 1 Vert(LL) -0.10 16-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.20 16-17 >860 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.34 Horz(CT) -0.02 17 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH ' Weight:182 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-24:2x8 SP DSS REACTIONS. All bearings Mechanical except(jt=length)20=0-5-8,17=0-3-8,24=0-5-4. (Ib)- Max Horz 24=103(LC 11) Max Uplift All uplift 100 lb or less at joint(s)except 14=-196(LC 9),20=-187(LC 12),17=-329(LC 9), 24=-427(LC 8) Max Gray All reactions 250 lb or less at joint(s)except 14=440(LC 22),20=591(LC 1),17=915(LC 1),24=553(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-353/271,2-3=-321/212,3-4=-245/472,4-5=-190/431,5-6=-183/425,6-7=-183/425, 7-8=-240/537,8-9=-240/537,9-10=-242/539,10-11=-560/265,11-12=-561/262, 12-13=-561/258,13-14=-410/216 BOT CHORD 22-24=-304/228,2-24=-304/238,20-21=-244/260,19-20=-470/313,18-19=-425/256, 17-18=-425/256,15-16=-273/559 WEBS 1-22=-320/395,3-20=-333/145,13-15=-280/629,10-16=-132/416,10-17=-857/421 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=34ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-6-13,Interior(1)3-6-13 to 34-0-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 3x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s)for truss to truss connections. 8) Bearing at joint(s)24 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 196 lb uplift at joint 14,187 lb uplift at joint 20,329 lb uplift at joint 17 and 427 lb uplift at joint 24. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 mit , 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MtTEK REFERANCE PAGE MII-7473 rev.10/0372015 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,seeAN31/IP11 Quality Cd t.da,D3849 and SCSI Bolding Component 6904 Parke East Blvd. Safely HlfaanaNanavailable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314 Tampa,FL 33610 Job Truss Truss Type Qty Ply Nowakowska • • T18057055 J190393-1-R C08 Roof Special 4 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:04:27 2019 Page 1 ID:piblaxdLSd_ggLc1 vrNwzDygg3i-1005_Clb3gg951O5gOMiYDihN64eao5mz6rOVVygKV2 19.64 411-0 --66--4} 9-3 14 15-1-0 17-5-0 17 1 23-6-8 27-8-8 30-0-8 34-2-8 I 4-11-0 7-4 3-9-10 5-9-2 l 2 4-0 0 Sb 1-80/ I 4-0 4 I 4-2-0 I 2-4-0 I 4-2-0 I Scale=1:59.1 0.25 FIT 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 24 25x12= 3 4 25 5 6 7 8 26 9 27 10 11 28 • 12 1 ct ...„....„:1 2 n E1 31 co g ,:_. I xi U. i LI : a A 22 29 21 20 19 18 17 16 15 14 13 1.5x4 I I 5x5 113x5= 5x5= 1.5x4 II 5-6-4 4-11-0 5 0 12-10-12 15-1-0 17-5-0 19.6-4 27-8-8 30-0-8 34-2-8 I 4-11-0 O-R-o I 7-4-8 I 2-z0/ I 2 4 0 I z-10/ I 8-2-4 I 2-4-0 I 4-2-0 06-4 Plate Offsets(X,Y)-- 118:0-2-8,0-3-0],[23:0-2-0,0-2-8],[23:0-2-0,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.10 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.20 15-16 >861 180 BCLL 0.0 * Rep Stress Incr YES WB 0.34 Horz(CT) -0.02 16 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight:183 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-23:2x8 SP DSS REACTIONS. All bearings Mechanical except(jt=length)19=0-5-8,16=0-3-8,23=0-5-4. (Ib)- Max Horz 23=103(LC 11) Max Uplift All uplift 100 lb or less at joint(s)except 13=-195(LC 9),19=-187(LC 12),16=-332(LC 9), 23=-426(LC 8) Max Gray All reactions 250 lb or less at joint(s)except 13=440(LC 22),19=583(LC 1),16=923(LC 1),23=602(LC 21) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-353/271,2-3=-321/212,3-4=-243/467,4-5=-190/432,5-6=-184/429,6-7=-182/426, 7-8=-183/427,8-9=-241/545,9-10=-561/264,10-11=-562/261,11-12=-562/258, 12-13=-410/215 BOT CHORD 21-23=-304/228,2-23=-306/238,19-20=-239/260,18-19=-464/313,17-18=-427/257, 16-17=542/305,14-15=-271/560 WEBS 1-21=-320/395,4-19=-253/189,8-16=-315/195,12-14=-278/630,3-19=-329/145, 9-16=-852/415,9-15=-133/421 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=34ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-6-13,Interior(1)3-6-13 to 34-0-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 3x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Bearing at joint(s)23 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 195 lb uplift at joint 13,187 lb uplift at Joaquin Velez PE No.68182 joint 19,332 lb uplift at joint 16 and 426 lb uplift at joint 23. MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 -- V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev.10/03/2015 BEFORE USE. -- Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSVIPI1 Quality Citeda,DSII-89 and SCSI Building Component 6904 Parke East Blvd. Satiety Inlamallonovailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Nowakowska • • 718057056 J190393-1-R 001 Half Hip Girder 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville.FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:04:29 2019 Page 1 ID:QAVY9gD_14HCR9hOaAPJryzsQV-hpWsPumrbRwsKcYTypPAeen_UvlO2h?3RQKVZOygKVO 1 1-4-0 g-o- 4 5-6-4 I 11-0-8 I 13-5-8 I 18-11-12_ 22-11-8 I 24-6-0 1-4-0 8-01 3-6-4 5-6-4 2-5-0 5-6-4 3-11-12 1-6-8 0.25 I12 Scale=1:43.0 NAILED 4x4— 3x4= 3x4= 1.5x4 I I 1.5x4 II 5x5= 4x4= 1 2 3 4 20 P1 5 6 7 CI LC El ii fi El c Ll II II m I II II CI IIt 8o N m 01716 22 23 15 24 25 26 14 27 13 28 29 30 12 31 32 11®� 10 Ib 18 2x4 II NAILED 5x5= NAILED 3x4 NAILED 3x4= NAILED NAILED 4x4= NAILED 919 8 3x6 II Special NAILED NAILED NAILED NAILED 1.5x4 II 3x6 II 1.5x4 II 1.5x4 II 3x4= 2x4= NAILED 1-4-0 5-6-4 11-0-8 13-5-8 18-11-12 22-11-8 24-6-0 1 1.4-0 I 4-2-4 1 5-6-4 1 2-5-0 I 5-6-4 1 3-11-12 I 1-6-8 Plate Offsets(X,Y)-- [6:0-2-8,0-3-0],[15:0-2-4,0-3-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.28 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.27 14-15 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.44 Horz(CT) 0.14 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight:138 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-6 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-11-13 oc bracing. OTHERS 2x4 SP No.2 WEBS T-Brace: 2x4 SP No.2-1-15,7-12 Fasten(2X) T and I braces to narrow edge of web with 10d (0.131"x3")nails,6in o.c.,with 3in minimum end distance. Brace must cover 90%of web length. REACTIONS. (lb/size) 19=946/0-3-8,8=958/Mechanical Max Horz 19=173(LC 22) Max Uplift 19=-1078(LC 4),8=-1106(LC 5) Max Gray 19=1372(LC 30),8=1400(LC 29) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 17-19=-1323/1011,1-17=-1188/928,1-2=-1984/1439,2-3=-1982/1438,3-4=-2721/1983, 4-5=-2721/1983,5-6=-2721/1983,6-7=-1948/1465,8-10=-1358/1091,7-10=-1214/973 BOT CHORD 14-15=-1490/2041,13-14=-2061/2750,12-13=-1570/1994 WEBS 1-15=-1633/2134,3-15=-673/537,3-14=-655/874,6-13=-686/873,6-12=-699/564, 7-12=-1663/2158 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=25ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1078 lb uplift at joint 19 and 1106 lb uplift at joint 8. 8)"NAILED"indicates 3-10d Nails(0.148"x 3") toe-nails per NDS guidelines. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)255 lb down and 199 lb up at 2-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 10)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 11) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Joaquin Velez PE No.68182 Mitek USA,Inc.FL Cert 6634 LOAD CASE(S) Standard 6904 Parke East Blvd.Tampa FL 33610 Date: Continued on page 2 September 9,2019 I V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ll 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' ek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Ci tech,D5849 and 1031 Building Component 6904 Parke East Blvd. Safety Infonnallonzivailoble from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Nowakowska • • T18057056 J190393-1-R D01 Half Hip Girder 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 S Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:04:29 2019 Page 2 ID:QAVY9gD_14HCR9h0_aAPJryzsQV-hpWsPumrbRwsKcYTypPAeen_Uv102h?3RQKVZOygKVO LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-7=-54,18-19=-20,11-16=-20,8-9=-20 Concentrated Loads(Ib) Vert:7=-14(B)10=-6(B)22=-16(B)23=-8(B)24=-8(8)25=-8(B)26=-8(B)27=-8(B)28=-8(B)29=-8(B)30=-8(B)31=-8(B)32=-8(B) WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTok®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 hum systems.seeANSt/IP11 Quality Cdt.da,DS1149 and BCSI Bolding Component 6904 Parke East Blvd. Salsty ifolmallonavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Nowakowska • T18057057 J190393-1-R D02 Half Hip 2 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:04:30 2019 Page 1 I D:QAVY9gD_I4HCR9hO_aAPJ ryzsQV-9?4EcEnULl2jym7gV W wPAsJBfJAen2rCf3425gygKV? 1 1-4.0i 3-4.0 4-0-q 11-0-8 i 13-5 8 i 20 11-8 i 22-11-8 i 24-6-0 1-4-0 2-0-0 8- 7-0-8 2-5-0 7-6.0 2-0-0 1-6-8 0.25 12 Scale=1:42.5 1.5x4 II 3x4= 3x4= 3x4= 3x4= 5x5= 3x4= 1 22 2 3 4 23 24 5 6 7 12 _ / L__ 17 I13 o-_ �12 11 Gioni"r 2x4 II5x12=63 G 1� 21 20 5x12 16 15 14 13 1.5x4 II 9 8 2x5 I 11.5x4 II 3x4 II 4x4= 4x4= 3x4 II 1.5x4 II 2x5 II 1.5x4= 1.5x4=- 1-4-0 1-4-0 3-4.0 11-0-8 13-5-8 20-11-8 22-11-8 24-6-0 1-4-0 i 2-0-0 7-8-8 I 2-5-0 i 7-6-0 I 2-0-0 I 1-6-8 Plate Offsets(X,Y)-- [6:0-2-8,0-3-0] _ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.12 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.22 15-16 >999 180 BCLL 0.0 ' Rep Stress lncr YES WB 0.78 Horz(CT) 0.06 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight:164 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 21=896/0-3-8,8=896/Mechanical Max Horz 21=175(LC 9) Max Uplift 21=-427(LC 8),8=-428(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 19-21=-870/409,1-19=-834/403,1-2=-872/480,2-3=-875/485,3-4=-871/483, 4-5=-1472/634,5-6=-927/450,6-7=-921/436,8-10=-870/427,7-10=-834/421 BOT CHORD 2-17=-309/281,14-15=-719/1472,6-12=-339/299 WEBS 1-17=-529/1143,7-12=-585/1192,15-17=-678/1249,4-17=-708/347,12-14=-663/1267, 5-12=-620/279 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=25ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 24-4-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 5) Refer to girder(s)for truss to truss connections. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 427 lb uplift at joint 21 and 428 lb uplift at joint 8. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 9,2019 mi A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication.storage.delivery,erection and bracing of trusses and truss systems.seeANSVlPIt Quality Cdl.da,D3549 and SCSI Bolding Component 6904 Parke East Blvd. Safety IMolmalomavoilable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Nowakowska • T18057058 J190393-1-R D03 Half Hip Girder 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:04:32 2019 Page 1 ID:QAVY9gD_I4HCR9h0_aAPJryzsQV-60C_1 woktMI RB4H2dxytFHPTU7oaF?XV7NZ99jygKUz 11-4-0 -0-q 3-4-0 I 11-0-8 I 13-5-8 I 20-11-8 I 22-11-8 I 24-6-0 1-4-0 8-0 1-4-0 7-8-8 2-5-0 7-6-0 2-0-0 1-6-8 Scale=1:44.3 0.25 12 NAILED NAILED NAILED NAILED NAILED NAILED 3x5= 3x4= 3x4 II NAILED NAILED 3x4 NAILED 3x4- NAILED NAILED 5x5=NAILED 3x5 1 2 3 22 23 24 25 4 26 27 5 28 29 30 31 6 32 7 a1�� It>r_ 1111MMi�1 IriMIIll: en 0 1918 - ____________ -.....---------11111iiiiiiiiiiiiiiiiiii- ----- --------_-,,- _ , 8 17— ____________ `12 11 al 1D a ll Il II It Il II 4s G g la 33 34 21 20 5x12= 16 35 36 37 15 38 14 39 40 41 42 13 5x12= 9 8 3x6 II Special 4x4 II NAILED NAILED 4x4 NAILED 4x4 NAILED NAILED 3x4= 1.5x4 II 3x6 II 1.5x4 II NAILED NAILED NAILED NAILED NAILED 1.5x4= 1.5x4 II 1.5x4 H 1.5x4= NAILED 1-4-0 3-4-0 11-0-8 13-5-8 20-11-8 22-11-8 24-6-0 1 1-4-0 I 2-0-0 I 7-8-8 2-5-0 I 7-6-0 I 2-0-0 i 1-6-8 Plate Offsets(X,Y)-- [6:0-2-4,0-3-0],[13:Edge,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.30 15-16 >953 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.38 15-16 >755 180 BCLL 0.0 * Rep Stress Incr NO WB 0.51 Horz(CT) 0.09 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight:164 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-5 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-0-11 oc bracing. OTHERS 2x4 SP No.2 WEBS T-Brace: 2x4 SP No.2-12-14,5-12,15-17,4-17 Fasten(2X) T and I braces to narrow edge of web with 10d (0.131"x3")nails,6in o.c.,with 3in minimum end distance. Brace must cover 90%of web length. REACTIONS. (lb/size) 21=910/0-3-8,8=924/Mechanical Max Horz 21=173(LC 5) Max Uplift 21=-1117(LC 4),8=-1145(LC 5) Max Gray 21=1397(LC 30),8=1427(LC 29) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 19-21=-1366/1057,1-19=-1277/994,1-2=-1444/1111,2-3=-1444/1111,3-4=-1451/1122, 4-5=-2334/1821,5-6=-1437/1115,6-7=-1433/1107,8-10=-1393/1134,7-10=-1268/1026 BOT CHORD 3-17=-379/375,15-16=-290/395,14-15=-1861/2362,13-14=-307/402,6-12=-385/376 WEBS 12-14=-1562/1972,5-12=-1005/785,7-12=-1447/1823,15-17=-1606/1988, 4-17=-1053/779,1-17=-1430/1833 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=25ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1117 lb uplift at joint 21 and 1145 lb uplift at joint 8. 8)"NAILED'indicates 3-10d Nails(0.148"x 3') toe-nails per NDS guidelines. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)189 lb down and 147 lb up at 2-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 10)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 LOAD CASE(S) Standard 6904 Parke East Blvd.Tampa FL 33610 Date: Continued on page 2 September 9,2019 V WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MIfEK REFERANCE PAGE M/-7473 rev.10/03/2015 BEFORE USE. MI 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.seeANSVIMI QuaNly Cdterla,DMI-89 and SCSI Building Component 6904 Parke East Blvd. Safely IMonnatlonavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Nowakowska • 718057058 J190393-1-R D03 Half Hip Girder 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:04:32 2019 Page 2 ID:QAVY9gD_I4HCR9hO_aAPJryzsQV-60C_1 woktMIRB4H2dxytFHPTU7oaF?XV7NZ99jygKUz LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-7=-54,20-21=-20,17-18=-20,13-16=-20,11-12=-20,8-9=-20 Concentrated Loads(Ib) Vert:7=-15(F)10=-7(F)33=-10(F)34=-1(F)35=-1(F)36=-1(F)37=-1(F)38=-1(F)39=-1(F)40=-1(F)41=-1(F)42=-1(F)43=-1(F) • A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10303'2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,seeAN$t/IPII Quality Criteria,DSa-$9 and BCSI Bolding Component 6904 Parke East Blvd. Safety Informatbrpvailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Oty Ply Nowakowska • a T18057059 J190393-1-R E01 Hip Girder 1 e� L Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 6 14:04:34 2019 Page 1 I D:QAVY9gD_I4HCR9hO_aAPJryzsQV-2nJl Scq_PzY9RNRRkM_LLi UxfwYJjzKoah2FDbygKUx 1 4-5-8 1 5-9-8 1 8-0-1 11-4-12 12-11-15 113.8-1 2 18-10-8 i I 4-5-8 1-4-0 2-2-9 3-4-11 1-7-3 0 8 13 5-1-12 Scale=1:32.4 0.25 Fri 1.5x4 II 4x10= 3x4= 1.5x4 II 3x4= 1.5x4 II 354= 13x6= 2 3 4 5 6 7 8 ■ tsIIMINtS - IS i . j r �� ■ ISMOWO CO o __ rb co Y l0 N N fl ,a 13,E rA O car L7 o—J "' 0 3x6= n n ,(, md 16 K 34_ 12 17 18 1119 20 10 9 15 Special NAILED NAILED Special 2x4 11 6x6= 4x4 II 3x4= 3x4= 2x4 II 4-0-0 -5-9 5-9-8 1 6-0-1 1 11-4-12 12-11-15 10-8-13 3-8.12 18-10-8 4-0-0 5 1-4-0 2-2-9 3-4-11 1-7-3 0 8 13 5-1-12 Plate Offsets(X,V)-- [15:0-3-0,0-4-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.05 11-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) 0.06 11-12 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.30 Horz(CT) 0.02 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight:226 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2*Except* except end verticals. 15-16,9-12:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2*Except* 1-16:2x6 SP No.2 REACTIONS. (lb/size) 9=847/Mechanical,15=1475/0-5-7 Max Horz 15=100(LC 31) Max Uplift 9=-612(LC 5),15=-1270(LC 4) Max Gray 9=849(LC 36),15=1652(LC 39) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-16=-220/403,1-2=-532/854,2-3=-716/1093,3-4=-1562/1191,4-5=-1560/1190, 5-6=-1560/1190,6-7=-1561/1191,7-8=-1562/1187,8-9=-810/653 BOT CHORD 14-15=-1207/979,13-14=-1036/933,12-13=-320/248,3-13=-328/247,11-12=-856/765, 10-11=-1229/1544 WEBS 1-15=-962/600,3-14=-1306/1082,8-10=-1299/1641,3-11=-916/1657 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 1-0-0 oc,2x4-1 row at 1-0-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 1-0-0 oc,2x4-1 row at 1-0-0 oc. Webs connected as follows:2x4-1 row at 1-0-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 612 lb uplift at joint 9 and 1270 lb uplift at joint 15. Joaquin Velez PE No.68182 10)"NAILED"indicates 3-10d Nails(0.148"x 3") toe-nails per NDS guidelines. Mitek USA,Inc.FL Cart 6634 11) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)332 lb down and 143 lb up at 6904 Parke East Blvd.Tampa FL 33610 0-2-12,and 296 lb down and 500 lb up at 8-0-2,and 686 lb down and 458 lb up at 12-11-3 on bottom chord. The design/selection Date: of such connection device(s)is the responsibility of others. September 9,2019 Continued on page 2 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVIPII Quality Cdteda,DSB-89 and SCSI SuadIng Component 6904 Parke East Blvd. Safety mfonnationavailable from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Nowakowska • T18057059 J190393-1-R E01 Hip Girder 1 2 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.320 s Aug 28 2019 Mitek Industries,Inc. Fri Sep 6 14:04:34 2019 Page 2 ID:QAVY9gD_I4HCR9hO_aAPJryzsQV-2nJIScq_PzY9RNRRkM_LUUxfwYJjzKoah2FDbygKUx LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-8=-54,15-16=-20,1