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1802 SEMINOLE RD RES ADD PERM RESIDENTIAL ADDITION PERMIT PERMIT NUMBER CITY OF ATLANTIC BEACH RESA18-0032 ISSUED: 2/4/2019 800 SEMINOLE ROAD ATLANTIC BEACH. FL 32233 EXPIRES: 8/3/2019 CODE,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 IPMC, AND CITY OF BEACH CODE OF • ' ALL CONDITIONS OF PERMIT APPLY, PLEASE 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. • : •N: VALUE OF • RESIDENTIAL ADDITION SINGLE ROOM ADDITION - GARAGE 1802 SEMINOLE RD OR TWO FAMILY RESIDENTIAL ORIENTATION $175000.00 ADDITION TYPE OF • • GROUP: 172020 0502 SELVA MARINA UNIT 09 COMPANY: ADDRESS: PILLAR LLC 3167 ST JOHNS BLUFF ROAD JACKSONVILLE FL 32246 • ADDRESS: PILLAR LLC 3167 ST JOHNS BLUFF ROAD JACKSONVILLE FL 32246 WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT t IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. LIST OF • . Roll off container company must be on City approved list . Container cannot be placed on City right-of-way. 1 PUBLIC WORKS DRIVEWAY APRON INFORMATIONAL Notes: All concrete driveway aprons must be 5 inches thick,4000 psi,with fibermesh from edge of pavement to the property line. Reinforcing rods or mesh are not allowed in the right-of-way. Issued Date: 2/4/2019 1 of 2 sus' RESIDENTIAL ADDITION PERMIT PERMIT NUMBER r, CITY OF ATLANTIC BEACH RESA18-0032 ISSUED: 2/4/2019 800 SEMINOLE ROAD ATLANTIC BEACH. FL 32233 EXPIRES: 8/3/2019 2 PUBLIC WORKS EROSION CONTROL INSTALLATION INFORMATIONAL Notes: Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities. Contact the Inspection Line(904-247 -5814)to request an Erosion and Sediment Control Inspection prior to start of construction. 3 PUBLIC WORKS ON SITE RUNOFF INFORMATIONAL Notes: All runoff must remain on-site during construction. 4 PUBLIC WORKS POST CONSTRUCTION TOPO SURVEY INFORMATIONAL Notes: If on-site storage is required,a post construction topographic survey documenting proper construction will be required. All water runoff must go to retention area and retention overflow must run to street. 5 PUBLIC WORKS ROLL OFF CONTAINER INFORMATIONAL Notes: Roll off container company must be on City approved list(Advanced Disposal,Realco Recycling,Shapells,Inc.,Republic Services,Donovan Dumpsters, Phillips Containers,JDog/Dennis Junk Removal). Container cannot be placed on City right-of-way. 6 PUBLIC WORKS RIGHT OF WAY RESTORATION INFORMATIONAL Notes: Full right-of-way restoration,including sod,is required. 7 PUBLIC WORKS RUNOFF INFORMATIONAL Notes: All runoff must remain on-site. Cannot raise lot elevation. 8 PUBLIC WORKS MAXIMUM DRIVEWAY INFORMATIONAL Notes: Maximum driveway width within the City right-of-way is 20 feet. 9 PUBLIC WORKS TORO SURVEY INFORMATIONAL Notes: Must provide a topographic(TOPO)survey with water retention for final C.O. Inspection. DESCRIPTION ACCOUNT QUANTITY PAID AMOUNT BUILDING PERMIT 455-0000-322-1000 0 $705.00 BUILDING PLAN CHECK 455-0000-322-1001 0 $352.50 BUILDING PLAN REVIEW RESUBMITTAL SECOND 455-0000-322-1006 0 $50.00 PW REVIEW RESIDENTIAL BLDG 001-0000-329-1004 0 $100.00 STATE DBPR SURCHARGE 455-0000-208-0700 0 $16.61 STATE DCA SURCHARGE 455-0000-208-0600 0 $11.08 ZONING REVIEW SINGLE AND TWO FAMILY USES 001-0000-329-1003 0 $50.00 TOTAL:$1,285.19 Issued Date:2/4/2019 2 of 2 City of Atlantic Beach APPLICATION NUMBER Building Department (To be assigned by the Building Department.) r 800 Seminole Road St�' _ vo3 z �r Atlantic Beach, Florida 32233-5445 '� Phone(904)247-5826 • Fax(904) 247-5845 i �7 E-mail: building-dept@coab.us Date routed: City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: Em I r\30 L_C__ Department review required Yes No uildin , Applicant: �(�1�- LL� annin &Zoning Tree Administrator Project: ublic Wor c lic Utilities_ Em_ � 14-_T10 ice- Public-Safety --- Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified B Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District �C Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: ❑Approved. Denied. [—]Not applicable (Circle one.) Comments: / BUILDING ra('—C PLANNING &ZONING Reviewed by:� Date: TREE ADMIN. Second Review: ❑Approved as revised. [-]Denied. ❑Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ❑Approved as revised. ❑Denied. ❑Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 Revision Request/Correction to Comments **ALL INFORMATION HIGHLIGHTED IN City of Atlantic Beach Building Department GRAY IS REQUIRED. i 800 Seminole Rd, Atlantic Beach, FL 32233 un Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: &5^ ) 0- Dosz' Revision to Issued Permit OR 0 Corrections to Comments Date: Project Address: L�� eN7i.�vP Contractor/Contact Name: Contact Phone: 07" s � Email: Description of Proposed Revision/Corrections: 7-' 'e t; affirm the revision/correction to comments is inclusive of the proposed changes. (printed name) •W4 proposed revision/corrections add additional square footage to original submittal? T 0 []Yes(additional s.f.to be added: ) 1�oe II proposed revision/corrections add additional increase in building value to original submittal? No F]*Yes (additional increase in building value:$ (Contractor must sign if increase in valuation) *Signature of Contractor/Agent: (Office Use Only) /Approved ❑ Denied ❑ Not Applicable to Department Permit Fee Due$ Revision/Plan Review Comments Department Review Required: Building - \` arming&Zo�niing._, Reviewed By Tree Administrator i Works Public Utilities l"- 7— Public Safety Date Fire Services Updated 10/17/18 1 Shawn Griffith From: Williams, Scott <swilliams@coab.us> Sent: Thursday, August 23, 2018 10:10 AM To: Shawn Griffith Subject: RE: 1802 Seminole rd. - Garage entrance/driveway Shawn, Sorry for the delay in answering your e-mail. I don't think that Public Works would have a problem with your potential plan to move your driveway from Seminole Road to Saturiba. We would have to see the plans for a final decision. I think the main thing is that you put the driveway far enough to the West on Saturiba as to not be in any turn radius area. Seminole Road has a 100' Right of Way and you should definitely stay out of that radius. I hope this helps in some way. Scott Williams Public Works Director City of Atlantic Beach Office: (904) 247-5834 swilliams@coab.us From:Shawn Griffith [mailto:shawn@pillarfl.com] Sent:Thursday, August 23, 2018 7:50 AM To:Williams, Scott<swilliams@coab.us> Cc: Shawn Griffith <shawn@pillarfl.com> Subject: Fwd: 1802 Seminole rd. -Garage entrance/driveway Importance: Low Scott please see below. Let me know please and thanks Shawn Griffith Pillar Construction & Realty i From: Shawn Griffith <shawn@pillarfl.com> Sent: Tuesday, August 21, 2018 3:11 PM To: Williams, Scott Cc: Shawn Griffith Subject: RE: 1802 Seminole rd. -Garage entrance/driveway Scott, I met with Brian Broedell today and understand the setbacks etc. He stated I should double check to ensure that I can have the garage / driveway entrances facing Saturiba ILO existing Seminole rd. It obviously would be easier for backing out of the residence, but will also create less of a safety issue on Seminole rd. Can you confirm that we can in fact face the garage entry towards Saturiba? 'SGawk-. `�iYG7F'th 904-54514993 7ILLAR CONSTRUCTION & REALTY z From:Williams, Scott<swilliams@coab.us> Sent:Thursday, August 16, 2018 7:55 AM To: Shawn Griffith<shawn@pillarfl.com>; Broedell, Brian <bbroedell@coab.us> Subject: RE: 1802 Serninole rd. Shawn, After doing a quick take-off of your plans that you sent over to me, I have the lot size at 10,573 and your impervious area being at 3136 S/F(29.6%). With all this being said,you have plenty of property to build the extra footage.Just remember that you will be required to do water retention if you add 400 S/F or more to this property. In no way am I saying that this will pass all the codes of the City of Atlantic Beach, I am only answering the question of the impervious area of the property. I hope this helps in some small way. Scott Williams Public Works Director City of Atlantic Beach Office: (904) 247-5834 swilliams@coab.us 3 From: Shawn Griffith [mailto:shawn@pillarfl.com] Sent: Wednesday, August 15, 2018 1:46 PM 'To: Williams, Scott<swilliams@coab.us>; Broedell, Brian <bbroedell@coab.us> Cc: Shawn Griffith <shawn@pillarfl.com> :Subject: FW: 1802 Seminole rd. Scott and Brian good afternoon; I recently bought this property (under contract) with the intent to renovate and add a2nd floor in the courtyard area, and . My architect Harley Parkes has asked me to verify with you the Finished Floor Elevation for the addition. My plan was to make it flush to the existing elevation of the remaining home. I have 2 plan ideas: 1. Adding approximately 1250 2 story hvac sq ft. in the existing courtyard and changing the bedroom downstairs adjacent to the current garage to a 3rd garage opening to Saturiba, and changing the existing 2 car to open to Saturiba as well. 2. Seeing if the new zoning will pass and using that additional 10 ft towards Seminole as a 3rd utility garage and expanding the courtyard out towards Seminole rd. 10ft as well. Making the 2 story addition 1750 hvac. Question: • Can I meet with you two to discuss preliminary ideas and requests so I can ensure our design fits the COAB allowable? • if so what day and time next week could I meet with you two for 15 minutes? 4 Thanks I look forward to hearing from you. 'Shawn cri f fzth 994-545-4993 71 I ILLAR CONSTRUCTION & REALTY (From: Harleston Parkes<hparkes@comcast.net> :Sent:Thursday, August 9, 2018 9:34 AM To: Shawn Griffith<shawn@pillarfl.com> Subject: 1802 Shawn, 'See attached Marley 5 City of Atlantic Beach APPLICATION NUMBER �s � Building Department ^ ` g (To be assigned by the Building Department.) CIEb� 1 800 Seminole Road GS It y U� Z Atlantic Beach, Florida 32233-5445 Phone(904)247-5826 • Fax(904) 247-5845 DEC 17 2013 i ^ foil building dept@coab.us Date routed: I Z City web-site: http://www.coab.us Ry. --��� APPLICATION REVIEW AND TRACKING FORM Property Address: I SO Z � I r\Do L� Department review required Yes No uildin Applicant: piuc_C�� LLC.� annin &Zoning _� Tree Administrator Project: li:�> ic�6f U sj Cj PubIRCSafety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date ell, 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: V APPLICATION STATUS Reviewing Department First Review: ❑Approved. [Denied. ❑Not applicable (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed b Date: TREE ADMIN. Second Review: A roved as revised. Denied. pp ❑ []Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date:�,� FIRE SERVICES Third Review: ❑Approved as revised. ❑Denied. ❑Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 CITY OF ATLANTIC BEACH s Department of Public Works 1200 Sandpiper Lane J �r Atlantic Beach, FL 32233 ;� USil�r (904) 247-5834 PUBLIC WORKS PLAN REVIEW COMMENTS Date: 12/19/18 Applicant: Pillar, LLC Permit#: RESA18-0032 Email: shawn@pillarfl.com Review Status: DENIED Site Address: 1802 Seminole Road THIS PLAN REVIEW IS ONE OF MULTIPLE DEPARTMENT REVIEWS Correction Items must be submitted to the Building Department at 800 Seminole Road. Submittals that respond to only one or a few correction items will not be accepted. Revisions may not be submitted until ALL departments have completed their respective reviews. Revisions must be submitted to the Building Department and must respond to EACH department review. PUBLIC WORKS CORRECTION ITEMS: n�ROVE ✓• Section 24-66(b) of the Land Development Regulations requires on-site storage for increased runoff if adding 400 SF or more impervious surface. Provide Delta volume calculations and VY on-site retention required per Section 24-66(b). I J �1• Maximum driveway width within the City right-of-way is 20'. �1 —1 ,1• Provide a detailed plan of water retention area and how water runoff gets to water retention areas and then to street. PUBLIC WORKS CONDITIONS OF APPROVAL: (The following comments will be printed on your permit as Conditions of Approval) • All concrete driveway aprons must be 5" thick, 4000 psi, with fibermesh from edge of pavement to the property line. Reinforcing rods or mesh are not allowed in the right-of-way. • Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities. Contact the Inspection Line (247-5814) to request an Erosion and Sediment Control Inspection prior to start of construction. • All runoff must remain on-site during construction. • If on-site storage is required, a post construction topographic survey documenting proper construction will be required. All water runoff must go the retention area and retention overflow must run to street. • Roll off container company must be on City approved list (Advanced Disposal, Realco Recycling, Shapells, Inc., Republic Services, Donovan Dumpsters, Phillips Containers, JDog/Dennis Junk Removal). Container cannot be placed on City right-of-way. • Full right-of-way restoration, including sod, is required. • All runoff must remain on-site. Cannot raise elevation. • Maximum driveway width within the City right-of-way is 20'. • Must provide a topographic (TOPO) survey with water retention for final C.O. Inspection. Scott Williams, Public Works Director swilliams@coab.us/904-247-5834 Page 1 of 2 0:\Public Works\ADMIN\PLAN REVIEW COMMENTS\RESA18-0032(Pillar).docx Resubmittal Notes: All revisions and changes shall clearly standout from the rest of the drawing on the sheet as a revision by way of completely encircling the change with "clouding". The revision shall also be identified as to the sequence of revision by indicating a triangle with the revision sequence number within it and located adjacent to the cloud. The revision date and revision sequence number shall also be indicated in a conspicuous location in the title block for each sheet on which a revision for that sequence occurs. For projects still in the initial review stage and permit pending, all sheets with revisions shall be inserted into each set of drawings. The original sheets must be clearly marked "VOID" but are to be left within the set of drawings. Complete new sets of drawings will not be accepted. ADDITIONAL ITEMS MAY BE REQUIRED DEPENDING UPON NEW INFORMATION AND CLARITY OF FINAL PLANS SUBMITTED FOR REVIEW. Page 2 of 2 O:\Public Works\ADMIN\PLAN REVIEW COMMENTS\RESA18-0032(Pillar).docx ALL Revision Request/Correction to Comments **HIGHLI HIGHLIGHTED IN HIGHLIGHTED IN City of Atlantic Beach Building Department GRAY IS REQUIRED. 800 Seminole Rd, Atlantic Beach, FL 32233 Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: &SA MRevision to Issued Permit ORCorrections to Comments Date: /i�Project Address: � d�� 7ii10/�" XC Contractor/Contact Name: z Contact Phone: `��� ��� Email: Description of Proposed Revision/Corrections: affirm the revision/correction to comments is inclusive of the proposed changes. (printed name) • i proposed revision/corrections add additional square footage to original submittal? No C ]Yes(additional s.f.to be added: ) II proposed revision/corrections add additional increase in building value to original submittal? No ]*Yes (additional increase in building value:$ (Contractor must sign if increase in valuation) *Signature of Contractor/Agent: (Office Use Only) W! Approved ❑ Denied ❑ Not Applicable to Department Permit Fee Due $ Revision/Plan Review Comments I oo5 -Loo IArg2 4z La,54-c,k , F Department Review Required: 4�6x2zllzdx�-:7_�Bn �� ` Reviewed By Tree A minis for JAN 1 1 2019 licWo ies ublic Utilities � Public Safety Date Fire Services Updated 10/17/18 Comp. By: S/W Date: 1/31/2019 Public Works Department City of Atlantic Beach Permit No: RESA 18-0032 Address: 1802 Seminole Road. Required Storage Volume Criteria: Section 24-66 of the City of Atlantic Beach's Zoning, Subdivsion, and Land Development Regulations requires that the difference between the pre-and postdevelopment volume of stormwawter runoff be stored on site. Volume of Runoff is defined as follows: V=CAR/12 Where: V=Volume of Runoff C=Coefficient of Runoff A=Area of lot in square feet R=25-yr/24-hr rainfall depth (9.3-inches for Atlantic Beach) Predevelopment Runoff Volume: Lot Area(A) = 10,573 ft2 Runoff Coefficient Area Lot Area Description (ft) (ft) "C" Wtd"C" Impervious 3,133 10,573 1.00 0.30 Pervious 7,440 10,573 0.20 0.14 Runoff Coefficient(C)= 0.44 Runoff Volume V= 0.44 x 10,573 x 9.3 / 12 V= 3,581 ft3 Postdevelopment Runoff Volume: Lot Area (A) = 10,573 ft2 Runoff Coefficient Area Lot Area Description (ft) (ft) "C" Wtd "C" Impervious 3,728 10,573 1.00 0.35 %ISA= 35.3% Pervious 6,845 10,573 0.20 0.13 Runoff Coefficient(C)= 0.48 Runoff Volume V= 0.48 x 10,573 x 9.3 / 12 V= 3,950 ft3 Required Storage Volume DV= Postdevelopment Runoff Volume-Predevelopment Runoff Volume DV= 3,950 - 3,581 DV= 369 ft3 Retention MASTER WATER RETENTION 1/31/2019 Comp. By: S/W Date: 1/31/2019 Public Works Department City of Atlantic Beach Permit No: RESA 18-0032 Address: 1802 Seminole Road. Provided Storage: Elevation Area Storage (ft) (ft2) (ft) 10.5 104 0 BOTTOM size 8 X 13 11.0 150 64 TOB size 10 X 15 Elevation Area Storage (ft) (ft) (ft) 0.0 0 0 BOTTOM 0.0 0 0 TOB Elevation Area Storage (ft) (ft) (ft) 0.0 0 0 BOTTOM 0.0 0 0 TOB Inground storage=A*d*pf A=Area= 150.0 d=depth to ESHWT= 7.5 pf=pore factor= 0.3 Inground Storage= 337.5 ft3 Required Treatment Volume= 369 ft3 Supplied Treatment Volume= 401 ft3 Retention MASTER WATER RETENTION 1/31/2019 '. City of Atlantic Beach (� APPLICATION NUMBER Building Department -(To be assigned by the Building Department.) 800 Seminole Road ' \ �S'1�1 - 0o Z Atlantic Beach, Florida 32233-5445 DEC 17 Phone(904)247-5826 • Fax(904) 247-5845 u;a�r E-mail: building-dept@coab.us tate routed: City web-site: http://vmw.coab.us - APPLICATION REVIEW AND TRACKING FORM Property Address: 1 ��/1'1 I roo L Department review required Yes No uildin Applicant: ( l,(`!�� LLCannin &Zoning 4 Tree Administrator Project: 1 ����l l f G .>� ty s , ubl�`ic W`orr -P it:i6Tc U`tilities� Public—Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By 0 Florida Dept. of Environmental Protection V" Florida Dept. of Transportation St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: ❑Approved. ❑Denied. Not applicable (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed by: Date:/Z—/ 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: ❑Approved as revised. [—]Denied. ❑Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 City of Atlantic Beach APPLICATION NUMBER �- SS Building Department (To be assigned by the Building Department.) 800 Seminole Road \1\ &s� 2 ' _ U0z Atlantic Beach, Florida 32233-5445 1 c, Phone(904)247-5826 • Fax(904)247-5845 1 E-mail: building-dept@coab.us Date routed: I z, l�C City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: l o Z x_(11 I(\Z)O l.(-- RD Department review required Yes No uildin � Applicant: Rb-c-{ V2— LLC— annin &Zoning Tree Administrator Project: l l� ��T t c, (` ublic Wor is Utilities j rz C) Public Safety Fire Services Review fee $ Dept Signature Receipt Other Agency Review or Permit Required Review or Date e/ of Permit Verified B Florida Dept. of Environmental Protection 1 l' Florida Dept. of Transportation V" St.Johns River Water Management District �PC Army Corps of Engineers Division of Hotels and Restaurants vim' v Division of Alcoholic Beverages and Tobacco l�f� Other: lJ APPLICATION STATUS Reviewing Department First Review: ❑Approved. Datenied. []Not applicable (Circle o Comments: BUILDING PLANNING &ZONING Reviewed by: Date:l L'2-7"/ TREE ADMIN. Second Review: [XApproved as revised. ❑De ed. ❑Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: []Approved as revised. ❑Denie . ❑Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 N Revision Request/Correction to Comments "ALL INFORMATION HIGHLIGHTED IN City of Atlantic Beach Building Department GRAY IS REQUIRED. 800 Seminole Rd, Atlantic Beach, FL 32233 Phone: (904) 247-5826 Email: Building-Dept@coab.us OFFICL COQ 0 Revision to Issued Permit OR ❑Corrections to Comments Date: Project Address: Contractor/Contact Name: OY! uC Contact Phone: ®�� � Email: Description of Proposed Revision/Corrections: int `ivl�/ affirm the revision/correction to comments is inclusive of the proposed changes. (printed name) •Wili proposed revision/corrections add additional square footage to original submittal? T0 [ ]Yes(additional s.f.to be added: ) II proposed revision/corrections add additional increase in building value to original submittal? No F]*Yes(additional increase in building value:$ (Contractor must sign if increase in valuation) *Signature of Contractor/Agent: (Office Use Only) ) Approved ❑ Denied ❑ Not Applicable to Department Permit Fee ue Revision/Plan Review Comments Department Review Required: Building Zonin Reviewed By Tree Administrator ZuSUtis Worker iliti lic es Public Safety Date Fire Services Updated 10/17/18 1S, CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD OFFICE COPY ATLANTIC BEACH,904) 247-5800 BUILDING REVIEW COMMENTS Date: 12/27/2018 Permit #: RESA18-0032 Site Address: 1802 SEMINOLE RD Review Status: denied RE#: 172020 0502 Applicant: PILLAR LLC Property Owner: PILLAR LLC Email: SHAWN@CSHR-PILLAR.COM Email: SHAWN@CSHR-PILLAR.COM Phone: 9045454993 Phone: 9045454993 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: Submit pies of the James Hardie Building Products Inc., ICC-ES Evaluation Report for the FL#s' su tted. 'From the 2017 Existing Building Code, choose a method of construction/alteration level and place thi information on 2 copies of page T-1,under BUILDING CODE SUMMARY. Submit 2 copies of the engineered roof and floor trusses. To be signed off and approved by Mr. kes as well, all copies. As I mentioned to you today, I have called Del-Air Heating&Air Conditioning, and left 2 message with dam Shields concerning the Manual S Compliance Report. 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 / /7 �rrL Q `!I�d /�rV'I ski (�b 2-7 -!1� ��2 Resubmittal Notes: All revisions and changes shall clearly stand out from the rest of the drawing on the sheet as a revision by way of completely encircling the change with "clouding". The revision shall also be identified as to the sequence of revision by OFFICE COPY PERMITTED BUILDING DATA DO NOT WRITE BELOW — OFFICE USE ONLY Applicable Codes:6`h Edition (2017) Florida Building Code DEVELOPMENT SIZE: Habitable Space (ft2) Non-Habitable Space (ft2) LAND INFORMATION: Zoning District (2 3 - 1.r Flood Zone X Minimum FFE � �, 1 f0 / ("vo 14w BUILDING INFORMATION: Construction Type V 0 Occupancy Group nCLj Number of Stories Max Occupancy Load Fire Sprinklers Required CONDITIONS/ COMMENTS: Rev.2.7.2018 ,r t r;vLj J� J CITY OF ATLANTIC BEACH Department of Public Works 1200 Sandpiper Lane Atlantic Beach, FL 32233 !,R (904) 247-5834 PUBLIC WORKS PLAN REVIEW COMMENTS Date: 12/19/18 Applicant: Pillar, LLC Permit#: RESA18-0032 Email: shawn@pillarfl.com Review Status: DENIED Site Address: 1802 Seminole Road THIS PLAN REVIEW IS ONE OF MULTIPLE DEPARTMENT REVIEWS Correction Items must be submitted to the Building Department at 800 Seminole Road. Submittals that respond to only one or a few correction items will not be accepted. Revisions may not be submitted until ALL departments have completed their respective reviews. Revisions must be submitted to the Building Department and must respond to EACH department review. ju PUBLIC WORKS CORRECTION ITEMS: • Section 24-66(b) of the Land Development Regulations requires on-site storage for increase runoff if adding 400 SF or more impervious surface. Provide Delta volume calculations and on-site retention required per Section 24-66(b). jE • Maximum driveway width within the City right-of-way is 20'. • Provide a detailed plan of water retention area and how water runoff gets to water retention r y areas and then to street. PUBLIC WORKS CONDITIONS OF APPROVAL: (The following comments will be printed on your permit as Conditions of Approval) • All concrete driveway aprons must be 5"thick, 4000 psi, with fibermesh from edge of pavement to the property line. Reinforcing rods or mesh are not allowed in the right-of-way. • Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities. Contact the Inspection Line (247-5814)to request an Erosion and Sediment Control Inspection prior to start of construction. • All runoff must remain on-site during construction. • If on-site storage is required, a post construction topographic survey documenting proper construction will be required. All water runoff must go the retention area and retention overflow must run to street. • Roll off container company must be on City approved list (Advanced Disposal, Realco Recycling, Shapells, Inc., Republic Services, Donovan Dumpsters, Phillips Containers,JDog/Dennis Junk Removal). Container cannot be placed on City right-of-way. • Full right-of-way restoration, including sod, is required. • All runoff must remain on-site. Cannot raise elevation. • Maximum driveway width within the City right-of-way is 20'. • Must provide a topographic (TOPO) survey with water retention for final C.O. Inspection. Scott Williams, Public Works Director swilliams@coab.us/904-247-5834 Page 1 of 2 0:\Public Works\ADMIN\PLAN REVIEW COMMENTS\RESA18-0032(Pillar).docx Resubmittal Notes: All revisions and changes shall clearly stand out from the rest of the drawing on the sheet as a revision by way of completely encircling the change with "clouding". The revision shall also be identified as to the sequence of revision by indicating a triangle with the revision sequence number within it and located adjacent to the cloud. The revision date and revision sequence number shall also be indicated in a conspicuous location in the title block for each sheet on which a revision for that sequence occurs. For projects still in the initial review stage and permit pending, all sheets with revisions shall be inserted into each set of drawings. The original sheets must be clearly marked "VOID" but are to be left within the set of drawings. Complete new sets of drawings will not be accepted. ADDITIONAL ITEMS MAY BE REQUIRED DEPENDING UPON NEW INFORMATION AND CLARITY OF FINAL PLANS SUBMITTED FOR REVIEW. Page 2of2 0APublic Works\ADMIN\PLAN REVIEW COMMENTS\RESA18-0032(Pillar).docx CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD - ATLANTIC BEACH, FL 32233 (904)247-5800 r,;31 ZONING REVIEW COMMENTS Date: 12/21/2018 Permit#: RESA18-0032 Site Address: 1802 SEMINOLE RD Review Status: DENIED REM 172020 0502 Applicant: PILLAR LLC Property Owner: PILLAR LLC Email: SHAWN@CSHR-PILLAR.COM Email: SHAWN@CSHR-PILLAR.COM Phone: 9045454993 Phone: 9045454993 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: (a Porch Setback: The proposed porch encroaches in the 25 foot building restriction line on the east side of the C lot. Structural projections such as eaves and architectural elements are allowed to project up to 2 feet into this required setback/BRL. The proposed porch projects beyond this 2 foot allowance, please revise accordingly. Western Side Setback: Please show that the lanai addition on the west side of the house meets the 15 foo \�- side yard setback on the site plan. 10, Resubmittal Notes: All revisions and changes shall clearly stand out from the rest of the drawing on the sheet as a revision by way of completely encircling the change with"clouding".The revision shall also be identified as to the sequence of revision by indicating a triangle with the revision sequence number within it and located adjacent to the cloud.The revision date and revision sequence number shall also be indicated in a conspicuous location in the title block for each sheet on which a revision for that sequence occurs. For projects still in the initial review stage and permit pending, all sheets with revisions shall be inserted into each set of drawings.The original sheets must be clearly marked "VOID" but are to be left within the set of drawings. Complete new sets of drawings will not be accepted.ADDITIONAL ITEMS MAY BE REQUIRED DEPENDING UPON NEW INFORMATION AND CLARITY OF FINAL PLANS SUBMITTED FOR REVIEW. Aili CITY OF ATLANTIC BEACH Department of Public Works 1200 Sandpiper Lane Atlantic Beach, FL 32233 r J;il� (904) 247-5834 PUBLIC WORKS PLAN REVIEW COMMENTS Date: 12/19/18 Applicant: Pillar, LLC Permit#: RESA18-0032 Email: shawn@pillarfl.com Review Status: DENIED Site Address: 1802 Seminole Road THIS PLAN REVIEW IS ONE OF MULTIPLE DEPARTMENT REVIEWS Correction Items must be submitted to the Building Department at 800 Seminole Road. Submittals that respond to only one or a few correction items will not be accepted. Revisions may not be submitted until ALL departments have completed their respective reviews. Revisions must be submitted to the Building Department and must respond to EACH department review. Ff PUBLIC WORKS CORRECTION ITEMS: �0�,� • Section 24-66(b) of the Land Development Regulations requires on-site storage for increased runoff if adding 400 SF or more impervious surface. Provide Delta volume calculations and on-site retention required per Section 24-66(b). • Maximum driveway width within the City right-of-way is 20'. �N • Provide a detailed plan of water retention area and how water runoff gets to water retention} 11 areas and then to street. Fdo�� PUBLIC WORKS CONDITIONS OF APPROVAL: 6Y (The following comments will be printed on your permit as Conditions of Approval) • All concrete driveway aprons must be 5"thick, 4000 psi, with fibermesh from edge of pavement to the property line. Reinforcing rods or mesh are not allowed in the right-of-way. • Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities. Contact the Inspection Line (247-5814)to request an Erosion and Sediment Control Inspection prior to start of construction. • All runoff must remain on-site during construction. • If on-site storage is required, a post construction topographic survey documenting proper construction will be required. All water runoff must go the retention area and retention overflow must run to street. • Roll off container company must be on City approved list (Advanced Disposal, Realco Recycling, Shapells, Inc., Republic Services, Donovan Dumpsters, Phillips Containers,JDog/Dennis Junk Removal). Container cannot be placed on City right-of-way. • Full right-of-way restoration, including sod, is required. • All runoff must remain on-site. Cannot raise elevation. • Maximum driveway width within the City right-of-way is 20'. • Must provide a topographic (TOPO) survey with water retention for final C.O. Inspection. Scott Williams, Public Works Director swilliams@coab.us/904-247-5834 Page 1 of 2 0:\Public Works\ADMIN\PLAN REVIEW COMMENTS\RESA18-0032(Pillar).docx Resubmittal Notes: All revisions and changes shall clearly stand out from the rest of the drawing on the sheet as a revision by way of completely encircling the change with "clouding". The revision shall also be identified as to the sequence of revision by indicating a triangle with the revision sequence number within it and located adjacent to the cloud. The revision date and revision sequence number shall also be indicated in a conspicuous location in the title block for each sheet on which a revision for that sequence occurs. For projects still in the initial review stage and permit pending, all sheets with revisions shall be inserted into each set of drawings. The original sheets must be clearly marked "VOID" but are to be left within the set of drawings. Complete new sets of drawings will not be accepted. ADDITIONAL ITEMS MAY BE REQUIRED DEPENDING UPON NEW INFORMATION AND CLARITY OF FINAL PLANS SUBMITTED FOR REVIEW. Page 2 of 2 O:\Public Works\ADMIN\PLAN REVIEW COMMENTS\RESA18-0032(Pillar).docx J;r \Js 'S, CITY OF ATLANTIC BEACH �A J 800 SEMINOLE ROAD J/ - ATLANTIC BEACH, FL 32233 (904)247-5800 ZONING REVIEW COMMENTS Date: 12/21/2018 Permit#: RESA18-0032 Site Address: 1802 SEMINOLE RD Review Status: DENIED REM 172020 0502 Applicant: PILLAR LLC Property Owner: PILLAR LLC Email: SHAWN@CSHR-PILLAR.COM Email: SHAWN@CSHR-PiLLAR.COM Phone: 9045454993 Phone: 9045454993 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 Porch Setback:The proposed porch encroaches in the 25 foot building restriction line on the east side of the v lot. Structural projections such as eaves and architectural elements are allowed to project up to 2 feet into this required setback/BRL. The proposed porch projects beyond this 2 foot allowance, please revise accordingly. Western Side Setback: Please show that the lanai addition on the west side of the house meets the 15 foot side yard setback on the site plan. Resubmittal Notes: All revisions and changes shall clearly stand out from the rest of the drawing on the sheet as a revision by way of completely encircling the change with"clouding".The revision shall also be identified as to the sequence of revision by indicating a triangle with the revision sequence number within it and located adjacent to the cloud.The revision date and revision sequence number shall also be indicated in a conspicuous location in the title block for each sheet on which a revision for that sequence occurs. For projects still in the initial review stage and permit pending, all sheets with revisions shall be inserted into each set of drawings.The original sheets must be clearly marked "VOID" but are to be left within the set of drawings. Complete new sets of drawings will not be accepted.ADDITIONAL ITEMS MAY BE REQUIRED DEPENDING UPON NEW INFORMATION AND CLARITY OF FINAL PLANS SUBMITTED FOR REVIEW. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® OFFICE OPY RE: 1617704 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Pillar Construction Project Name: 1617704 Model: Custom Tampa, FL 33610-4115 Lot/Block: TBD Subdivision: Atlantic Beach Address: 1802 Seminole Road, . City: Duval State: FL. Name Address and License#of Structural Engineer of Record, If there is one,for the building. Name: License #: Address: City: State: General Truss Engineering Criteria& Design Loads(Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 40.0 psf Floor Load: N/A psf This package includes 74 individual,Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. I Seal# I Truss Name Date 1 T15893726 1 CJ01 12/26/18 118 IT15893743JEJIO 112/26/18 12 1 T1 5893727 1 CJ02 112/26/18 119 1 T15893744 J EJ11 112/26/18 13 _1 T1 5893728 1 CJ03 112/26/18120 I T15893745 J EJ12 112/26/18 14 1 T1 5893729 1 CJ04 112/26/18121 1 T15893746 J EJ13 112/26/18 15 1 T1 5893730 1 CJ05 112/26/18 122 1 T15893747 J EJ 14 112/26/18 16 1 T1 58937311 CJ06 112/26/18 123 1 T158937481 F01 112/26/18 1 17 1 T1 5893732 1 CJ07 112/26/18 124 1 T158937491 F02 112/26/18 'lap 18 1 T1 5893733 1 CJ08 112/26/18125 1 T158937501 F03 112/26/18 �e 19 1 T1 5893734 1 CJ 10 112/26/18126 1 T15893751 1 F04 112/26/18 110 1 T15893735 1 EJ01 112/26/18127 1 T158937521 F05 112/26/18 111 1 T15893736 J EJ02 112/26/18128 1 T158937531 F06 112/26/18 112 1 T15893737 J EJ03 112/26/18129 1 T158937541 F07 112/26/18 �� m 113 1 T15893738 J EJ04 112/26/18130 1 T158937551 F08 112/26/18 114 1 T15893739 J EJ05 112/26/18131 1 T158937561 F09 112/26/181 ¢ 115 1 T15893740 J EJ06 112/26/18132 1 T1 5893757 1 HJ01 112/26/18 116 1 T15893741 J EJ07 112/26/18133 1 T158937581 HJ02 112/26/18 117 1 T15893742 1 EJ08 112/26/18 134 1 T158937591 HJ03 112/26/181 The truss drawing(s)referenced above have been prepared by 10" MiTek USA,Inc. under my direct supervision based on the parametersprovided by Builders FirstSource-Jacksonville.Truss Design Engineer's Name: Albani, Thomas 0 My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE• The seal on these truss component designs is a certificationthat the engineer named is licensed in the jurisdiction(s)identified and that the F •:X441 designs comply with ANSI/TPI 1. These designs are based upon parameters .�••,�` p shown(e.g.,loads,supports,dimensions,shapes and design codes),which were �,� '• O R l O••'�\`�` fileeeferenMiTek. ce purposeponlycand was not taken ecific l�nto account ined is �he preparation ofr MiTek's customers �'�is�0 N A;� ���, these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use,the building designer Thomas A.Albani PE No.39380 should verity applicability of design parameters and properly incorporate these designs MiTek USA,Inc.FL Cert 6634 into the overall building design per ANSI/TPI 1,Chapter 2. 6904 Parke East Blvd.Tampa FL 33610 Date: December 26,2018 Albani,Thomas 1 of 2 RE: 1617704 - Site Information: Customer Info: Pillar Construction Project Name: 1617704 Model: Custom Lot/Block: TBD Subdivision: Atlantic Beach Address: 1802 Seminole Road, . City: Duval State: FL. No. Seal# Truss Name Date 135 1 T15893760 1 HJ04 12/26/18 136 1 T15893761 1 HJ05 112/26/18 137 1 T15893762 1 HJ06 112/26/18 138 1 T1 5893763 1 HJ07 112/26/18 139 I T15893764 I T01 112/26/18 140 I T15893765 I T02 112/26/18 141 I T15893766 I T03 112/26/18 142 I T15893767 I T04 112/26/18 143 I T15893768 I T05 112/26/18 144 I T15893769 I T06 112/26/18 145 I T15893770 I T07 112/26/18 146 I T15893771 I T08 112/26/18 147 IT15893772IT09 112/26/18 148 I T15893773 I T10 112/26/18 149 I T15893774 I T11 112/26/18 150 I T15893775 I T12 112/26/18 151 I T15893776 I T13 112/26/18 152 I T15893777 I T14 112/26/18 153 I T15893778 I T15 112/26/18 154 IT15893779IT16 112/26/18 155 IT15893780IT17 112/26/18) 156 I T15893781 I T18 112/26/18 157 IT15893782IT19 112/26/18 158 I T15893783 I T20 112/26/18 159 I T15893784 I T21 112/26/18 160 IT15893785IT22 112/26/18 161 IT15893786IT23 112/26/18 162 IT15893787IT24 112/26/18 163 IT15893788IT25 112/26/18 164 IT15893789IT26 112/26/18 165 IT15893790IT27 112/26/18 166 I T15893791 I T28 112/26/18 167 IT15893792IT29 112/26/18 168 I T15893793 I T30 112/26/18 169 I T15893794 I T31 112/26/18 170 I T15893795 I T32 112/26/18 171 I T15893796 I T33G 112/26/18 72 1 T15893797 1 TG01 112/26/18 173 1 T15893798 1 TG02 112/26/18 174 1 T15893799 1 TG04 112/26/18 2of2 • OFFICE COPYS�j �o ICC Most Widely Accepted and Trusted EVALUATION SERVICE cowatom to L. Innovation RESEARCH LASS ICC-ES Evaluation Report ESR-2290 699-0543 1 www.icc-es.org Reissued 03/2018 This report is subject to renewal 03/2020. DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION: 06 16 00— SHEATHING DIVISION: 07 00 00—THERMAL AND MOISTURE PROTECTION SECTION: 07 46 46— FIBER-CEMENT SIDING REPORT HOLDER: JAMES HARDIE BUILDING PRODUCTS INC. 10901 ELM AVENUE FONTANA, CALIFORNIA 92337 EVALUATION SUBJECT: HARDIESHINGLE TM (NEW HARDIESHINGLE°) PANELS, HARDIEPLANKTM LAP SIDING, ARTISAN° LAP SIDING, AND HARDIESHINGLE TM (NEW HARDIESHINGLE°) INDIVIDUAL SHINGLES IN IN IN CPMG c� LISTED Look for the trusted marks of Conformity! \\ "2014 Recipient of Prestigious Western States Seismic Policy Council man (WSSPC)Award in Excellence" A Subsidiary of CNODEEE r ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not "`� specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a t recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied as ISO11EC 17065 to any finding or other matter in this report, or as to any product covered by the report. P,oau `M°o� BWY ♦cc.�aro.c:N Copyright°2018 ICC Evaluation Service, LLC. All rights reserved. ES Most Widely ICC-ES Evaluation Report ESR-2290 Reissued March 2018 This report is subject to renewal March 2020. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 06 00 00—WOOD, PLASTICS AND 2.0 USES COMPOSITES James Hardie fiber-cement panels, plank lap siding, and Section: 0616 00—Sheathing cladding shingles are used as exterior wall covering. The DIVISION: 07 00 00—THERMAL AND MOISTURE products comply with IBC Sections 1404.10 and IRC PROTECTION Section R703.10. The products may be used on exterior Section: 07 46 46—Fiber-Cement Siding walls required to be of Type I, 11, 111 or IV construction (IBC). REPORT HOLDER: 3.0 DESCRIPTION JAMES HARDIE BUILDING PRODUCTS,INC. 3.1 General: 10901 ELM AVENUE The exterior sidings are single-faced, cellulose fiber— FONTANA,CALIFORNIA 92337 reinforced cement (fiber-cement) products. Exterior (800)942-7343 sidings are identified as HardieShingleTm (New www.iameshardie.com HardieShingle� panels, HardiePlankTm (Cemplane, infoANameshardie.com PrevailT" and RFC lap siding, Artisan® Lap Siding, and EVALUATION SUBJECT: HardieShingleTm(New HardieShinglea) individual shingles The products comply with ASTM C1186, as Grade 11, HARDIESHINGLE-(NEW HARDIESHINGLE®)PANELS, Type A; have a flame-spread index of 0 and a smoke- HARDIEPLANKTm LAP SIDING,ARTISAN®LAP SIDING, developed index of 5 when tested in accordance with AND HARDIESHINGLE-(NEW HARDIESHINGLE®) ASTM E84; and are classified as noncombustible when INDIVIDUAL SHINGLES tested in accordance with ASTM E136. Thermal conductance(K)and resistance(R)values for the products 1.0 EVALUATION SCOPE are as shown in Table 2 of this report, based on testing in accordance with ASTM C177. 1.1 Compliance with the following codes: The attributes of the fiber-cement sidings have been ■ 2015, 2012, 2009 and 2006 International Building verified as conforming to the provisions of(i) ICC 700-2012 Code®(IBC) Sections 602.1.6 and 11.602.1.6 for termite-resistant ■ 2015, 2012, 2009 and 2006 International Residential materials; and (ii) ICC 700-2008 Section 602.8 for Codee(IRC) termite-resistant materials. Note that decisions on compliance for those areas rest with the user of this report. ■ 2013 Abu Dhabi Intemationa/Building Code(ADIBC)t The user is advised of the project-specific provisions that 1The ADIBC is based on the 2009 IBC.2009 IBC code sections referenced may be contingent upon meeting specific conditions, and in this report are the same sections in the ADIBC. the verification of those conditions is outside the scope of Properties evaluated: this report. These codes or standards often provide supplemental information as guidance. ■ Weather protection 3.2 Siding: ■ Structural HardieShin Ie TM (New HardieShin le') panels, ■ Types I, 11, III, and IV(noncombustible)construction HardiePlankTM (Cemplanko, PrevailT"' and RFC lap siding, Artisan® Lap Siding, and HardieShingleT"' (New ■ Fire-resistance-rated construction HardieShingle') individual shingles are supplied either ■ Thermal resistance unprimed or primed for subsequent application of a compatible primer and/or exterior-grade top coat. Nominal 1.2 Evaluation to the following green standards: product dimensions are noted in Table 1. 2015, 2012 and 2008 ICC 700 National Green Building The products are available in a variety of finish textures. Standard TM([CC 700-2012 and ICC 700-2008) HardieShingleM panels are offered in three configurations.- Attributes onfigurations:Attributes verified: half-round, staggered-edge, and square-edge. New HardieShinglee individual shingles are offered in two See Section 3.1 configurations: staggered-edge and square-edge. 1CC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use.There is no warranty by/CC Evaluation Service,LLC,express or implied,as to any finding or other matter in this report,or as to any product covered by the report. ., Copyright 0 2018 ICC Evaluation Service,LLC. All rights reserved. Page 1 of 27 ESR-22901 Most Widely Accepted and Trusted Page 2 of 27 3.3 Fasteners: Vertical joints between planks must be lightly butted or Fastener type, size, spacing and installation method must gapped and must be protected by one of the following be as shown in the tables of this report. Fasteners must be methods: (a) sealed with caulking in accordance with the made from corrosion-resistant steel. caulk manufacturer's published gapping requirements and 4.0 DESIGN AND INSTALLATION caulking application instructions; or (b) covered with an H-section joint cover; or (c) located over a strip of 4.1 Design: non-perforated flashing complying with ASTM D226,Type I Walls: The maximum basic wind speeds for positive or felt, or other approved flashing. Trim and corners must be negative transverse load resistance of HardieShingleTM installed and the siding must be finished in accordance (New HardieShingle') panels, HardiePlank- (Cemplank®, with the manufacturer's application instructions. A /8-inch PrevailTM, and RFC) lap siding, Artisan® Lap Siding, and (3.2 mm) gap must be left at locations where the siding HardieShingleTM (New HardieShingleo) individual shingles butts against door and window trim and at internal or are presented in Tables 3 through 13. external corners; such gaps must be flashed in accordance with the applicable code, then caulked. Horizontal joints 4.2 Installation: must be flashed with Z-flashing and occur over solid 4.2.1 General: Installation must comply with this report, blocking or wood structural panel sheathing. and a copy of this report must be available at all times on 4.2.4 Artisan® Lap Siding: When installation is on wood the jobsite during installation. All products may be cut to or metal framing members, with or without wood structural shape on-site by the score-and-snap method using a panel sheathing, the lap siding must be fastened through score-and-snap knife, a hand guillotine or a handsaw the top edge of single planks (blind nailed) in accordance utilizing a carbide blade. A clear distance of 6 inches with the provisions of Table 4 of this report. A water- (152 mm) must be maintained between the siding and the resistive barrier must be applied over wood or metal earth. Unless otherwise noted in this report, the products framing or wood structural panel sheathing in accordance must be installed in accordance with 2015 and 2012 IBC with the applicable code. Lap siding installed over walls Section 1405.16; 2015 and 2012 IRC Section R703.10; constructed of concrete masonry units complying with 2009 IBC Sections 1405.16; ; 2009 IRC Section R703.10; ASTM C90 must be applied in accordance with Tables 5 2006 IBC Sections 1405.15 and 1405.16; or 2006 IRC through 10. The lap siding requires the use of a starter Section R703.10, as applicable. strip to set the first course on the proper angle and to 4.2.2 HardieShingleTm (New HardieShingle®) Panels: create a drip edge. When installation is on wood or metal framing members, with or without wood structural panel sheathing, a Vertical joints must be made off-stud by means of the water-resistive barrier must be applied over the wood or tongue and groove joint. Tongue and groove joints may be located centrally between studs but d. closer than 4 inches metal framing members or wood structural panel sheathing in accordance with the applicable code. The panels must (102 mm) from the edge of a stud. Nails must not be placed within 2 inches . mm) l the tongue and groove be fastened in accordance with the provisions of Table 4 of at the end of the planks. Vertical joints must be staggered this report. on subsequent courses. The plank must then be fastened A /8-inch (3.2 mm) gap must be left at locations where to the framing with corrosion-resistant fasteners. the siding butts against door and window trim and at internal or external corners; such gaps must be flashed in Vertical joints between planks must be lightly butted and accordance with the applicable code, then caulked. must be located over a strip of non-perforated flashing Vertical joints must occur over framing members and must complying with ASTM D226, Type I felt, or other approved be sealed with caulking or covered with battens. Horizontal flashing. Trim and corners must be installed and the siding joints must be flashed with metal Z-flashing and occur over must be finished in accordance with the manufacturer's solid blocking or wood structural panel sheathing. application instructions. A /6-inch (3.2 mm) gap must be 4.2.3 HardiePlankT"' (Cemplank®, PrevailTM and RFC left at the locations where the siding butts against door and window trim and at internal or external corners; such gaps Lap Siding: When installation is on wood or metal framing must be flashed in accordance with the applicable code, members, with or without wood structural panel sheathing, then caulked. Horizontal joints must be flashed with the lap siding must be fastened either through the Z-flashing and must occur over solid blocking or wood overlapping planks (face nailed) or through the top edge of structural panel sheathing. single planks (blind nailed) in accordance with the provisions of Table 4 of this report.A water-resistive barrier 4.2.5 HardieShingleTm (New HardieShingle®) must be applied over wood or metal framing members or Individual Shingles: When installed on wood structural wood structural panel sheathing in accordance with the panel sheathing, the cladding shingles are fastened in applicable code. Lap siding installed over walls constructed accordance with the provisions of either Table 11, 12, or of concrete masonry units complying with ASTM C90 must 13 of this report. A water-resistive barrier in accordance be applied in accordance with Tables 5 through 10. The with the applicable code must be applied over the lap siding requires the use of a starter strip to set the first wood-based sheathing substrate to which the shingles are course on the proper angle and to create a drip edge. attached. Vertical joints must occur over studs, except where the The individual shingles require the use of a starter strip "off-stud splice device" is installed or where the planks to set the first course on the proper angle and to create a are installed to wood structural panel sheathing complying drip edge. The nominally 1'/4-inch-wide-by-1/4-inch-thick with the applicable code, and must be staggered on starter strip and a minimum 81/4-inch-wide (210 mm) subsequent courses. Where the "off-stud splice device" is HardiePlankTM (Cemplank®, PrevailTM, and RFC) lap installed, the splice device's bottom lip must be placed siding starter course are installed over the water-resistive over the adjacent solid course of planks. The plank must barrier with the bottom of the starter strip and starter then be fastened to the framing with corrosion-resistant course even with the bottom of the bottom plate. Shingles fasteners. The abutting plank must be positioned and are spaced a maximum Of inch (6.4 mm) apart, leaving fastened into place ensuring that the lower edges of the a minimum side lap of 11/2 inches (38 mm) between the two planks align. The metal device must be located joints of successive courses. Fasteners must be spaced a centrally over the vertical joint. minimum of 3/4 inch (19 mm) and a maximum of 1 inch ESR-2290 1 Most Widely Accepted and Trusted Page 3 of 27 (25.4 mm) from shingle edrges and must be positioned to 5.0 CONDITIONS OF USE be covered a nominal 1 /4 inches by the succeeding The HardieShingle TM (New HardieShingle panels, shingle course; for 12-inch-wide (305 mm) shingles, the HardiePlankTM (Cemplanke, PrevailTM and RFCO) lap third nail (see Table 14) must be installed mid-span of the siding, Artisans Lap Siding, and HardieShingleTM (New shingle. Nails must secure shingles but must not be HardieShingle individual shingles described in this report over-driven. Trim and corners must be installed and the comply with, or are suitable alternatives to what is shingles must be finished in accordance with the specified in, those codes listed in Section 1.0 of this report, manufacturers application instructions. A /8-inch (3.2 mm) subject to the following conditions: gap must be left at locations where the shingle butts against door and window trim and at internal or external 5.1 James Hardie®Building Products, Inc, products listed corners; such gaps must be flashed in accordance with the in this report must be installed in accordance with this applicable code, then caulked. Horizontal joints must be report and the manufacturers published installation flashed with Z-flashing. instructions. In the event of a conflict between this 4.3 Fire-resistance-rated Wall Assembly (HardiePlankTm report and the manufacturer's instructions, this report Lap Siding): governs. 5.2 HardieShingleTm (New HardieShingle panels, The asymmetrical, load-bearing, one-hour fire-resistance- HardiePlankTmCemplank®, PrevailTM, and RFC`) lap rated wall assembly must consist of nominally 2-by-4 wood TM studs spaced a maximum of 24 inches (610 mm) on siding, Artisan Lap Siding, and HardieShingle New HardieShingle individual shingles must be center, with two top plates and a single bottom plate. One i layer of 5/8-inch-thick (15.9), Type X, gypsum wallboard installed on exterior walls braced in accordance the applicable code. complying with ASTM C36 or ASTM C1396, 48 inches (1219 mm) wide, must be applied vertically to the interior 5.3 Design wind speeds applied to James Hardie®sidings face of the studs and secured with minimum 13/4-inch-long described in this report must be determined in (44 mm) cup-head gypsum wallboard nails, spaced accordance with the applicable code and must be less 7 inches (178 mm) on center at board edges and than those shown in the wind speed tables in this intermediate framing members. All board joints must be report. backed by framing. The 5/e-inch-thick (15.9 mm), Type X, 5.4 The sidings must be installed over a code-complying gypsum wallboard joints and nail heads must be finished in water-resistive barrier and as noted in this report. accordance with ASTM C840 or GA216. The exterior face of the wall must be covered with one layer of 5.5 For use in fire-resistance-rated construction, (12.7 mm), Type X, water-resistant core treated gypsum installation must be in accordance with Section 4.3. sheathing complying with ASTM C36 or ASTM C1396 5.6 Flashing must be installed at all penetrations and and one layer of maximum 12-inch-wide (305 mm) terminations in accordance with the aPPiapplicable code. HardiePlankTM (Cemplanks, PrevailTM" and RFC lap siding lapped a minimum of 11/4 inches (32 mm). The 5.7 Under the 2015 or 2012 IBC, Section 1403.5, 1/2-inch-thick (12.7 mm), Type X, water-resistant core- installation on exterior walls of buildings of Type I, II, treated gypsum sheathing must be applied vertically to the III, and IV construction is limited to buildings that are exterior side of the framing members with vertical edges not greater than 40 feet in height above grade plane staggered 24 inches (610 mm) from the joints on the and that feature a combustible water-resistive barrier. opposite side. All board joints must be backed by framing. 5.8 The products are manufactured at the following The 1/2-inch-thick (12.7 mm), Type X, water-resistant locations, with quality control inspections by ICC-ES: core-treated gypsum sheathing must be fastened to the Cleburne,Texas framing members with 1 /4-inch-long (44 mm) roofing nails spaced 7 inches (178 mm) on center in the field and 4 . Peru, Illinois inches (102 mm) on center along the perimeter of each Plant City, Florida board. The outer layer of /18-inch-thick(7.5 mm), minimum 12-inch-wide (305 mm) HardiePlankTM (Cemplanks, • Pulaski,Virginia PrevailTM, and RFCs) lap siding must be applied over the 1/2-inch-thick (12.7 mm), Type X, water-resistant Sparks, Nevada core-treated gypsum sheathing by attaching 11/2-inch-wide . Tacoma,Washington (38 mm) HardiePlankT'(Cemplanke, PrevailTM, and RFC • Waxahachie,Texas starter strips through the gypsum sheathing into the bottom plate and 12-inch-wide (305mm) HardiePlankTM • Fontana, California (Cemplanka, Preva ilTM, and RFCO) lap siding applied Summerville, South Carolina horizontally with a minimum nominally 1 /4-inch head lap, and fastening with a single 6d corrosion-resistant common 6.0 EVIDENCE SUBMITTED nail driven through the lapped planks into each stud. Data in accordance with the ICC-ES Acceptance Criteria The axial load must be the lesser of the following, for Fiber Cement Siding Used as Exterior Wall Siding provided structural consideration for axial, flexural and (AC90), dated June 2012 (editorially revised September bearing perpendicular-to-grain stresses is in accordance 2015). with ANSI/AWC NDS-2015 for the 2015 IBC and IRC; 7.0 IDENTIFICATION ANSI/AF&PA NDS-2010 for the 2012 IBC or IRC (-2005 for the 2009 and 2006 IBC or IRC): Pallets of the JamesHardie Building Products, Inc., 1. Maximum 100 percent of full allowable axial HardieShingle TM (New HardieShingle panels, compressive design load permitted for the wood HardiePlankTM®(Cemplanke, PrevailTM, and RFC) lap siding, Artisan Lap Siding, and HardieShingle TM (New species. HardieShingle individual shingles must carry a label 2. Maximum allowable wood axial stress of 0.78 F, which bearing the manufacturer's name and telephone number, must not exceed 0.78 Fc at a slenderness ratio la/d the product name, the name of the inspection agency, of 33. ICC-ES, and the evaluation report number(ESR-2290). ESR-22901 Most Widely Accepted and Trusted Page 4 of 27 TABLE 1-STANDARD NOMINAL PANEL,PLANK AND SHINGLE DIMENSIONS PRODUCT WIDTH(INCHES) LENGTH THICKNESSES (INCHES) HardiePlanke lap siding 4,5'/4,6,6'/4,7'/4,7'/2,8, 12, 14 feet 5/16 8/4,9/4,9/2&12 Artisan®lap siding, 5'/4,71/4,8'/4 12,14 feet 5/6 Cemplank®lap siding 5'/4,6,61/4,7'/4,71/2,8, 12, 14 feet 5/16 8/4,9/2&12 PrevailTM lap siding 51/4,6,04,7'/4,7'/2,8, 12, 14 feet 5/16 8/4,9/2&12 RFC®lap siding 61/4,7'/2,8'/4,9'/2&12 12, 14 feet 5/16 New HardieShingle®5-inch exposure 48 14 inches 1/4 (square&staggered edge) New HardieShingle®7-inch exposure , (square&staggered edge) 48 15'4,15/6 inches /, Hard ieShingleT"1 panel 48 16 inches 1/4 (square&staggered edge) HardieShingleTm panel 48 16, 19 inches 1/4 (half round) New HardieShingle®individual 3'/2,4/2,5'/2,7,83 /4 14 inches '/4 shingles 5-inch exposure New HardieShingle®individual 3 a , , shingles 7-inch exposure 4/16,5'/2,6/4,7/4, 10, 15/4 inches /4 HardieShingleTm individual shingles 6,8,&12 18 inches 1/4 For SI:1 inch=25.4 mm,1 ft=305 mm. TABLE 2-"K"and"R"VALUES FOR FIBER-CEMENT PRODUCTS PRODUCT THERMAL THERMAL ACTUAL THERMAL ACTUAL THERMAL THICKNESS' CONDUCTANCE' RESISTANCE' CONDUCTANCE' RESISTANCE (INCH) KEFF=(BTU/HR-FT2-F)/INCH R=1/KEFF (KEFF) (R) '/4 1.95 0.51 7.80 0.13 5/16 2.07 0.48 6.62 0.15 For Sl:1 inch=25.4 mm,1 Btu/h-fl?-°F=5.678 W/m2-K. 'Based on 1 inch of panel thickness. 2Actual value for panel thickness shown. 4 ESR-2290 I Most Widely Accepted and Trusted Page 5 of 27 TABLE 3—MAXIMUM BASIC WIND SPEED(3-second gust)(mph) 2012 IRC,2009 20151BC/IRC and IBCARC,2006 2012 IBC IBC/IRC (Ultimate Design (Basic Wind Wind Speed, Speed,V 4,e,) V ,e) EXPOSURE EXPOSURE FASTENER FRAME STUD BLDG, CATEGORY CATEGORY PRODUCT THICK FASTENER SPACING SPACING HEIGHT (IN.) TYPE (IN.) TYPE (IN.) (FT.) B C D B C D Attached 0-15 126 85 163 110 HardieShingleTM 0.083" to 7/,6, shank 7/16"WSP (Newwood 20 121 85 - 156 110 '0.18T'HD attached to HardieShingle®) /, , 13.75 structural ht or half panel Panel(straight x 1 /2 long framing per 40 105 85 136 110 g ring shank code round installation) nail' sheathing only 60 95 - - 123 - Attached 0-15 105 85 - 136 110 0.083" � - t0 /1g HardieShingleTM(New shank 7/16"WSP HardieShingle®) / "0.187"HD 1375 structural attached to 20 105 - 136 - 4 Panel(staggered x 1 . /2"long panel framing per 40 95 - 123 installation) ring shank sheathing code nail only 60 85 - 110 Attached 0-15 158 0.090 143 130 204 185 168 " / " to ,e HardieShingleTM shank 7/16'WSP 20 158 139 127 204 179 164 (New , '0215"HD attached to /. . wood 8 structural HardieShingle®) x 1 IZ long framing per Panel ring shank shpanel eathing code 40 152 130 120 196 168 155 nail only 60 143 124 115 185 160 148 0.090" Attached 0-15 172 156 142 222 201 183 HardieShingleTM shank t0�/16, 7/16"WSP 20 172 151 138 222 195 178 (New , "0.215"HD wood attached to /, 6 structural HardieShingle®) x 1 /2"long framing per Panel ring shank shathl code 40 165 141 130 213 182 168 nail only 60 156 135 126 201 174 163 Nominal 0-15 168 137 116 217 177 150 0.083" 2x4 or HardieShingleTM shank Min.No. 20 168 137 116 217 177 150 (New 1 '0.18T'HD at each 20 ga.x HardieShingle®) /4 x 1'/2"long stud' 3.62"x 16 40 168 126 105 217 163 136 Panel ring shank 1.375" nai12 Metal 60 158 116 105 204 150 136 C-stud Nominal 0-15 147 105 85 190 136 110 0.083" 2x4 or HardieShingleTM shank Min.No. 20 137 100 85 177 129 110 (New '0.18T'HD at each 20 ga.x Hard ieShingle®) /4 x 11/2"long stud' 3.62"x 24 40 126 95 - 163 123 - Panel ring shank 1.375" nai12 Metal 60 116 89 150 115 - C-stud For SI:1 foot=305 mm,1 inch=25.4 mm,1 mph—0.44 m/s. 'Values are for species of wood having a specific gravity of 0.40 or greater. 2For application to metal framing members,fasteners must be ET&F Fastening Systems,Inc.ET&F Panelfasto nail,ET&F No.AGS-100-0150,head diameter=0.313 in.,shank diameter=0.100 in.,length=1.5 in.Metal studs must be maximum Fy=33 ksi. 'For application to ASTM C90 concrete masonry unit wall,fasteners must be either ET&F Fastening Systems,Inc.ET&F block nail(ET&F No.ASM-1440125, head dia.=0.30 in.,shank dia.=0.14 in.,length=1.25 in.),Max System block nail(CP-C 832 W7-ICC,head diameter.=0.30 in.,shank diameter.=0.15 in., length=1.3 in.),Aerosmith SurePin block nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.25 in.),or Jaaco Nail Pro(NP145S head diameter =0.30 in.,shank diameter=0.145 in.,length=1.25 in.)applied at the equivalent fastener or stud spacing. 4Wind speed design assumptions per Section 6.5,Method 2,of ASCE 7-05:1=1.0,K�,=1,Kd=0.85,GCp=0.18.,GC,=1.4. 5For application to wood framing or wood-based sheathing,the minimum fastener penetration must be 1 inch into framing or the sheathing thickness as applicable. 6V„d=nominal design wind speed. 7V„ft=ultimate design wind speed. BWind speed design assumptions per Section 30.4,of ASCE 7-10:Kzt=1,Kd=0.85,GCpi=0.18,GCp=-1.4. 92015 and 2012 IBC Section 1609.3.1,Eqn.16-33, V„d=Vu„40.6 ESR-2290 I Most Widely Accepted and Trusted Page 6 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)3 2012 IRC,2009 2015 IBC/IRC and IBC De IBCIIRC,2006 IBC/IRC (Basic Wind Speed, (Ultimate Design va.d3,9.12) Wind Speed, Vult � ) PRODUCT EXPOSURE EXPOSURE DIMENSIONIN. FASTENER FASTENING FRAME STUD BUILDING CATEGORY CATEGORY PRODUCT TYPE4 METHOD2 TYPE" SPACING HEIGHT THICK. WIDTH (IN.) (FT.) B C D B C D Min.No. 0-15 168 168 147 217 217 190 ET&F pin 20 ga.x 20 168 168 147 217 217 190 HardiePlank® 51,6 4 0.100"'1.5" Face Nailed 3'62 16 x 0.25"HD Metal 40 168 158 137 217 204 177 Metal C-stud 60 168 147 126 217 190 163 Min.No. 0-15 168 168 147 217 217 190 ET&F pin 20 ga.x 20 168 168 147 217 217 190 HardiePlank® 5/,6 6 0.100"'1.5" Face Nailed 3'62 16 x 0.25"HD Metal 40 168 158 137 217 204 177 Metal C-stud 60 168 147 126 217 190 163 Min.No. 0-15 168 168 147 217 217 190 ET&F pin 20 ga.x 20 168 168 137 217 217 177 HardiePlank9 5/16 61/4 0.100°'1.5" Face Nailed 3'62 1'375 16 x 0.25"HD Metal 40 168 158 137 217 204 177 C-stud 60 168 147 126 217 190 163 Min.No. 0-15 168 158 126 217 204 163 20 ga.x ET&F pin 20 168 147 126 217 190 163 ® 6 7/4 or 3.62" HardiePlank /,6 , 0.100"'1.5" Face Nailed 16 7/2 x 0.25"HD Metal 40 168 137 121 217 177 156 C-stud 60 168 126 116 217 163 150 Min.No. 0-15 168 147 126 217 190 163 x a. ET&F pin 20 g 20 168 147 126 217 190 163 HardiePlank® 51,6 8 0.100"'1.5" Face Nailed 3'62 1'375 16 x 0.25"HD Metal 40 168 137 116 217 177 150 C-stud 60 168 126 105 217 163 136 Min.No. 0-15 168 147 126 217 190 163 x a. ET&F pin 20 g 20 168 147 116 217 190 150 HardiePlank® 5/16 81/4 0.100".1.5" Face Nailed 3.62 16 Metal x 0.25"HD 40 168 131 116 217 169 150 Metal C-stud 60 158 126 105 204 163 136 Min.No. 0-15 168 137 116 217 177 150 HardiePlank ET&F pin 16 20 168 137 116 217 177 150 0.100°"1.5" ® 5,6 9 3.62" /,or Face Nailed 20 ga.x / 9'/2 x 0.25"HD 37551 40 158 126 105 204 163 136 Meta C-stud 60 147 116 105 190 150 136 Min.No. 0-15 145 131 119 187 169 154 ET&F pin 20 ga.x 20 145 127 116 187 164 150 HardiePlank® 5/16 12 0.100"'1.5" Face Nailed 3'62 16 x 0.25"HD 1.375" 40 139 119 110 179 154 142 Metal C-stud 60 131 114 106 169 147 137 Min.No. 0-15 160 137 116 207 177 150 ET&F pin 20 ga.x 20 160 137 116 207 177 150 HardiePlank® 5/16 4 0.100"'1.5" Face Nailed 3'62 24 Meta x 0.25"HD Metal 40 154 121 105 199 156 136 M C-stud 60 145 116 100 187 150 129 Min.No. 0-15 160 137 116 207 177 150 ET&F pin 20 ga.x 20 160 137 116 207 177 150 HardiePlank® 5/16 6 0.100"'1.5" Face Nailed 3'62 1'375 24 x 0.25"HD Metal 40 154 121 105 199 156 136 C-stud 60 145 116 100 187 1 150 129 m m nxi m m m m Dxi Dxi m C . a m a a n a a n a n FD O T -0 v :2 FD ZD* v C N > > 0 > > > > > > > n N O = p o z0 �\ rn O A m`O au v_V rn v zn t��D v 0 r N ti 0 o 0 s = ? n CD x 0 x O x O x O x 0 x 0 x 0 x 0 x 0 x 0 n O�m O-.m o�m o�m m m m m m m D 01 0 1 O� O-4 � .00-4 .08-1 -i :�p) Q O 1?. 9Qo 99. ,O Q. N O Qo N O Qo N(R Qo N O Qo N O QD N O P. W -nW m W -n W T Ln T N T N T Ln -n V! -n u; T T m W j o v o mz r x�� x '� x,� x,� x,� x�� 'm m 4 p(n py pu; py py p(n py C)0 0cn Ocn � m m m w oTi oTi m DTi m m m D{ z z z cl z z z z z z z Sm 3 m m m m m m m m m m 0 C R Z 3 W D N� W N� -+W N� W N� -+W N� �W N� W N� C-) o5o� o5o5n� o� nom. o� n3. o� nom. o� nom. o� . o� � n W O(p W Om W O(0 W O(0 (p »W O(0 y a W Om a+ (p W Om (a N W Om W 00 y W O00 T D V N p) V N D V N y V N y VNy VNy V N y V N p) V N p V N y m cc cn Z u, Z N z Z c y (n Z c m v+ - Z c N v+ Z c bi cn z c m (n - Z c 5i u+ z P. S ,x _ .x •x _ •x cl .x 0 n— .x 0 CL a x 0 a— _ x 0 O.— _ .x 0 a— a .x p am Z v v, y -ywm O O O O A A A A A A Z n m t ZO 0 G B W S O A N Q O A N Q O A N Q O A N Q O A N Q O A N Q O A N Q O A N Q O A N Q O A N P T m r G N W A N W U• O W A N O W A N ut �j O p p N N A A N W " (n N W N O N W (n O �� CDa O V V 01 V O O V V O W V V O OD N O O O O V V O V M O O V O O O V co O V V O O d �N W O > <cnN O O O N O Vt O fO N O O N O O OOfO ! O 91 OO -4 wcon LW" 7(n O N NO N O C 4 8 a _CA�O O o CO CO (O (0 (0 p , aD au , aD O O w O (0 (0 aD w (0 (0 aD aD (O m (p (n N O N 0 N C, O U O U U (n 00 N (n V N (n O N O (n (n cn W O (n 0 (0 O O O N O 0 N Npp N O N W W O WN V N V W VO VV (0 VNO VNO W RX C D cNc G N J + N W N W O N W A O O W A O O N N N N N N (n W W N (� N N W N W 01 O O Ut O V n �y F.-C. A O � = O U W 0) (O O O O O N O W O N O W N O A W W O O W (D W O W O O O W O O O O O W V N n V m C n <m p) N = G V 0 0 O N W (O W W (0 O W W w O 0 N 0 0 0 0 0 W W O Cn W W N V7 W (D W O N 0 ESR-2290 I Most Widely Accepted and Trusted Page 8 of 27 TABLE 4-MAXIMUM BASIC WIND SPEED(mph)3(Continued) 2012 IRC,2009 2015 IBC/IRC and 2012 IBC IBC/IRC,2006 IBCIIRC (Ultimate Design (Basic Wind Speed, ,.q.,z Wind Speed, V� ) Vmeio.+1) PRODUCTEXPOSURE EXPOSURE STUD BUILDING DIMENSION IN. FASTENER FASTENING FRAME CATEGORY CATEGORY PRODUCT 4 : "' SPACING HEIGHT THICK. WIDTH TYPE METHOD TYPE (IN.) (FT.) B C D B C D 0-15 137 95 85 177 123 110 ET&F pin Min.No. 20 126 95 - 163 123 - HardiePlanka 5/16 8 0.100"'1.5" Blind Nailed 20 ga.x 16 x 0.313"HD 3'62 40 116 85 - 150 110 - 1.375" 60 105 85 - 136 110 - 0-15 137 95 - 177 123 - ET&F pin Min.No. 20 126 95 163 123 - HardiePlanke 5/16 81/4 0.100°'1.5" Blind Nailed 20 ga.x 16 x 0.313"HD 3'67'' 40 116 85 - 150 110 - 1.375" 60 105 - - 136 - - 0-15 158 110 95 204 142 123 ET&F pin Min.No. 20 147 105 85 190 136 110 HardiePlank 5/16 4 0.100''1.5" Blind Nailed 20 ga.x 24 x 0.313"HD 3'62 40 126 95 85 163 123 110 1.375" 60 121 95 - 156 123 - 0-15 158 110 95 204 142 123 ET&F pin Min.No. 20 147 105 85 190 136 110 HardiePlank® 5/16 6 0.100-1.5"1.5" Blind Nailed 23 62 x 24 x 0.313"HD 1.375 ,' 40 126 95 85 163 123 110 60 121 95 - 156 123 - 0-15 147 105 85 190 136 110 ET&F pin Min.No. 20 137 100 85 177 129 110 HardiePlank® 5/16 61/4 0.100""1.5" Blind Nailed 23 82' x 24 x 0.313"HD 1.375" 40 126 95 - 163 123 - 60 105 89 - 136 115 0-15 137 95 85 177 123 110 Min.No. ® s 771 or ET&100 pin 20 gax 20 126 95 - 163 123 - HardiePlank /,6 7,/ 0.100°'1.5" Blind Nailed 3.62';. 24 Z x 0.313"HD 1.375" 40 116 85 - 150 110 - 60 105 85 - 136 110 - 0-15 126 85 - 163 110 - ET&F pin Min.No. 20 116 85 150 110 HardiePlank® 5/16 8 0.100°"1.5" Blind Nailed 20 ga.x 24 - x 0.313"HD 3'62 40 100 - - 129 - 1.375" 60 95 - 123 - 0-15 116 - - 150 ET&F pin Min.No. 20 105 136 HardiePlank'" 5/16 81/4 0.100".1.5" Blind Nailed 20 ga.x 24 x 0.313"HD 3'67' 40 95 - 123 1.375" 60 85 - 110 0-15 170 170 158 219 219 204 Face Nailed 20 170 169 154 219 218 199 HardiePlank® 5/16 5.25 6d common Through 2X4 16 plank overlap Wood 40 170 157 145 219 203 187 60 170 151 140 219 194 180 0-15 170 155 141 219 200 182 Face Nailed 20 170151 138 219 195 178 HardiePlank" 5/,6 6.25 6d common Through 2X4 16 plank overlap Wood 40 164 140 130 218 181 167 60 155 135 125 207 174 161 m v m o=i o=i o=i m m n=i D=i m _ a a a a a a a a a a CD � v v v v v - rD v O C N ® ® ® ® ® 0 X6 O O � O yo zo v 4 V V N U O t0 OD V V _=n m 13 U U U U U U N OD U N Z _ n 2 mD) W 01 0) 01 0) U U 0) �1 a a a a a a a a a a > cD 8 8 8 8 8 8 8 8 8 8 D 3 3 3 3 3 3 3 3 3 3mZ W a ? ; _8 8 8 x8 8 gig x9 x O O Z O a O O O O a m ` Z Z Z Z Z Z O �Z$ O �Z`(DQ D(s T. (D T. m a T. `m m W `m d. `m T. `m T. m m T. `m T. o? 3 vz W D F T N 222iii a 222 a o m z v CA N N N N N Z 0 m A A A A O1 U � CA D1 pf v 3 W S CD A N Q U A N Q O) A N Q CD A N Q U A N Q W A N Q 0 A N Q U A N Q U A N Q Of A N Q T m r n O O O U O O O U O O O U O O O U O O O U O O O U O O O U O O O U O O O U O O O U G)O O C W O O W W W O U(A cn U N V V J O O O O A A A A U U U N N W W N W W W W W A A f1 A A A W A U U A U U QJ �n a N O) U f0 U U A V V 0 V W W N O W W Im 0m a.�c > <�cN nN G O O O U V s0 N N W OWD N 0 m y "� 8(A') N O W O U N O O W W W W N U V D1 t0 W A O V 0) O A "a pp Am _NTg U O W W V W U N Ol N U A aD QNi (NO O O O d7 N N W O 0 w 000 0 + N Of W 0 A CD � w � �M n U O) W A U W Cn V U U V DD OD V OD �O t0 V O c0 t0 DD <O O O t0 O O V V N N O O 0 O V V W W N N D m c j N U V V U 01 V OD (7 e N ry N A (Q V N N U O U U l0 N W f0 A f0 U w W U N W V W A OD V W U t0 O 00 OD N U N A W f0 U OD W OC Mz "�(A 00 m N W W N N W W W W A A A U O) U N W W A N W A A W A U W A U U A U U 01 A U 0 Cl N QD O W O U N O) N V U O V W N 0> U O 00 N W N A D1 O U coA W V A O O W V W 0 N N UCL m m u=i m v a)) m m v m A a n a a a a a o. a n 0 C CA u T -0 : � C N > > > > > > > 0) > > n N XO XO XO O _ � O Z A y0 V — i C-1 `° PD V V DI lJ1 O O OD _ N OD N N N N N N LD1 v Z n N N N C') n CD O O O O co 00 01 W 0) 01 TI a n a n n n n n n n n D cD 8 8 8 8 8 8 8 8 8 a m 3 3 3 3 3 3 3 3 3 3mi W CL 'M m ti CTcDS fT CTtDS c7Tc7 cTt�� CtT�S fmf11 ((oTif (m� x�N x�fD N ?N x?(p �-W mN Q O O Z O O Z O O Z O O Z O O Z O O Z O O Z O O Z O O Z O O Z 2 < C < C < C < C < C < C < C < C < C G C C �. m to e. m to d. <m d. m to d. m m d. <to T. m d. m O Z S — 3 — 3 S— 1 S— ZL 7— Z7— 37- 1=— 3 — =L S— 0Z v w0 W D Nx N SNC N a.m Z v V) CO) m D1 O) Of O O) Q) A A A A Z 0 v 3 v W S O A N Q Of A N Q O A N Q O) A N Q O AA N Q O A N Q D) N Q O) A N Q m C u O O o O o O O O O o O O O O O O O o O O O O o O o 0 o N o 0 o N =6 �z p� V V V O) V V V V V V V V V V V V J V V V V J V f0 p O O O QQ O O N N a A O O O J O O O O O O O O O O O O O O O O O O O lD A tD tD O 01 O O V W O7 W /D N O O d n N 1� �C•<OcC AN O O OAN A!b tT O) A N O O Ot (n O J Ot O1 V V O V J V V V J J cD W tD to OD D OtD t0O! OAmt0 A N V O V OO t0 OOO W V tJ0 t0 N8 S"Ca N 0 _ _ 71 W W A A W Aw Oi N (� f!i V V V V V i i t0 OD t0 W OD t0 t0 W t0 t0 t0 C N VM O A A J N V V O Of O O O O O O V O t0 O (0 N J OD V W 0 N (D t0 t0 O) tD tD tp t0 O t0 tD tD t0 tD tD t0 t0 tD tD co tD co CD V Ch O O CND V N N CO OA) N N ( N 0 C C WVO tVD ONm Nc0 OD1 tNVD O ((pp tD tD OW VO N O�cA N Avn O 00 D W W 0 w 0 0. aOVO O W NNO LO V V (D OD ID W O) T - 1 - 0 N� C O t0 h O h M M t0 O I� t0 O h f0 O N N O N N h CA t0 (O O N M Ol Cfl M O u'1 M O n C ^ t0 I, n 10 f� t0 1[1 1[f 1� fD u7 1t7 00 t0 Y7 O ID R 1n u1 R 117 V M at M < M N N ,y�y ^ w> Q 0'm 0e O ao N a0 N 1n aD f0 [A r N O M f� N O M �p ao N 1� h CA O O W N M O f0 O t0 (O O O 1() M O r V N 47 N a W U w a) f� f- W OD h O w w t0 m O OD 00 10 OD aD ID O O m n n i(7 117 n <O 1A N (O 117 N N C•� 1D O T aD < R 10 N O h n O r 1t) ul O (p p M N m O m c:. CA O O t7f aD O O CA O O O Of OD O O OND OOD N OOi 01 co r N On f0 r (Op IL N N N N N N N N N N N N N N ��pp r r r r r r r r r .- .- r r r r r N l�7 N N M (7 N N M N N n M N N ^ M co N O co N W r N N M O N O O M N !r M �U rn W> gmyn �K 9 a =o O O O h � O M aD N M OD O 10 1/) M OD M O I- C" yQ W U M O 00 M t0 f0 1A 0 117 N 3 a F 1ff Q M M 1A F M M a M N Y V M N V M NU u> WU N W m m CA O N M Op �p W O O a N O O a an CA W M (p f0 O O O ��pp r- n W m N N O t0 O M m w <O 00 N f0 f0 1A 1t) O t0 10 t0 f0 10 V 1A 1A N N 1[I H V tt) to 0') < V M M M N M M M N m 3 C ?~ u'1 1!) O O C7 H o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N t0 N O f0 N V co N <O N V' OO N R 10 N v w N V w N v o N V 10 7= L m a E 0 oz^ wH U Z N N N N N N N 04w ya= CL rn N z Wm U 4 I � LL� 3 Q m z„ m m m c m a o a o a ZD ALL �LZ �LL �Lt �LL �LL �LZ OL•mC 20 moo moo moo moo moo moo moo moo m tm oa) > > > > > > > > > > > > > > > > > > > > wx Zoo Zoo Zoo Zoo Z' oo Zoo Zoo QZ� oo Zoo Zoo Q mF'- N� mH N H �F m C m F C "� C m C F C IL aLL a LL a LL a LL a LL a LL a LL a LL a LL @ � a W wo c O O O C C C C C -+ z'w E E E E E E E E E E `° m Wa E E E E E E E E E E 8 8 8 8 8 8 8 8 8 8 a � y Q a v v a a v -o a Go GD 4 LL co co co m m au co ro au GD N In In U = Q Z_ 0N N N N OD N N CD Uz 3 M °' tri to 1- r OD aiCD a o 0N W W Y c a O N U c c c c c c c c c c N m m m m m m m m m m U m N N N N aai N m a(L) N w v v a a '2 v v a a a W a x x x x x x x x x = ESR-2290 Most Widely Accepted and Trusted Page 12 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)'(Continued) 2012 IRC,2009 20151BC/IRC and 2012 IBC De IBC1IRC,2006 IBC/IRC (Basic Wind Speed, (Ultimate Design Va.3,9,12) Wind Speed, V'rc ' ) PRODUCT EXPOSURE EXPOSURE STUD BUILDING DIMENSION IN. FASTENER FASTENING FRAME CATEGORY CATEGORY PRODUCT x ,a SPACING HEIGHT THICK. WIDTH TYPE METHOD TYPE" (IN.) (FT.) B C D B C D No.5-18, Min.No. 0-15 168 168 137 217 217 177 15/8'long x 20 ga.x 20 168 158 137 217 204 177 HardiePlank® 5/,6 4 0.323"HD Face 3.62"" 16 Screwed 1 ribbed bugle 40 168 147 131 217 190 169 head screw Mettalal C- stud 60 168 137 126 217 177 163 0-15 168 168 137 217 217 177 No.8-18, 1 5/8'long x Min.No. 20 168 158 137 217 204 177 HardiePlank® 5/16 6 0.323"HD Face 20 ga.x 16 ribbed bugle Screwed 3.62"" 40 168 147 131 217 190 169 head screw 1.375" 60 168 137 126 217 177 163 0-15 168 168 137 217 217 177 No.8-18, 15/8'long x Min.Face 2 .x 20 168 158 137 217 204 177 HardiePlank® 5/16 61/� 0.323"HD .ga.x 16 ribbed bugle Screwed 3.62"" 40 168 147 126 217 190 163 head screw 1.375" 60 168 137 121 217 177 156 0-15 168 147 126 217 190 163 No.8-18, 15l6"long x Min. .x 20 168 147 121 217 190 156 HardiePlank® 5/ 7 or 18 7 1 Screwed 3.0.323"HD Face 20 ga.62""x 16 /x ribbed bugle 40 168 131 116 217 169 150 head screw 1.375" 60 168 126 105 217 163 136 No.8-18, 0-15 168 147 126 217 190 163 15/8'long x Min.No. 20 168 147 121 217 190 156 HardiePlank® 5/18 8 0.323"HD Face 20 ga.x 16 ribbed bugle Screwed 3.62"' 40 168 131 116 217 169 150 head screw 1.375" 60 158 126 105 204 163 136 0-15 168 147 126 217 190 163 No.8-18, 15/8'long x Min.No. 20 168 137 121 217 177 156 Screwed 3.62 5 Face 20 ga.x HardiePlank l,e 8!, 0.323"HD 16 S " ribbed bugle 1 375„ 40 168 131 118 217 169 150 head screw 60 158 121 105 204 156 136 No.8-18, 0-15 168 137 116 217 177 150 15/8'long x Min.No. HardiePlank 20 168 131 110 217 169 142 ® 5l,6 9/4 or 0.323"HD Face 20 ga.x , 16 9/x ribbed bugle Screwed 3.62". 40 158 121 105 204 156 136 head screw 1.375" 60 147 116 100 190 150 129 No.8-18, 0-15 168 126 105 217 163 136 1-%"long x Min.No. 20 168 121 95 217 156 123 HardiePlank'" 5/16 12 0.323"HD Sewed c 20 a x 16 ribbed bugle 1 375„ 40 137 110 95 177 142 123 head screw 60 137 105 89 177 136 115 0-15 160 137 116 207 177 150 No.8-18, 15/8'long x Min.No. 20 160 137 116 207 177 150 HardiePlank® 5/16 4 0.323"HD Face 20 ga.x 24 ribbed bugle Screwed 3.62"" 40 155 126 110 200 163 142 head screw 1.375" 60 145 116 105 187 150 136 0-15 160 137 116 207 177 150 No.8-18, I-%"long x Min.No. 20 160 137 116 207 177 150 HardiePlank® 5/16 6 0.323"HD Face Screwed 203.ga ,x 24 ribbed bugle 1.375" 40 154 126 110 199 163 142 head screw 60 145 1 116 1 105 187 1 150 1 136 ESR-2290 I Most Widely Accepted and Trusted Page 13 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)3(Continued) 2012 IRC,2009 20151BC/IRC and IBC/IRC,2006 IBC/IRC 20121BC De (Basic Wind Speed, (Ultimate Design V��3,9,12 Wind Speed, Vult70,77) PRODUCTSTUD BUILDING EXPOSURE EXPOSURE DIMENSION IN. FASTENER FASTENING FRAME CATEGORY CATEGORY PRODUCT � 2 SPACING HEIGHT THICK. WIDTH TYPE METHOD TYPE" (IN.) (FT.) B C D B C D 0-15 160 145 116 207 187 150 No.8-18,1- ® s 5/8'.long x Face 20 ga.x 20 160 141 110 207 182 142 HardiePlank /16 6/4 0.323"HD Screwed 3.62"' 24 ribbed bugle 1.375" 40 154 131 105 199 169 136 head screw 60 145 126 100 187 163 129 0-15 160 126 105 207 163 136 No.8-18,1- 5/8'long x Min.No. 20 160 121 105 207 156 136 ® s 71/4 or Face 20 ga.x HardiePlank /1B 71/2 ribbed 0bHD Screwed 3.62"' 24 ed bugle 1 375„ 40 147 110 95 190 142 123 head screw 60 137 105 95 177 136 123 No.8-18,1- 0-15 160 126 105 1 207 163 1 136 5/8.'long x Min.No. 20 160 121 100 207 156 129 HardiePlankx 5/16 8 0.323"HD Face Screwed 203.ga x 24 ribbed bugle 1 375, 40 147 110 95 190 142 123 head screw 60 137 105 89 177 136 115 0-15 160 121 105 207 156 136 No.8-18,1- ® s 5/e long x Face 20nga.x 20 160 121 100 207 156 129 HardiePlank /16 81/, 0.323"HD Screwed 3.62". 24 ribbed bugle 1 375„ 40 137 105 95 177 136 123 head screw 60 131 100 89 169 129 115 0-15 158 116 95 204 150 123 No.8-18,1- 5/8"long x Min.No. 20 158 110 95 204 142 123 ® s 91/4 or Face 20 ga.x HardiePlank /,6 9,/2 0.323"HD Screwed 3.62"' 24 ribbed bugle 1 375„ 40 137 100 89 177 129 115 head screw 60 126 95 85 163 123 110 0-15 163 148 134 210 191 173 No.11 Blind Nailed 20 163 143 131 210 185 169 HardiePlank® 5/16 5.25 1.25gong Through top 2 x 4 16 roofing nail edge of plank 40 156 133 123 202 172 159 60 148 128 119 191 165 154 0-15 146 132 120 188 171 155 a e Blind Nailed 20 146 128 117 188 166 151 HardiePlank® 5/15 6.25 1.26-gbng Through top 2 x 4 16 roofing nad edge of plank 40 140 119 110 180 154 142 80 132 115 106 171 148 137 0-15 133 121 110 172 156 142 a e Blind Nailed 20 133 117 107 172 151 138 HardiePlanko 5/16 7.25 1.25"long Through top 2 x 4 16 roofing nail edge of plank 40 128 109 101 165 141 130 60 121 105 97 156 135 126 0-15 130 118 107 168 152 138 ae, Blind Nailed 20 130 115 105 168 148 135 HardiePlank 5/16 7.5 1.25"long Through top 2 x 4 16 roofing nail edge of plank 40 125 107 99 161 138 127 60 118 102 95 152 132 123 0-15 125 114 103 162 147 133 No.11 e Blind Nailed 20 125 110 101 162 143 130 HardiePlank® 5/16 8 gaauge, Through top 2 x 4 16 1.25"long roofing nail edge of plank ��60- 120 103 95 155 133 122 114 99 91 147 127 118 ESR-2290 I Most Widely Accepted and Trusted Page 14 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)'(Continued) 2012 IRC,2009 2015 IBC/IRC and e 20121 IBC1IRC,20061BCIIRC (Basic Wind Speed, (Ultimate DDesign V-d2.902) Wind Speed, Vurc ) PRODUCTSTUD BUILDING EXPOSURE EXPOSURE DIMENSION IN. FASTENER FASTENING FRAME CATEGORY CATEGORY PRODUCT � z SPACING HEIGHT THICK. WIDTH TYPE METHOD TYPE" (IN.) (FT.) B C D B C D 0-15 123 112 101 159 144 131 No.11 Blind Nailed 20 123 108 99 159 140 128 HardiePlank® 5/,6 8.25 1.25 e g Through top 2 x 4 16 roofing nail edge of plank 40 118 101 93 152 130 120 60 112 97 90 144 125 116 0-15 115 104 95 148 135 122 No.11 Blind Nailed 20 115 101 93 148 131 119 HardiePlank® 5/18 9.25 gauge' Through top 2 x 4 16 n long roofing nail edge of plank 40 110 94 87 142 122 112 60 104 90 - 135 117 - 0-15 113 103 93 146 133 121 No.11 Blind Nailed 20 113 100 91 146 129 118 HardiePlank® 5/18 9.5 1.25 9e, Through top 2 x 4 16 roofing nail edge of plank 40 109 93 86 140 120 111 60 103 89 - 133 115 107 0-15 133 121 110 172 156 141 No.11 Blind Nailed 20 133 117 107 172 151 138 HardiePlank® 5/16 5.25 gauge' Through top 2 x 4 24 n long roofing nail edge of plank 40 128 109 101 165 141 130 60 121 105 97 156 135 125 0-15 119 108 98 153 139 126 No.gauge, Blind Nailed 20 119 105 96 153 135 124 HardiePlank® 5/16 6.25 1.25"gong Through top 2 x 4 24 roofing nail edge of plank 40 114 98 90 147 126 116 60 108 94 87 139 121 112 0-15 108 98 89 140 127 115 No.11 Blind Nailed 20 108 96 87 140 123 113 HardiePlank® 5/16 7.25 1.25 gong Through top 2 x 4 24 roofing nail edge of plank 40 104 89 - 134 115 - 60 98 85 - 127 110 - 0-15 106 96 88 137 125 113 Blind Nailed 20 106 94 86 137 121 110 HardiePlank® 5/76 7 5 gauge , Through top 2 x 4 24 roofing longg nail edge of plank 40 102 87 - 132 113 - 60 96 - 125 108 0-15 102 93 - 132 120 No.11 Blind Nailed 20 102 90 132 116 - HardiePlank® 5/1e 81 25 Seng Through top 2 x 4 24 roofing nail edge of plank 40 98 - 127 - 60 93 - 120 - 0-15 100 91 - 129 117 No.11 Blind Nailed 20 100 88 129 114 - HardiePlanO 5/16 8.25 gauge, Through top 2 x 4 24 n a of g long roofing nail ed plank 40 96 - 124 60 91 - 117 0-15 94 85 121 110 No.11 Blind Nailed 20 94 - 121 107 HardiePlank8 5/16 9.25 1.25Through top 2 x 4 24 roofing nail edge of plank 40 90 116 - - 60 85 110 - ESR-2290 I Most Widely Accepted and Trusted Page 15 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)'(Continued) 2012 IRC,2009 2015 IBC/IRC and IBC/IRC,20061BCIIRC 2012 IBC (Ultimate Design (Basic Wind Speed,+x Wind Speed, V..das, ) W1 PRODUCTSTUD BUILDING EXPOSURE EXPOSURE DIMENSION IN. FASTENER FASTENING FRAME CATEGORY CATEGORY PRODUCT s z SPACING HEIGHT THICK. WIDTH TYPE METHOD TYPE"' (IN.) (FT.) B C D B C D 0-15 93 - 119 - - No.11 Blind Nailed 20 93 - 119 - - HardiePlanO 5/16 9.5 1 25 gong Through top 2 x 4 24 roofing nail edge of plank 40 89 115 60 - - - - - - 0-15 170 170 166 219 219 214 No.11 Blind Nailed 20 170 170 162 219 219 209 HardiePlank" 5/16 5.25 guage,1.75 Through top 2 x 4 16 inch long edge of plank 40 170 165 153 219 213 197 roofing Nail 60 170 158 147 219 205 190 0-15 170 164 149 219 211 192 No.11 Blind Nailed 20 170 159 145 219 205 187 HardiePlank® 5/16 6.25 guage,1.75 Through top 2 x 4 16 inch long edge of plank 40 170 148 137 219 191 176 roofing Nail 60 164 142 132 211 183 170 0-15 164 149 136 212 193 175 No.11 Blind Nailed 20 164 145 132 212 187 171 HardiePlank® 5/18 7.25 guage,1.75 Through top 2 x 4 16 inch long roofing Nail edge of plank 40 158 135 125 204 174 161 60 149 129 120 193 167 155 0-15 161 146 133 208 189 172 No.11 Blind Nailed 20 161 142 130 208 183 167 HardiePlank® 5/16 7.5 guage,1.75 Through top 2 x 4 16 o fi long ng Nail roofing edge of plank 40 155 132 122 200 171 158 60 146 127 118 189 164 152 0-15 155 141 128 200 182 165 No.11 Blind Nailed 20 155 137 125 200 176 161 HardiePlank® 5/18 8 guage,1.75 Through top 2 x 4 16 inch long roofing Nail edge of plank 40 149 127 117 192 164 152 60 141 122 113 182 157 146 0-15 152 138 126 197 178 162 No.11 Blind Nailed 20 152 134 123 197 173 158 HardiePlank 5/16 8.25 guage,1.75 Through top 2 x 4 16 inch long roofing Nail edge of plank 40 146 125 115 189 161 149 60 138 120 111 178 155 144 0.15 142 129 117 184 167 152 No.11 Blind Nailed 20 142 126 115 164 162 148 HardiePlank® 5/16 9.25 guage,1.75 Through top 2 x 4 16 inch long p roofing Nail a edg of lank 40 137 117 108 176 151 139 60 129 112 104 167 145 134 0-15 140 127 116 181 164 149 No.11 Blind Nailed 20 140 124 113 181 160 146 HardiePlank® 5/t6 9.5 guage,1.75 Through top 2 x 4 16 inch long edge of plank 40 135 115 106 174 148 137 roofing Nail 60 127 110 102 164 142 132 0-15 164 149 136 212 193 175 No.11 Blind Nailed 20 164 145 132 212 187 171 HardiePlank® 5/16 5.25 guage,1.75 Through top 2 x 4 24 inch long edge of plank 40 158 135 125 204 147 161 roofing Nail 60 149 129 120 1 193 1 167 1 155 ESR-2290 I Most Widely Accepted and Trusted Page 16 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)'(Continued) 2012 IRC,2009 2015 IBC/IRC and 2012 IBC IBC/IRC,2006 iBCARC (Ultimate Design (Basic Wind Speed, v..3,9.12) Wind Speed, Vm1 'li) PRODUCT EXPOSURE EXPOSURE STUD BUILDING DIMENSION IN. FASTENER FASTENING FRAME CATEGORY CATEGORY PRODUCT z 1 e SPACING HEIGHT THICK. WIDTH TYPE METHOD TYPE" (IN.) (FT.) B C D B C D 0-15 147 134 121 190 172 157 No.11 Blind Nailed 20 147 130 118 190 168 153 HardiePlank® 5/16 6.25 guage,1.75 Through top 2 x 4 24 inch long edge of plank 40 141 121 111 182 156 144 roofing Nail 60 134 116 108 172 150 139 0-15 134 122 111 173 157 143 No.11 Blind Nailed 20 134 118 108 173 153 140 HardiePlank® 5/16 7.25 guage,1.75 Through top 2 x 4 24 inch long edge of plank 40 129 110 102 166 142 131 roofing Nail 60 122 106 98 157 136 127 0-15 132 119 109 170 154 140 No.11 Blind Nailed 20 132 116 106 170 150 137 HardiePlank® 5/16 7.5 guage,1.75 Through top 2 x 4 24 inch long edge of plank 40 126 108 100 163 139 129 roofing Nail 60 119 104 96 154 134 124 0-15 127 115 104 163 148 135 No.11 Blind Nailed 20 127 112 102 163 144 132 inch long HardiePlank® 5178 8 guage, ng Through top 2 x 4 24 roofing Nail edge of plank 40 122 104 96 157 134 124 60 115 100 93 148 129 120 0-15 124 113 102 161 146 132 No.11 Blind Nailed 20 124 110 100 161 142 129 HardiePlank" 5/16 8.25 guage,1.75 Through top 2 x 4 24 inch long roofing Nail edge of plank 40 119 102 94 154 132 122 60 113 98 91 146 126 117 0-15 116 106 96 150 136 124 No.11 Blind Nailed 20 116 103 94 150 133 121 HardiePlank 5/16 9.25 guage,1.75 Through top 2 x 4 24 inch long roofing Nail edge of plank 40 112 95 88 144 123 114 60 106 92 85 136 118 110 0-15 114 104 94 148 134 122 No.11 Blind Nailed 20 114 101 92 148 130 119 HardiePlank" 5/t6 9.5 guage,1.75 Through top 2 x 4 24 inch long roofing Nail edge of plank 40 110 94 87 142 121 112 60 104 90 - 134 116 - No.8 x 11/4 Min.No. 0-15 168 168 137 217 217 177 0..long x 20 ga.x 20 168 158 137 217 204 177 HardiePlankx 5/16 q375 in. Blind 3.62"x 16 HD ribbed Screwed 1.375" 40 168 147 126 217 190 163 waferhead Metal C- screws stud 60 168 137 121 217 177 156 No.8 x 11/4 Min.No. 0-15 168 168 137 217 217 177 in.long x 20 ga.x 20 168 158 137 217 204 177 HardiePlank® 5/18 6 0.375 in. Blind 3.62"x 16 HD ribbed Screwed 1.375" 40 168 147 126 217 190 163 waferhead Metal C- screws stud 60 168 137 121 217 177 156 No.8 x 11/4 Min.No. 0-15 168 158 142 217 204 183 in.long x 20 ga.x 20 168 158 131 217 204 169 HardiePlank® 5/16 61/4 0.375 in. Blind 3.62"x 16 HD ribbed Screwed 1.375" 40 168 147 126 217 190 163 waferhead Metal C- screws stud 60 158 137 121 204 177 156 ESR-2290 I Most Widely Accepted and Trusted Page 17 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)'(Continued) 2012 IRC,2009 2015 IBC/IRC and IBC/IRC,20061BCIIRC 20121D (Basic Wind Speed, (Ultimate Design Wind nd Speed, v..3,912 ) 10,77) Vult PRODUCTEXPOSURE EXPOSURE STUD BUILDING DIMENSION IN. FASTENER FASTENING FRAME CATEGORY CATEGORY PRODUCT TYPE` METHOD' TYPE" SPACING HEIGHT THICK. WIDTH (IN.) (FT.) B C D B C D No.8 x 11/4 Min.No. 0-15 168 152 126 217 196 163 in.long x 20 ga.x ® s 71/4 or 0.375 in. Blind 3.62"x 20 168 147 116 217 190 150 HardiePlank /16 7% HD ribbed Screwed 1.375" 16 waferhead Metal C- 40 168 137 116 217 177 150 screws stud 60 158 126 110 204 163 142 No.8 x 11/4 Min.No. 0-15 168 147 116 217 190 150 in.long x 20 ga.x 20 168 137 116 217 177 150 HardiePlank® 5/16 8 0.375 in. Blind 3.62"x 16 HD ribbed Screwed 1.375" 40 158 126 105 204 163 136 waferhead Metal C- screws stud 60 147 121 105 190 156 136 No.8 x 11/4 Min.No. 0-15 168 142 121 217 183 156 in.long x 20 ga.x 20 168 137 116 217 177 150 HardiePlank® 5/16 81/4 0.375 in. Blind 3.62"x 16 HD ribbed Screwed 1.375" 40 158 126 110 204 163 142 waferhead Metal C- screws stud 60 147 116 105 190 150 136 No.8 x 1114 Min.No. 0-15 168 137 116 217 177 150 in.long x 20 ga.X 9'14 or 0.375 in. Blind 3.62"x HardiePlanke 5/,6 91/2 HD ribbed Screwed 1.375" 16 20 168 126 105 217 163 136 waferhead Metal C- 40 158 116 105 204 150 136 screws stud 60 137 110 100 177 142 129 No.8 x 11/4 Min.No. 0-15 160 137 116 207 177 150 in.long x 20 ga.x 20 160 131 110 207 169 142 HardiePlank 5/16 4 0.375 in. Blind 3.62"x 24 HD ribbed Screwed 1.375" 40 152 121 105 196 156 136 waferhead Metal C- screws stud 60 145 116 100 187 150 129 No.8 x 11/4 Min.No. 0-15 160 137 116 207 177 150 in.long x 20 ga.x 20 160 131 110 207 169 142 HardiePlank® 5/16 6 0.375 in. Blind 3.62"x 24 HD ribbed Screwed 1.375" 40 152 121 105 196 156 136 waferhead Metal C- screws stud 60 145 116 100 187 150 129 No.8 x 11/4 Min.No. 0-15 160 137 116 207 177 150 in.long x 20 ga.x 20 160 131 105 207 169 136 HardiePlankx 5/16 81/4 0.375 in. Blind 3.62"x 24 HD ribbed Screwed 1.375" 40 154 121 105 199 156 136 waferhead Metal C- screws stud 60 145 116 100 187 150 129 No.8 x 11/4 Min.No, 0-15 160 126 105 207 163 136 in.long x 20 ga.x ® s 71/4 or 0.375 in. Blind 3.62"x 20 160 116 100 207 150 129 HardiePlank /16 7+/2 HD ribbed Screwed 1.375" 24 40 147 105 89 190 136 115 waferhead Metal C- screws stud 60 137 89 89 177 115 115 No.8 x 11/4 Min.No. 0-15 160 121 100 207 156 129 in.long x 20 ga.x 20 158 116 100 204 150 129 HardiePlank 5/16 8 0.375 in. Blind 3.62"x 24 HD ribbed Screwed 1.375" 40 142 105 89 183 136 115 waferhead Metal C- screws stud 60 131 100 89 169 129 115 No.8 x 11/4 Min.No. 0-15 160 121 100 207 156 129 in.long x 20 ga.x 20 158 116 100 204 150 129 ® 5 0.375 in Blind Screwed 1.375"Blind 3.62"x HardiePlank /16 8'/4 HD ribbe24 40 142 105 89 183 136 115 waferhead Metal C- screws stud 60 126 100 89 163 129 115 ESR-2290 I Most Widely Accepted and Trusted Page 18 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)'(Continued) 2012 IRC,2009 2016 IBC1IRC and 2012 IBC IBC/IRC,20061BC/IRC (Ultimate Design (Basic Wind Speed, Va.3,9,12 Wind Speed, 1) Vie1oa PRODUCTEXPOSURE EXPOSURE STUD BUILDING DIMENSION IN. FASTENER FASTENING FRAME CATEGORY CATEGORY PRODUCT TYPE"a z 1 n SPACING HEIGHT THICK. WIDTH TYPE METHOD (IN.) (FT.) B C D B C D No.8 x 1'/4 Min.No. 0-15 158 116 95 204 150 123 in.long x 20 ga.x � s 9'/40r 0.375 in. Blind 3.62"x HardiePlank /16 9% HD ribbed Screwed 1.375" 24 20 147 105 89 190 136 115 40 131 95 85 169 123 110 waferhead Metal C- screws stud 60 121 89 85 156 115 110 6d-2 inch E40 141 128 116 182 165 150 long X 0.093 inch Blind Nailed 141 124 114 182 160 147 HardiePlank® 5/16 5.25 shank X Through top 2 x 4 16 0.222 inch edge of plank WOOd 135 116 107 174 150 138 head diameter 128 111 103 165 143 133 sidin nail 6d-2 inch 126 114 104 163 147 134 long X 0.093 inch Blind Nailed 126 111 102 163 143 132 HardiePlank® 5/16 6.25 shank X Through top 2 x 4 16 0.222 inch edge of plank wood 121 103 96 156 133 124 head diameter 60 114 99 92 147 128 119 siding nail 6d-2 inch 0-15 115 104 95 148 134 123 long X 0.093 inch Blind Nailed 20 115 102 93 148 132 120 HardiePlank 5/16 7.25 shank X Through top 2 x 4 16 0.222 inch edge of plank wood 40 110 94 87 142 121 112 head diameter 60 104 91 - 134 117 - siding nail 6d-2 inch 0-15 113 102 93 146 132 120 long X 0.093 inch Blind Nailed 20 113 99 91 146 128 117 HardiePlank" 5/16 7.5 shank X Through top 2 x 4 16 0.222 inch edge of plank wood 40 108 93 85 139 120 110 head diameter 60 102 89 - 132 115 - siding nail 6d-2 inch 0-15 109 99 90 141 128 116 long X 0.093 inch Blind Nailed 20 109 96 87 141 124 112 HardiePlank 5/16 8 shank X Through top 2 x 4 16 0.222 inch edge of plank wood 40 104 89 - 134 115 - head diameter 60 99 85 - 128 110 - siding nail 6d-2 inch 0-15 107 97 88 138 125 114 long X 0.093 inch Blind Nailed 20 107 94 86 138 121 111 HardiePlank 5/16 8.25 shank X Through top 2 x 4 16 0.222 inch edge of plank wood 40 102 88 - 132 114 - head diameter 60 97 - 125 - siding nail 6d-2 inch 0-15 100 90 - 129 116 long X 0.093 inch Blind Nailed 20 100 88 129 114 - HardiePlank 5/i6 9,25 shank X Through top 2 x 4 16 0.222 inch edge of plank wood 40 96 - - 124 - - head diameter 60 90 - - 116 - - siding nail 6d-2 inch 0-15 98 89 - 127 115 long X 0.093 inch Blind Nailed 20 98 87 127 112 HardiePlank® 5/16 9.5 shank X Through top 2 x 4 16 0.222 inch edge of plank wood 40 94 - 121 - - head diameter 60 89 115 - - siding nail ESR-2290 I Most Widely Accepted and Trusted Page 19 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)3(Continued) 2012IRC,2009 20151BCARC and IBC/IRC,2006 IBC/IRC 2012 IBC (Ultimate Design (Basic Wind Speed, 3973 Wind Speed, v- '' ) Vult10,11) PRODUCTSTUD BUILDING EXPOSURE EXPOSURE DIMENSION IN. FASTENER FASTENING FRAME CATEGORY CATEGORY PRODUCT TYPE' METHOD' TYPE" SPACING HEIGHT THICK. WIDTH (IN.) (FT.) B C D B C D 6d-2 inch 0-15 115 104 95 148 134 123 long X 0.093 inch Blind Nailed 20 115 102 93 148 132 120 HardiePlank® 5/16 5.25 shank X Through top 2 x 4 24 0.222 inch edge of plank wood 40 110 94 87 142 121 112 head diameter 60 104 91 - 134 117 - siding nail 6d-2 inch 0-15 103 93 - 133 120 long X 0.093 inch Blind Nailed 20 103 91 - 133 117 - HardiePlanka 5/16 6.25 shank X Through top 2 x 4 24 0.222 inch edge of plank wood 40 99 - - 128 - - head diameter 60 93 - - 120 - - sidino nail 6d-2 inch 0-15 94 85 - 121 110 long X 0.093 inch Blind Nailed 20 94 - - 121 - HardiePlank® 5/16 7.25 shank X Through top 2 x 4 24 0.222 inch edge of plank wood 40 90 - - 116 head diameter 60 85 - - 110 - siding nail 6d-2 inch 0-15 92 - - 119 long X 0.093 inch Blind Nailed20 92 - 119 - HardiePlane 5/16 7.5 shank X Through top 2 x 4 24 0.222 inch edge of plank wood 40 88 - 114 - head diameter 60 - - - siding nail 6d-2 inch 0-15 89 115 - - long X 0.093 inch Blind Nailed 20 89 - 115 - HardiePlanke 5/16 8 shank X Through top 2 X 4 24 0.222 inch edge of plank WOod 40 85 - - 110 - head diameter 60 - - - siding nail 6d-2 inch 0-15 87 112 long X 0.093 inch Blind Nailed 20 87 112 - - HardiePlank® 5/16 8.25 shank X Through top 2 x 4 24 0.222 inch edge of plank wood 40 - - head diameter 60 - - - siding nail 0-15 153 138 126 198 178 163 0.092" shank X face nailed 20 153 135 123 198 174 159 HardiePlank® 5/16 58.25 0.222"HD X through plank 2 x 4 16 2.5"long overlap wood 40 146 125 116 188 161 150 galy.nail 60 138 120 112 178 155 145 0-15 143 130 118 185 168 152 0.092" shank X face nailed 20 143 126 115 185 163 148 HardiePlank® 5/16 9.25 0.222"HD X through plank 2 x 4 16 2.5"long overlap wood 40 137 117 108 177 151 139 galv.nail 60 130 113 105 168 146 1 136 ESR-2290 I Most Widely Accepted and Trusted Page 20 of 27 TABLE 4-MAXIMUM BASIC WIND SPEED(mph)3(Continued) 2012 IRC,2009 2015IBC/IRC and IBC/IRC,2006 IBC/IRC 20121BC De (Basic Wind Speed, (Ultimate Design se12 Wind Speed, Vasa'' ) V.n1o,11) PRODUCTEXPOSURE EXPOSURE STUD BUILDING DIMENSION IN. FASTENER FASTENING FRAME CATEGORY CATEGORY PRODUCT TYPE' METHOD' TYPE"" SPACING HEIGHT THICK. WIDTH (IN.) (FT.) B C D B C D 0-15 141 128 116 182 165 150 0.092" shank X face nailed 20 141 124 113 182 160 146 HardiePlank® 5118 9.5 0.222"HD X through plank 2 z 4 wood 16 2.5"long overlap 40 135 116 107 174 150 138 galv.nail 60 128 111 103 165 143 133 0.092" 0-15 123 112 101 159 144 131 shank X face nailed 20 123 108 99 159 140 128 HardiePlankO '/16 12 0.222"HD X through plank 2 x 4 16 2.5"long overlap wood 40 118 101 934 152 130 120 galv.nail 60 112 97 90 144 125 116 8d ring 0-15 203 184 167 262 238 216 shank box face nailed 20 203 179 163 262 231 210 s nail,0.113" 2 x 4 HardiePlank® /16 58.25 through plank 16 0.260"sak X X overlap wood6 40 194 166 153 250 214 198 2.375"L 60 184 159 148 238 205 191 8d ring 0-15 166 151 137 214 195 177 shank box face nailed 20 166 146 134 214 188 173 s nail,0.113" 2 x 4 HardiePlank® /16 58.25 shank X through plank WOOd 6 24 0.260"HD X overlap 40 159 136 126 205 176 163 2.375"L 60 151 131 121 195 169 156 0-15 151 137 125 195 177 161 0.092" shank X face nailed 20 151 133 122 195 172 158 HardiePlank® '/16 58.25 0.222"HD X through plank 2 x 48 16 2"long galv. overlap wood 40 145 124 115 187 160 148 nail 60 137 119 111 177 154 143 0-15 187 170 154 241 219 199 0.092" shank X face nailed 20 187 165 151 241 213 195 HardiePlanlc® '/16 58.25 0.222"HD X through plank 2 x 48 16 2.5 "long overlap wood 40 180 154 142 232 199 183 gaiv.nail 60 170 147 137 219 190 177 Attached 0.15 207 188 171 267 243 221 No.8 X 1- blind screw to 7/16" 5/8"long X through top wood 7/16"WSP 20 207 183 167 267 236 216 HardiePlankO 5/16 5.25 0.375"HD edge of plank structural attached ribbed wafer at 12 in.on panel per code 40 199 170 157 257 219 203 head screw' center sheathin g only 60 188 163 152 243 210 196 Attached 0-15 183 166 151 236 214 195 No.8 X 1- blind screw to 7/16" 5/8"long X through top wood 7/16"WSP 20 183 161 147 236 208 190 HardiePlank® '/16 6.25 0.375"HD edge of plank structural attached ribbed wafer at 12 in.on panel per code 40 176 150 139 227 194 179 head screw' center sheathin g only 60 166 144 134 214 186 173 Attached 0-15 165 150 136 213 194 176 No.8 X 1- blind screw to 7/16" 5/8"long X through top wood 7/16"WSP 20 165 145 133 213 187 172 HardiePlank® 5/16 7.25 0.375"HD edge of plank structural attached ribbed water at 12 in.on panel per code 40 158 135 125 204 174 161 head screw' center sheathin g only 60 150 130 120 194 168 155 Attached 0-15 150 136 124 194 176 160 No.8 X 1- blind screw to 7/16" 5/8"long X through top wood 7/16"WSP 20 150 133 121 194 172 156 HardiePlank® 5/16 8.25 0.375"HD edge of plank structural attached ribbed wafer at 12 in.on panel per code 40 144 123 114 186 159 147 head screw' center sheathin g only 60 136 118 110 176 152 r42 ESR-2290 I Most Widely Accepted and Trusted Page 21 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)'(Continued) 2012 IRC,2009 2015 IBC/IRC and IBC De IBC/IRC,2006 IBC/IRC (Basic Wind Speed, (Ultimate Design v..3.9.12) Wind Speed, Nun ) PRODUCT EXPOSURE EXPOSURE STUD BUILDING DIMENSION IN. FASTENER FASTENING FRAME CATEGORY CATEGORY PRODUCT x " SPACING HEIGHT THICK. WIDTH TYPE METHOD TYPE" (IN.) (FT.) B C D B C D Attached 0-15 139 126 114 179 163 147 No.8 X 1- blind screw to 7/16" 5/8"long X through top wood 7/16"WSP 20 139 122 112 179 158 145 HardiePlank® '/,e 9.25 0.375"HD edge of plank structural attached ribbed wafer at 12 in.on panel per code 40 133 114 105 172 147 136 head screw' center sheathin g only 60 126 109 101 163 141 130 0.090" Attached 0-15 145 132 120 187 170 155 shank X blind nail to 7/16" s 0215"HD X through top wood 7/16"WSP 20 145 128 117 187 165 151 HardiePlan0) /16 5 . 8.25 edge of plank structural attached 1.5"long at 8 in.on panel per code 40 139 119 110 179 154 142 ring shank center sheathin nail g only 60 132 114 106 170 147 137 0.090" Attached 0-15 166 150 137 214 194 177 shank X blind nail to 7/16" s 0.215"HD X through top wood 7/16"WSP 20 166 146 133 214 188 172 HardiePlank® /,5 <_8.25 edge of plank structural attached 1.5"long at 6 in,on panel per code 40 159 136 125 205 176 161 ring shank center sheathin nail g only 60 150 130 121 194 168 156 0.091" Attached 0-15 100 91 - 129 117 - shank, Face Nailed to 7/16" ® s 1.5" 0.221"HD, through the wood 7/16"WSP 20 100 88 129 114 HardiePlank /,6 <9/x long overlap at 12" structural attached _ _ ring shank O.C. panel per code 40 96 _ 124 _ nail' sheathin g only 60 91 117 0-15 184 167 152 238 216 196 0.092" shank X blind nail 20 184 162 148 238 209 191 Artisan®Lap 5/8 5.25 0.225"HD X through top 2X4 16 2.25"long edge of plank WO°d 40 177 151 140 229 195 181 galv.Nail 60 167 145 135 216 187 174 0-15 135 122 111 174 158 143 0.092" shank X blind nail 20 135 119 108 174 154 139 Artisan®Lap 5/8 7.25 0.225"HD X through top 2X4 7 16 2.25"long edge of plank Wood 40 129 111 102 167 143 132 galv.Nail 60 122 106 98 158 137 127 0-15 117 106 96 151 137 124 0.092" shank X blind nail 20 117 103 94 151 133 121 Artisan®Lap '/e 8.25 0.225"HD X through top W�7 16 2.25"long edge of plank 40 112 96 88 145 124 114 galv.Nail 60 106 92 85 137 119 110 0-15 132 119 109 170 154 141 0.097 shank X blind nail 2X4 20 132 116 106 170 150 137 Artisan®Lap 5/8 5.25 0.225"HD X through top 7 24 2.25"long edge of plank Wood 40 126 108 100 163 139 129 galv.nail 60 119 104 96 154 134 124 0-15 99 90 - 128 116 - 0.092" shank X blind nail 20 99 87 128 112 Artisan®Lap 5/8 7.25 0.225"HD X through top W�7 24 2.25"long edge of plank 40 95 - 123 - galy.nail 60 90 - - 116 - - 0-15 88 - 114 0.097' shank X blind nail 20 88 - 114 - Artisan®Lap 5/9 8.25 0.225"HD X through top W�7 24 2.25"long edge of plank 40 - -galv.nail 60 ESR-2290 I Most Widely Accepted and Trusted Page 22 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)'(Continued) 2012 IRC,2009 20151BC/IRC and IBCARC,2006 IBC/IRC 2012 IBC (Ultimate Design (Basic Wind Speed, V.2.912) Wind Speed, VWt 10,11 ) PRODUCTEXPOSURE EXPOSURE STUD BUILDING DIMENSION IN. FASTENER FASTENING FRAME CATEGORY CATEGORY PRODUCT . : ' SPACING HEIGHT THICK. WIDTH TYPE METHOD TYPE'-' (IN.) (FT.) B C D B C D Min.No. 0-15 181 164 149 234 212 192 No.8 X 1- x 5/8"long X blind screw 20 ga. 20 181 159 146 234 205 188 Artisan®Lap 5/8 5.25 0.323"HD through top 3.62"x 16 ribbed bugle edge of plank 1'375 40 174 148 137 225 191 177 head screw Metal C- stud 60 164 142 132 212 183 170 Min.No. 0-15 157 142 129 203 183 167 No.8 X 1- x a. 5/8"long X blind screw 20 g 20 157 138 126 203 178 163 Artisan®Lap 5/8 7.25 0.323"HD through top 3.62"x 16 ribbed bugle edge of plank 1'375 40 150 128 119 194 165 154 head screw Metal C- stud 60 142 123 114 183 159 147 Min.No. 0-15 149 135 123 192 174 159 No.8 X 1- x 5/8"long X blind screw 20 ga. 20 149 131 120 192 169 155 Artisan®Lap 5/8 8.25 0.323"HD through top 3.62"x 16 ribbed bugle edge of plank 1'375 40 143 122 113 185 158 146 head screw Metal C- stud 60 135 117 109 174 151 141 Min.No. 0-15 180 163 148 232 210 191 No.8 X 1- x 5/8"long X blind screw 20 ga. 20 180 158 145 232 204 187 Artisan®Lap 5/8 5.25 0.323"HD through top 1.37 x 24 ribbed bugle edge of plank Metal C- 40 172 147 136 222 190 176 head screw stud 60 163 141 131 210 182 169 Min.No. 0-15 144 130 118 186 168 152 No.8 X 1- x a. 5/8"long X blind screw 20 g 20 144 127 116 186 164 150 Artisan®Lap 5/8 7.25 0.323"HD through top 3.62"x 24 ribbed bugle edge of plank 1'375 40 138 118 109 178 152 141 head screw Metal C- stud 60 130 113 105 168 146 136 No.8 X 1- Min.No. 0-15 132 119 108 170 154 139 20 ga.x 5 5/8"long X blind screw 362"x 20 132 116 106 170 150 137 Artisan®Lap /8 8.25 0.323"HD through top . 24 ribbed bugle edge of plank 1'375 40 126 108 100 163 139 129 head screw Metal C- stud 60 119 104 96 154 134 124 For SI:1 inch=25.4 mm,1 foot=305 mm,1 mph=0.44 m/s. 'Values are for species of wood having a specific gravity of 0.42 or greater,unless otherwise noted. 2Face=Fastened through the overlapping plank.Blind=Fastened through the top edge of single plank. 'Wind speed design assumptions per Section 30.4,Method 2,of ASCE 7-10:1=1.0,Kzt=1,Kd=0.85,GCp,=0.18,GCp=-1.4. °ET&F pin fasteners have knurled shanks. 'Fastener length shall be sufficient to penetrate back side of the minimum 7/16"WSP sheathing by at least%'for nails or 3 full threads for screws. 'Values are for species of wood having a specific gravity of 0.50 or greater. 'Values are for species of wood having a specific gravity of 0.40 or greater. 'Metal studs must be minimum Fy=33 ksi. 9Va0a=nominal design wind speed. 1DV�n=ultimate design wind speed. 'Wind speed design assumptions per Section 30.4,of ASCE 7-10:Kzt=1,Kd=0.85,GCpi=0.18,GCp=-1.4. 1z 2015 and 2012 IBC Section 1609.3.1,Eqn.16-33, V_d=Van X0.6 ESR-2290 1 Most Widely Accepted and Trusted Page 23 of 27 TABLE 5-(V,.d 100 MPH;V„„129 MPH)' ALLOWABLE FASTENER SPACING(IN.) JAMES HARDIE LAP SIDING FASTENED TO ASTM C90 CONCRETE MASONRY UNIT WALL'2"`'6 Building :502-inch wide 71/4-&7'/2-inch wide 8-&8'14-inch wide 9'4-&02-inch wide Height(feet) Exposure Exposure Exposure Exposure B C D B C D B C D B C D 0-15 24 24 24 24 24 24 24 24 21 24 23 19 20 24 24 24 24 24 23 24 24 20 24 21 18 30 24 24 24 24 24 21 24 22 19 24 20 17 40 24 24 23 24 24 20 24 21 18 24 19 16 50 24 24 22 24 22 19 24 20 17 24 18 15 60 24 24 22 24 22 19 24 19 1 17 23 17 1 15 For SI:1 inch=25.4 mm,1 foot=305 mm,1 mph=0.44 m/s. 'HardiePlanke Lap Siding fasteners must be ET&F Fastening Systems,Inc.ET&F block Nail(ET&F No.ASM-144125,head diameter.=0.30 in.,shank diameter.=0.144 in.,length=1.25-in.long),Max System block Nail(CP-C 832 W7-ICC,head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.3 in.), Aerosmith SurePin block nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.25 in.),or Jaaoo Nail Pro(NP145S head diameter=0.30 in., shank diameter=0.145 in.,length=1.25 in.). 2Artisan"Lap Siding fasteners must be ET&F Fastening Systems,Inc.ET&F block Nail(ET&F No.ASM-144150,head diameter.=0.30 in., shank diameter.=0.145 in.,length=1.5-in.long),Max System block Nail(CP-C 838 W7-ICC,head diameter.=0.30 in.,shank diameter.=0.145 in., length=1.5 in.),Aerosmith SurePin block Nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.5 in.),or Jaaco Nail Pro(NP145S head diameter=0.30 in.,shank diameter=0.145 in.,length=1.5 in.).'Maximum nominal design wind speed(V.d)shall be 100 mph.Maximum ultimate design wind speed(Vuh)shall be 129 mph. 4Interpolation of spacing to address building height and other plank widths is permitted. 'The lap conceals the fasteners of the previous course(Blind Nailed). TABLE 6--(V„d 110 MPH;V„„142 MPH)' ALLOWABLE FASTENER SPACING(IN.) JAMES HARDIE LAP SIDING FASTENED TO ASTM C90 CONCRETE MASONRY UNIT WALL,':,4,s Building <02-inch wide 71/4-&7'/2-inch wide 8-&8114-inch wide 9'/4-&9'/2-inch wide Height(feet) Exposure Exposure Exposure Exposure B C D B C D B C D B C D 0-15 24 24 22 24 24 19 24 21 17 23 19 15 20 24 24 21 24 22 18 24 20 16 23 18 15 30 24 24 20 24 20 17 24 18 15 23 16 14 40 24 22 19 24 19 16 24 17 15 21 15 13 50 24 21 18 24 18 16 22 16 14 20 14 12 60 24 20 18 23 18 15 21 16 14 19 14 12 For SI:1 inch=25.4 mm,1 foot=305 mm,1 mph=0.44 m/s. 'HardiePlank®Lap Siding fasteners must be ET&F Fastening Systems,Inc.ET&F block Nail(ET&F No.ASM-144125,head diameter.=0.30 in.,shank diameter.=0.144 in.,length=1.25-in.long),Max System block Nail(CP-C 832 W74CC,head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.3 in.), Aerosmith SurePin block nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.25 in.),or Jaaco Nail Pro(NP145S head diameter=0.30 in., shank diameter=0.145 in.,length=1.25 in.). 2Artisan`Lap Siding fasteners must be ET&F Fastening Systems,Inc.ET&F block Nail(ET&F No.ASM-144150,head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.5-in.long),Max System block Nail(CP-C 838 W7-ICC,head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.5 in.), Aerosmith SurePin block Nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.5 in.),or Jaaco Nail Pro(NP145S head diameter=0.30 in.,shank diameter=0.145 in.,length=1.5 in.). 'Maximum nominal design wind speed(V-d)shall be 110 mph Maximum ultimate design wind speed(Vuh)shall be 142 mph. 4Interpolation to address building height and other plank widths is permitted. 'The lap conceals the fasteners of the previous course(Blind Nailed). TABLE 7--(V.,120 MPH;V„h 155 MPH)' ALLOWABLE FASTENER SPACING(IN.) JAMES HARDIE LAP SIDING FASTENED TO ASTM C90 CONCRETE MASONRY UNIT WALL''''` Building S02-inch wide 7'/4-&71/2-inch wide 8-&8'/4-inch wide 9114-&9'/2-inch wide Height(feet) Exposure Exposure Exposure Exposure B C D B C D B C D B C D 0-15 24 23 19 24 20 17 21 18 15 19 16 13 20 24 22 18 24 19 16 21 17 14 19 15 12 30 24 20 17 24 17 15 21 15 13 19 14 12 40 24 19 16 22 16 14 20 14 12 18 13 11 50 24 18 16 21 16 13 18 14 12 17 12 11 60 23 17 15 20 15 13 18 13 11 16 12 10 For SI:1 inch=25.4 mm,1 foot=305 mm,1 mph=0.44 m/s. 'HardiePlanke Lap Siding fasteners must be ET&F Fastening Systems,Inc.ET&F block Nail(ET&F No.ASM-144125,head diameter.=0.30 in.,shank diameter.=0.144 in.,length=1.25-in.long),Max System block Nail(CP-C 832 W7-ICC,head diameter.=0.30 in.,shank diameter.=0.15 in.,length=1.3 in.). Aerosmith SurePin block nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.25 in.),or Jaaco Nail Pro(NP145S head diameter=0.30 in., shank diameter=0.145 in.,length=1.25 in.). 2Artisane Lap Siding fasteners must be ET&F Fastening Systems,Inc.ET&F block Nail(ET&F No.ASM-144150,head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.5-in.long),Max System block Nail(CP-C 838 W7-ICC,head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.5 in.), Aerosmith SurePin block Nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.5 in.),or Jaaco Nail Pro(NP145S head diameter=0.30 in., shank diameter=0.145 in.,length=1.5 in.).3Maximum nominal design wind speed(V,s,)shall be 120 mph.Maximum ultimate design wind speed(Vum)shall be 155 mph. 4Interpolation to address building height and other plank widths is permitted. 5The lap conceals the fasteners of the previous course(Blind Nailed). ESR-2290 I Most Widely Accepted and Trusted Page 24 of 27 TABLE 8-(Vasd 130 MPH;V.„168 MPH)' ALLOWABLE FASTENER SPACING(IN.) JAMES HARDIE LAP SIDING FASTENED TO ASTM C90 CONCRETE MASONRY UNIT WALL' '4-5 Building <02-inch wide 7'/4-&7'12-inch wide 8-&8'/4-inch wide V/4-&V/2-inch wide Height Exposure Exposure Exposure Exposure feet B C D B C D B C D B C D 0-15 24 20 16 21 17 14 18 15 12 16 14 11 20 24 19 15 21 16 13 18 14 12 16 13 11 30 24 17 14 21 15 12 18 13 11 16 12 10 40 22 16 14 19 14 12 17 12 11 15 11 9 50 21 15 13 18 13 11 16 12 10 14 11 9 60 20 1 15 1 13 1 17 1 13 1 11 1 15 1 11 1 10 1 13 1 10 1 9 For SI:1 inch=25.4 mm,1 foot=305 mm,1 mph=0.44 m/s. 'HardiePlank®Lap Siding fasteners must be ET&F Fastening Systems,Inc.ET&F block Nail(ET&F No.ASM-144125,head dia.=0.30 in.,shank dia.=0.144 in.,length=1.25-in.long),Max System block Nail(CP-C 832 W7-ICC,head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.3 in.),Aerosmith SurePin block nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.25 in.),or Jaaco Nail Pro(NP145S head diameter=0.30 in.,shank diameter =0.145 in.,length=1.25 in.). 2Artisane Lap Siding fasteners must be ET&F Fastening Systems,Inc.ET&F block Nail(ET&F No.ASM-144150,head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.5-in.long),Max System block Nail(CP-C 838 W7-ICC,head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.5 in.), Aerosmith SurePin block Nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.5 in.),or Jaaco Nail Pro(NP145S head diameter=0.30 in.,shank diameter=0.145 in.,length=1.5 in.). 'Maximum nominal design wind speed shall be 130 mph.Maximum ultimate design wind speed(Vun)shall be 168 mph. 4Interpolation to address building height and other plank widths is permitted. 'The lap conceals the fasteners of the previous course(Blind Nailed). TABLE 9-(Vasd 140 MPH;Vin 181 MPH)' ALLOWABLE FASTENER SPACING(IN.) JAMES HARDIE LAP SIDING FASTENED TO ASTM C90 CONCRETE MASONRY UNIT WALL'•z,4,s Building 102-inch wide 71/4-&7'/2-inch wide 8-&8'/4-inch wide 9'/4-&02-inch wide Height(feet) Exposure Exposure Exposure Exposure B C D B C D B C D B C D 0-15 21 17 14 18 15 12 16 13 11 14 12 10 20 21 16 13 18 14 12 16 12 10 14 11 9 30 21 15 12 18 13 11 16 11 10 14 10 9 40 19 14 12 16 12 10 15 11 9 13 9 8 50 18 13 11 15 11 10 14 10 9 12 9 8 60 17 1 13 11 15 11 10 13 10 9 12 9 8 For SI:1 inch=25.4 mm,1 foot=305 mm,1 mph=0.44 m/s. 'HardiePlank®Lap Siding fasteners must be ET&F Fastening Systems,Inc.ET&F block Nail(ET&F No.ASM-144125,head diameter.=0.30 in.,shank diameter.=0.144 in.,length=1.25-in.long),Max System block Nail(CP-C 832 W7-ICC,head diameter.=0.30 in.,shank diameter.=0.15 in.,length=1.3 in.), Aerosmith SurePin block nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.25 in.),or Jaaco Nail Pro(NP145S head diameter=0.30 in., shank diameter=0.145 in.,length=1.25 in.). 2Artisane Lap Siding fasteners must be ET&F Fastening Systems,Inc.ET&F block Nail(ET&F No.ASM-144150,head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.55-in.long),Max System block Nail(CP-C 838 W7-ICC,head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.5 in.), Aerosmith SurePin block Nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.5 in.),or Jaaco Nail Pro(NP145S head diameter=0.30 in.,shank diameter=0.145 in.,length=1.5 in.).'Maximum nominal design wind speed shall be 140 mph.Maximum ultimate design wind speed(V„n)shall be 181 mph. "Interpolation to address building height and other plank widths is permitted. 5The lap conceals the fasteners of the previous course(Blind Nailed). TABLE 10-(Vasd 150 MPH;V.,194 MPH)' ALLOWABLE FASTENER SPACING(IN.) JAMES HARDIE LAP SIDING FASTENED TO ASTM C90 CONCRETE MASONRY UNIT WALL''2,4.5 Building 102-inch wide 71/4-&7'/2-inch wide 8-&81/4-inch wide 9'l4-&91/2-inch wide Height(feet) Exposure Exposure Exposure Exposure B C D B C D B C D B C D 0-15 18 15 12 16 13 11 14 11 9 12 10 8 20 18 14 12 16 12 10 14 11 9 12 10 8 30 18 13 11 16 11 9 14 10 8 12 9 7 40 16 12 10 14 10 9 13 9 8 11 8 7 50 15 12 10 13 10 9 12 9 8 11 8 7 60 15 11 1 10 13 10 8 11 8 7 10 8 7 For SI:1 inch=25.4 mm,1 foot=305 mm,1 mph=0.44 m/s. 'HardiePlank®Lap Siding fasteners must be ET&F Fastening Systems,Inc.ET&F block Nail(ET&F No.ASM-144125,head diameter.=0.30 in.,shank diameter.=0.144 in.,length=1.25-in.long),Max System block Nail(CP-C 832 W7-ICC,head dia.=0.30 in.,shank dia.=0.145 in.,length=1.3 in.),Aerosmith SurePin block nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.25 in.),or Jaaco Nail Pro(NP145S head diameter=0.30 in.,shank diameter =0.145 in.,length=1.25 in.). 2Artisan®Lap Siding fasteners must be ET&F Fastening Systems,Inc.ET&F block Nail(ET&F No.ASM-144150,head diameter.=0.30 in.,shank diameter.=0.144 in.,length=1.5-in.long),Max System block Nail(CP-C 838 W7-ICC,head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.5 in.), Aerosmith SurePin block Nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.5 in.),or Jaaco NailPro(NP145S head diameter=0.30 in.,shank diameter=0.145 in.,length=1.5 in.). 'Maximum nominal design wind speed shall be 150 mph.Maximum ultimate design wind speed(V„n)shall be 194 mph. 4Interpolation to address building height and other plank widths is permitted. 5The lap conceals the fasteners of the previous course(Blind Nailed). ESR-2290 I Most Widely Accepted and Trusted Page 25 of 27 TABLE 11—ALLOWABLE BASIC WIND SPEEDS(mph)FOR HARDIESHINGLETM(NEW HARDIESHINGLETM) INDIVIDUAL SHINGLE EXTERIOR WALL FINISH 2012IRC,2009IBCARC,2006 2016 IBCARC and 2012 IBC IBCARC (Ultimate Design Wind Speed, (Basic Wind Speed,V,,,"") V„a I) Weather Exposure and Height of Exposure Category Exposure Category Sheathing Type Siding Fastener Type Building FastenerLocationfWB C B C 0-15 126 110 163 142 flinch exposure 20 126 5 163 136 2 roofing nails 9 inches from 9 butt edge 40 126 95 163 123 60 126 89 163 115 7inch exposure 0.15 126 126 163 163 2 roofing nails 8 inches from 20 126 121 163 156 Minimum ,s/yi inch thick Min.0. butt edge in.shank x a 40 126 110 163 142 plywood complying with DOC 0.371 in.HD x 11/4 in.long 60 126 105 163 136 corrosion resistant roofing 0-15 126 126 163 163 PS 1-95 Nail 6inca exposureils 7 inches from 20 126 126 163 163 2 roofing nails 40 126 121 163 156 butt edge 60 126 116 163 150 0.15 126 126 163 163 Sinch exposure 20 126 126 163 163 2 roofing nails 6 inches from 40 126 121 163 156 butt edge 60 126 116 163 150 For SI:1 foot=305 mm,1 inch=25.4 mm,1 mph=0.44 m/s. 'Wind speed design assumptions per Section 6.6,Method 2,of ASCE 7-05:1=1.0,Kzt=1,Kd=0.85,GCpi=0.18,GCp=-1.4. 2V.�=nominal design wind speed. 'V„6=ultimate design wind speed. 'Wind speed design assumptions per Section 30.4,of ASCE 7-10:Kzt=1,Kd=0.85,GCpi=0.18,GCp=-1.4. 52015 and 2012 IBC Section 1609.3.1,Eqn.16-33, V., =V,,,, 0.6 TABLE 12—ALLOWABLE BASIC WIND SPEEDS(MPH)FOR HARDIESHINGLETM'(NEW HARDIESHINGLETM`) INDIVIDUAL SHINGLE EXTERIOR WALL FINISH 2012 IRC,2009 IBCARC,2006 2015 IBCARC and 2012 IBC IBCARC (Ultimate Design Wind Speed, (Basic Wind Speed,V„6'':,6) V.s.) Weather Exposure and Height of re Cat we Sheathing Type Siding Fastener Type Fastener Location SuCategory lking B C B C Binch exposure 0.15 126 89 163 115 20 126 89 163 115 2 siding nails 9 inches from 40 105 85 136 110 butt edge 60 100 129 8inches from 0.15 126 105 163 136 2 siding nails 6 inches 7inctte20 126 100 163 129 Min.0.091 in,shank x butt edge 40 121 95 156 123 Minimum /,6 inch thick OSB , 60 116 89 150 115 sheathing complying with corn in.HD x 1/2 in.long G-15 126 116 163 150 DOC-PS 2-95 corrosion resistant siding 6 inch exposure Nail 20 126 110 163 142 2 siding nails 7 inches from butt edge 40 126 5 163 136 9 60 126 95 163 123 0.15 126 116 163 150 5inch exposure 20 126 110 163 142 2 siding nails 6 inches from 40 126 105 163 138 butt edge 60 126 1 5 163 123 For SI:1 foot=305 mm,1 inch=25.4 mm,1 mph=0.44 m/s. 'Wind speed design assumptions per Section 6.5,Method 2,of ASCE 7-05:1=1.0,Kzt=1,Kd=0.85,GCpi=0.18,GCp=-1.4. 2V„.=nominal design wind speed. 3V„6=ultimate design wind speed. 'Wind speed design assumptions per Section 30.4,of ASCE 7-10:Kzt=1,Kd=0.85,GCpi=0.18,GCp=-1.4. 52015 and 2012 IBC Section 1609.3.1,Eqn.16-33, tl„a=V„x 0.6 TABLE 13—ALLOWABLE BASIC WIND SPEEDS(MPH)FOR HARDIESHINGLETM(NEW HARDIESHINGLETM) INDIVIDUAL SHINGLE EXTERIOR WALL FINISH 2012 IRC,2009 IBCARC,2006 2015 IBCARC and 2012 IBC IBCARC (Ultimate Design Wind Speed, (Basic Wind Speed,V,,d''='6) V,+6'h Weather Exposure and Fastener Height of Ex sure Cat Exposure Category Sheathing Type Siding Fastener Type Location Building B C B C feet 8inch exposure, 0-15 116 116 150 150 3 nails for shingles greater than 8 in. 20 110 110 142 142 wide,2 nails for shingles 8 in.wide and 40 100 100 129 129 narrower,9 inches from drip edge 60 95 95 123 123 7inch exposure 0-15 126 126 163 163 Min0091 inshank x 3 nails for shingles greater than 8 in. 20 121 121 156 156 . . . Minimum /16 inch thick OSB , wide,2 nails for shingles 8 in.wide and 40 110 110 142 142 sheathing complying with 0.221 in.HO x 11/2 in.long narrower,8 inches from drip edge 60 105 105 136 136 corrosion resistant siding DOC-PS 2-95 6 inch exposure 0-15 126 126 163 163 Nail 3 nails for shingles greater than 8 in. 20 126 126 163 163 wide,2 nails for shingles 8 in.wide and 40 126 126 163 163 narrower,7 inches from drip edge 60 121 121 156 156 5 inch exposure 0.15 126 126 16163 163 3 nails for shingles greater than 8 in. 20 126 126 3 163 wide,2 nails for shingles 8 in.wide and 1 40 126 126 1 163 163 narrower,6 inches from drip edge 1 60 1 121 121 1 156 156 For SI:1 foot=305 mm,1 inch=25.4 mm,1 mph=0.44 m/s. 'Wind speed design assumptions per Section 6.5,Method 2,of ASCE 7-05:1=1.0,Kzt=1,Kd=0.85,GCpi=0.18,GCp=-1.4. 2Vm=nominal design wind speed. 3V,&=ultimate design wind speed. 'wind speed design assumptions per Section 30.4,of ASCE 7-10:Kzt=1,Kd=0.85,GCpi=0.18,GCp=-1.4. 52015 and 2012 IBC Section 1609.3.1,Eqn.16-33, V.�=U„ 0.6 ES WidelyMost . . e . Trusted ICC-ES Evaluation Report ESR-2290 CBC and CRC Supplement Reissued March 2018 This report is subject to renewal March 2020. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0616 00—Sheathing DIVISION: 07 00 00—THERMAL AND MOISTURE PROTECTION Section: 07 46 46—Fiber-Cement Siding REPORT HOLDER: JAMES HARDIE BUILDING PRODUCTS,INC. 10901 ELM AVENUE FONTANA,CALIFORNIA 92337 (800)942-7343 www.iameshardle.com info(&*ameshardie.com EVALUATION SUBJECT: HARDIESHINGLETM(NEW HARDIESHINGLe PANELS, HARDIEPLANK TM LAP SIDING,ARTISAN®LAP SIDING,AND HARDIESHINGLETM(NEW HARDIESHINGLe)INDIVIDUAL SHINGLES 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that HARDIESHINGLETM (NEW HARDIESHINGLEI PANELS, HARDIEPLANKTM LAP SIDING, ARTISAN® LAP SIDING, AND HARDIESHINGLETM (NEW HARDIESHINGLE) INDIVIDUAL SHINGLES, recognized in ICC-ES master evaluation report ESR-2290, have also been evaluated for compliance with the codes noted below. Applicable code editions: ■ 2016 California Building Code®(CBC) ■ 2016 California Residential Code®(CRC) 2.0 CONCLUSIONS 2.1 CBC: The HARDIESHINGLETM (NEW HARDIESHINGLE"') PANELS, HARDIEPLANKTM LAP SIDING, ARTISAN® LAP SIDING, and HARDIESHINGLETM (NEW HARDIESHINGLE) INDIVIDUAL SHINGLES described in Sections 2.0 through 7.0 of the master evaluation report ESR-2290, comply with CBC Chapter 14, provided the design and installation are in accordance with the 2015 International Building Code® (IBC) provisions noted in the master report and the additional requirements of CBC Chapters 14, 17, and 17A, as applicable. The use of the products in construction of noncombustible or ignition-resistant exterior walls of new buildings located in any Fire Hazard Severity Zone within State Responsibility Areas or any Wildland–Urban Interface Area requires installation in accordance with the 2015 International Building Code (IBC) provisions of the master report and the additional requirements of CBC Sections 701A.3, 704A.3 and 707A.3, as applicable. 2.2 CRC: The HARDIESHINGLETM (NEW HARDIESHINGLE) PANELS, HARDIEPLANKTM LAP SIDING, ARTISAN® LAP SIDING, and HARDIESHINGLETM (NEW HARDIESHINGLE) INDIVIDUAL SHINGLES, described in Sections 2.0 through 7.0 of the master evaluation report ESR-2290, comply with CRC Chapter 7, provided the design and installation are in accordance with the 2015 International Residential Code®(IRC)provisions noted in the master report. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use.There is no warranty by ICC Evaluation Service,LLC,express or implied,as to any finding or other matter in this report,or as to any product covered by the report. ■ � Copyright m 2018 ICC Evaluation Service,LLC. All rights reserved. Page 26 of 27 ~ ESR-2290 I Most Widely Accepted and Trusted Page 27 of 27 The use of the products in construction of noncombustible or ignition-resistant exterior walls of new buildings located in any Fire Hazard Severity Zone within State Responsibility Areas or any Wildland—Urban Interface Area requires installation in accordance with the 2015 International Residential Code® (IRC) provisions of the master report and the additional requirements of CRC Sections R337.1.3.1 and R337.7, as applicable. The products recognized in this supplement have not been evaluated for compliance with the International WiIdland—Urban Interface Code®. This supplement expires concurrently with the master report, reissued March 2018. OFFICE COPD PRODUCT APPROVAL INFORMATIION SHEET FOR THE CITY OF ATLANTIC BEACH FLORIDA (*REQUIRED) �� *Project Address: /ird (/ Permit#:_j!:�-SA F ?Z- *Owner/Project Name: _ �p,/ 17���� As required by Florida Statute 553.842 and Florida Administrative Code Rule 913-72, please provide the information and product approval number(s) for the building components listed below as applicable to the building construction project for the permit number listed above. You should contact your product supplier if you do not know the product approval number for any of the applicable listed products. Information regarding statewide product approval may be obtained at: www.flori(iabuilding.org. Category/Subcategory Manufacturer Product Description Limitation of Use State# Local# -1 A. EXTERIOR DOOIRS — — 1. Swinging - �✓ � S ?� 2.Sliding 3.Sectional — 4.Garage Roll-Up 5.Automatic 6.Other B. WINDOWS 1.Single hung 00�Z::: 2. Horizontal slider 3. Casement 4. Double hung 5. Fixed 6.AwningZZ 7. Pass-through 8. Projected 9. Mullion 10. Wind breaker 11. Dual action 12. Other Page 1 of 4 Updated 10/17/18 Category/Subcategory Mlanufacturer Product Description Limitation of Use State# Local # C. PANEL WALL 1. Siding I 2. Soffits ib 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. R00finfastene rs 4. Nonstructural metal roof 5. Built-up roofing 6. Modified bitumen 7. Single ply roofing 8. Roofing tiles 9. Roofing insulation 10. Waterproofing 11. Wood shingles/shakes ' 12. Roofing slate 13. Liquid applied roofing 14. Cement-adhesive coats 15. Roof the adhesive 16. Spray applied polyurethane roof 17. Other Page 2 of 4 Updated 10/17/18 Category/Subcategory Manufacturer E.SHUTTERS Product Description Limitation of Use State# Local# 1.Accordion 2. Bahama 3. Storm panels 4. Colonial S. Roll-up 6. Equipment 7. Other F. STRUCTURAL COMPONENTS 1.Wood connector/anchors 2.Truss plates 3. Engineered lumber 4. Railing 5.Coolers-freezers 6. Concrete admixtures 7. Material 8. Insulation forms 9. Plastics 10. Deck-roof G` 11. Wall --------------------- 12. Sheds 13. Other G. SKYLIGHTS 1. Skylight 2. Other H. NEW EXTERIOR ENVELOPE PRODUCTS 1. 2. JA's j s 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): ;-r , k-�?X�' Contractor Signature: *Company Name: *Mailing Address: ��/ � _✓ s ���� ��S" ��� *City: �i�'b *State: *Zip Code: *Telephone Number: ��% �y� � � *E-mail Address: Cell Phone Number: Fax Number: Page 4 of 4 Updated 10/17/18 Cate or Suhcllte or Product Description or� .Y MDyorz Modems 16� _` I SIrMT.c — Product A.TIIUSS pIlsfES MITo1IndusIt s Inc. Limits Of Us�- MTIG-3G a,liussCa11uocimpl0e A revel!! MITA lndustrlas'Inc. Mr18• A novr•.d Its outslduHV112 MRokindusutos Inc. 20 o,TrussComsactorl'late FL 2197,1 MT20-20 s.Truss Connector Plata AnprrswJforusehiadaandeploldeIryit7. MrtoR hal Coin Inr. MT20H5.211 On Ithrh 511hunth Tr use Calneclnr Plato �`-"- FL 2197.2 Appmwd t_ or'la onJ outshla,llVHX ITW IWIdin Can 'none til Iua 111 hrr"son 111 H R S A rmv`sd I0r use outside iIVHZ 11219 •D ITW 0-111, Ndldin Coln els Appoowd for use Instills tied nutslde IIVIIZ _ Ff 2197.4 ITW Oulh I Com nunls Al deo Wave FL 1099.1 1111111111:0 P151a A 1 uovorl for 1110InsWo nil oulnldo HVI tz ITW BulNllnr4 COnoponcis A uovod fur use hssldu Mid outside H VIrZ TL 19��2 U,WOOUCOHNL'CfOOS in11uK FL 10902 Sim son 5lra.i�u Co A roved for mo Inslda and oulsldu IIVIfE Sloigaun SlrouO•ilu Co. IM9611oldowa FL 7994.4 A35 Anglo Auruoved for usu Insldu and ouldde N VRE APPmvod for use Inside tied oulsldu HVIIZ; I�10441.1 Suppllmontol conneolors must be used to achalvu x1,10446.4 Simplest stron8-110 Co, OSP beside Sold Plat-aHAM7 Approved for usu Inshle nndnulslda IIVIIZ. FL 10456.1 Supplbocnlol connectors nsay bo required to ocholw 5hnpsen Stranli-lin Co, _ 1125 Hurrlouo 7111 70011 ynllh fur IIVI IE. Approval for use Inside and outside HVH7.. Suppllmontol co oectoru meal 60 used to ac7- k. SlrL 10456,11 SYis wn St�oe•110 Co, 0- -. IIT520 luau Tw111 Soo ------ f10rr i.IIf Suit nson 51ron".1111 Co, 11111111 o oil for s,sc huYleIII,,, Sim nos 51mn Mf S12 MadWm Twist StatoutslJu HVH2 �'-- TI0 Cu. Fl 10456,23 0--+- SPII4 Ileo 51ud PWIa Tfo A s roved Ior use 41 do"nil autsfdu HVk11 i• Slmpsuo5rron, n.p_ O—C._ SpIIGHtn 5t s - APMovadforusulnihlnnudanohlollV{12 FL'104-.6:03 Singsm,I Sim .710 U' a.Iola c As rev it iorusu lnsldri nnrlewildn liVll2 n.l"'----� 0--•--4G Shnpmn Slro 7 5s'S1 Io Slitd Plato Connuelor --� PL to-05G A7 �•b�O--- UUGtoMlsutnn nr Apprdy"d for ueo inside mm oil^idoIWFIX 5lmuw 1 5!10110.110 Co MSTA12,,MSTA322'M5T IS --. Almrovnd("rasa InslJu I 1 r s Simpson Wolylgl- aCo. MSTAISZStralOht Strop lvilZ _ fl ID_ 5x3=S� M5TA30,HSTAIOZ,I•ISTA21,MSTA2IZ, A24 M Aplu-sra for usu Mlle"I.1 outside IIVI Iz t4STA3;0,MSTA3OZ,MSTA36,MS 96ZMSTA24,MSTA24Z, Approvcd fns eau inside and oulsldu IIVHX Pl 1"- '?"•t1 TA, ,TI StralOht I'I.un157.9 __5luulmn S innn•il"Co. HU410TF 1111,1112 P,IK3414TF HUA1GT�Han Y Singlson 5iron0•Tlu Co. HU5210-2TF,IIUS212•ZTF,110S214.1TF,HUS7,6.2TP,IIUS20 A 1 lavad for use InslJo nudanalrlo IIVHX 7.TF,HUS41OTF,I1US412TFi HUS414Tp,HUS4. -2 IIU54DTP APPravud f0ruso Instills mW 0ulsIdo tIVHZ 1'1.10856,7 5hnprun Strati. LHaMw fL 10856,.10 0 7111 co,C011811u/ikaae Tlu approved for use Wide o�d outslpa IJV fo — Slmpson SlruoIt fb Co; connectors oro ra6ulred Ili HVH2 whan using SPF (1.114711,0 M(3T',VGT,VGTIt,VGTL•Matllum Glydor Tlydown,Vnluislo 1^"�tdeyc-stile 711111111 w $1111 son fire,,- Cg - -"'-"� nlydnt tlnu„wn Approved for use lusldv nild oullNfu llVFi'L MOT VGT VGTR VGTL x1.11470.) 5lrnpsenSlro141•l1oCo. STItOp/ST11001U,STHD70/5111010 --- ^-- N,STHD14/STIIO14fL7 Appruvod for,so Inside sold outside HVHE Slmp;on SlronO•Tia C0. I112,ST Hurricane Thi! _ Ff,114)6.12 H2A,H7.,ST Hurrlcanu Tlu When 1`06k11n0 wind uplift,supplansantnl COnpectors Most be used to ncllulra 700(4 upllf/ PI.11471111 C ANCIiws Sim son 1115 Jlu I.- I11'f4 IITT5Tso01osTloe D.EKIEQIOR COOLCnS• Q:SE 5GG AtlOV6 _ Ap til Quad for use Inslda FNEOZL'115 N/A Inubile IIVI12 x•1.11476 1 N/A I._InSULA7E0 TOfIM STSTF.MS N/A N/A '" N-�A- n/n F. ENCINr.6nlatuMDan N/A _NIA aourpls PudflC GI'lumimuad LVL'a Not far USO In HVHZ.Adherence to PR-L257 and We orhauusar Plt•L26G and the manu(ocLtnrar"u lostu0ollo0 FL2029.1 Mlcrolhm LVL•IMnlnnluAVonoar I miser =-- !-ilucLIQ < Wayerhuuuser Y Parollaur PSL- A s owl foruse lusldo mod oulddo IV-12 Wo crhnnuser a,allal,trend lumber -`_nlsmuyud far Usti Inside and out is FLS--0,1 G. WAIL COMPONENTS _ Tlmbe6irand ISI,-laminated strand lunsbur fL IG9o.2 H. DECK•OOOF M/- -----__ N A A>raved for use Inside ural ouuldo In if Iv 16303 -- _ N A s , Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTekp RE: 1617704 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Pillar Construction Project Name: 1617704 Model: Custom Tampa, FL 33610-4115 Lot/Block: TBD Subdivision: Atlantic Beach Address: 1802 Seminole Road— City: City: Duval State: FL. Name Address and License#of Structural Engineer of Record, If there is one, for the building. Name: License#: Address: City: State: General Truss Engineering Criteria 8r Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 40.0 psf Floor Load: N/A psf This package includes 74 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--------_-T15893726 'CJ01_----------- 12/26/18__18 T15893743 ',EJ10 12/26/18 ----- -- ---------------------------------- 2 T15893727 ;13.102 ,12/26/18 119 T15893744 ,EJ11 '12/26/18 --------- - ------------------ --------------------------------------------------------------- --------------------------------------- 3 T15893728 :,CJ03 12/26/18 ;20 T15893745 EJ12 12/26/18 -- ------------------------ ---- ---------------------------------------------------------------------------- - ------------------ 4 115893729 !CJ04 12/26/18 ;21 T15893746 '.EJ13 12/26/18 5 iT15893730 ',CJ05 :12/26/18 ;22 T15893747 EJ14 ;12/26/18 -------------- - ------------------------- ----- ------------- -- ------------------------------------------------------------------------------------------ 6 iT15893731 CJ06 12/26/18 23 T15893748 F01 ;12/26/18 ------------------------------------- ------------------------------------------------------------- - --------------------------------------------------- - 7 iT15893732 ',CJ07 112/26/18 ;24 T15893749 ',F02 12/26/18 ---------- --- ----------------------------------------------------------- -- ------------------------------------------------- -------------------------------------- 8 T15893733 CJ08 12/26/18 ;25 T15893750 F03 12/26/18 ----------- - ------------------------------------------ --- ------------------------------------ ------ -- - ---------------------------------------- 9 T15893734 ',CJ10 ,12/26/18 26 T15893751 'F04 ,12/26/18 ----------------------------------------------------------------------------------------------------------------------------------:----------------------------------------------------- 10 IT15893735 EJ01 12/26/18 ;27 IT15893752 ;F05 12/26/18 -------------------------------------- -- ----- -------------------------------- ----------------------------------------------------------------------------- 11 T15893736 EJ02 12/26/18 ;28 !115893753 F06 ,12/26/18 ------------------------------------------------------------------ -------------------- ------------------------ ------------------------------------ 12 T15893737 EJ03 12/26/18 ;29 J15893754 :F07 12/26/18 --------------------------------------------- ---------------------------------------- --------------------------- - --- - ------------------------------------------------- 13 T15893738 EJ04 12/26/18 ;30 T15893755 i F08 ,12/26/18 ---------- -------- - ------------------------------------------------------ - -------- -------------------------------- ----------------------------------- :14 T15893739 ;EJ05 :12/26/18 j31 T15893756 F09 ,12/26/18 -------------------------------------------------------------------------- -- ------------------------------------------------- ---------------------------- 15 1115893740 EJ06 '12/26/18 :32 T15893757 HJ01 :12/26/18 ------- ---------------------------- --------------------------------------------------------------------------------------------- -------------------- 16 115893741 EJ07 12/26/18 33 T15893758 HJ02 :12/26/18 --------- ---------------------------------------------------------------------------------------°-- - ---------------------------------------------------------------- 17 T15893742 EJ08 ,12/26/18 ,34 T15893759 HJ03 12/26/18 ---- ---------- - - ----------- ------------------------------------------------------- -- ---------------------------------------------------------- ��uurtt. The truss drawing(s)referenced above have been prepared by ��.�'`PS A. qJ�'�i, MiTek USA, Inc. under my direct supervision based on the parameters <B �i provided by Builders FirstSource-Jacksonville. `+`��� ; �G•E NSF':9,y;,- Truss Design Engineer's Name: Albani, Thomas No 39380 My license renewal date for the state of Florida is February 28,2019. = IMPORTANT NOTE: The seal on these truss component designs is a certification -0•' . '. : . that the engineer named is licensed in the jurisdiction(s)identified and that the - STATE OF 4t 0 , designs comply with ANSI/TPI 1. These designs are based upon parameters . A%� A shown(e.g.,loads,supports,dimensions,shapes and design codes),which were ��i �` •• O R given MiTek. is for file referenceepurpose ponly,and ewas not taketn into accoudnt in the Ipreparation tcustomers of O N Ai� these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use,the building designer Thomas P.Albani PE No.39380 should verify applicability of design parameters and properly incorporate these designs MiTek Usk Inc.FL Cert 6634 into the overall building design per ANSI/TPI 1,Chapter 2. 6904 Parke East Blvd,Tampa FL 33610 Date: December 26,2018 Albani, Thomas 1 of 2 MiTek MiTek USA, Inc. RE: 1617704 - 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Customer Info: Pillar Construction Project Name: 1617704 Model: Custom Lot/Block: TBD Subdivision: Atlantic Beach Address 1802 Seminole Road, . City: Duval State: FL. - ----------------------------------------- ---- No. Seal# 'Truss Name 1 Date + -------------------r `35 :715893760 1 HJ04 JI-11-2/262/1-8--i '36 1T15893761_ HJ05 12/26/18-• 137 715893762 :HJ06 ;12/26/18-- ----------------------- -------------------------------------------------- 38 ,715893763 HJ07 ;-12/26/18_: :39 ;715893764 1701 ,12/26%18 ----------- -......- - -------------------- 140 I T 15893765 :702 12/26/18__1 ------------------------------------------------------- 141 IT15893766 ;703 12/26/18 1 --------------------------------------------------------- ---------------------- 142 T15893767 :704 12/26/18 _4 43 IT15893768 ;705 12/26/18 ------------------------------------------------------------------------------------------ 144 -- -T15893769 :T06 12/26/181 --4- ---- ---------------- ------------------------------- ------ 45 715893770 ;707 12/26/18_- - --- - - - -- ---------------------------- --- - ---------- 46 715893771 108 12/26/18 ------------------ _- ------------------------------------------------- I47 1T15893772 ;709 12/26/181 - ------------- -------------------- ------- ---------------- :T15893773 :T10 .12/2 /18_1 - ----------------------------------------------------------------- 149 !715893774 IT11 12/26/181 --------------------------------------------- ___ ___715893775 ;712 12/26/181 151 T15893776 :T13 ;12%26%18 ------------- -------- - -------------------------------- 152 T 15893777 ;714 112/26/18 = ---------- --------- 53 715----- ;715_____________________;12/26/18--1 54 T158_W;_9_;716____________________;12/26/18--1 55____ T15893780 T17 ;12%26(18--1 56 715893781 ;718 :12/26/18--1 ;57 T15893782 1719 112/26/18 ; L ------_ ---------------------- :715893783 ;720 :12/26/18 L -------- IT15893784 1T21 112/_26081 60 ;715893785 :722 ;12/26/18--1 --158 ------ 715893786 ;723 112/26/18 1 X61-------- ---------------------------------------------------'--------------------- 162 T 15893787 ;T24 ;12/26/18 ------------ -------------------------------------------------------------------------- ;63 T15893788 T25 ;12/26/18 ---------------- - ---------------------------------... 164 T15893789 ;726 ;12/26/18 I- -------- --------------------------------------------------------------------------- 165 715893790 ;727 12/26/18__; 166 715893791 IT28 12/26/18 -------- --- ------- ------------------------------------------------61------- ------------- - 67 715-8-93792 ;729 ;12/26/18 1 ------------------------------------------------------------------------------------------- �68_-- 715893793 ;730_________________________12/26/18--1 169 :715893794 ;731 ;12 /26/18 --------------------------------------------------------------------------------------------- 170 ;715893795 ;732 :12/26/18 ; ------------------------------------------------------------------------------------------------ 171 1715893796 ;733G ;12/26/18 --------------------------------------- 1715893797 1TG01 ;12/26/18 ------. ----------------------------------------- 715893798 1 TG02 :12/26/18--1 73 - 1T158937991TG04 ;_12/26/18-_1 74 -------------------------- 2 of 2 Job Truss Truss Type Qty Ply 1617704 CJ01 Jack-Open 16 1 T15893726 Job Reference(optional) Builders FirstSource,Jacksonville.FL-32244.. Run:8.24 E Dec 6 2018 Print 8.240 E Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 13*54*49 Page:1 I D:anx7myK4GCDnkOolyxzwd-/ApgZ-EARXzO2tZ7pBL59tRA91GJWRb7Ua7wt22ulLgDy549r -2-0-0 1-0- 2-0-0 1-0-0 12 6 r-- 3 T In m.r 2 o rn o 1 4 3x4= Scale=1:31.4 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.07 Vert(CT) 0.00 7 >999 180 BCLL 0.0' Rep Stress Incr YES WE 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:7 Ib FT=20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=335/0-3-8,3=-40/Mechanical, 4=-71/Mechanical Max Horiz 2=74(LC 12) Max Uplift 2=-192(LC 12),3=-40(LC 1), 4=-71(LC 1) Max Grav 2=335(LC 1),3=26(LC 16),4=51 (LC 12) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/65,2-3=-164/110 BOT CHORD 2-4=130/192 NOTES 1) Wind:ASCE 7-10,Vuft=130mph(3-second gust) Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=28ft; Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)zone,porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4) Refer to girder(s)for truss to truss connections. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 40 Ib uplift at joint Thomas A.Aibani PE No.39380 3,192 Ib uplift at joint 2 and 71 Ib uplift at joint 4. MiTek USA,Inc.FL Cart 6634 LOAD CASE(S) Standard 69U Parke East Btvd.Tampa FL 33610 Date: December 26,2018 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 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 WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSLITP11 Quality Criteria,DSB-89 and BCSI Building Component e East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Tampa,6904 Parkrk 36610 -______________________________________________------------------------------------------------------------------------------------------------------.-------_------------------------------------------------__..________--_-------------------__._—______._...___.--------------------------------- i Job Truss Truss Type Qty Ply 1617704 CJ02 Jack-Open 1 1 715893727 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244, Run:8.24 E Dec 6 2018 Print:8.240 E Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 13:54:51 Page.1 ID:pW_Xfl Rj8NLVJP_U_Kel Vuy6pgQ-ek7fbQ412BICYuS61i9ux8yrKW_KHdUks_9RLy5490 -2-0-0 1-11-15 2-0-0 1 1-11-15 12 6F- 3 M v 2 C� N o 1 4 3x4= 11-1 1-15 Scale=1 33 Plate Offsets(X,Y): [2:0-0-4,0-0-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.00 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.09 Vert(CT) 0.00 4-7 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:10 Ib FT=20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 1-11-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=299/0-3-8,3=21/Mechanical, 4=-17/Mechanical Max Horiz 2=100(LC 12) Max Uplift 2=-153(LC 12),3=20(LC 12), 4=-17(LC 1) Max Grav 2=299(LC 1),3=21(LC 19),4=22 (LC 16) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/65,2-3=-232/130 BOT CHORD 2-4=-144/222 NOTES 1) Wind:ASCE 7-10;Vutt=130mph(3-second gust) Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=281t; Cat.Il;Exp C,Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) `This truss has been designed for a live load of 20.Opsf on the bottom chord in ail areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4) Refer to girder(s)for truss to truss connections. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 20 Ib uplift at joint Thomas A.Albani PE No.39380 3,153 Ib uplift at joint 2 and 17 Ib uplift at joint 4. MiTek USA,Inc.FL Can 6634 LOAD CASE(S) Standard 6604 Parke East Blvd.Tampa FL 33610 Date: December 26,2018 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M[Tpik is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and buss systems,sae ANSVTPf1 Quality Criteria,DSB49 and SCSI Building Component 6904 Parke East Blvd. Tampa,Parke Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandna,VA 22314. 36610 ____......_......_..._____ ---_._________________________________________________.___..__'_____—_._..._...--------------------------------_______.____--------------_._..__-----------------------------_----------------_--_--..._______________ Job Truss rJ11-k-0pen Type Qty Ply 1617704 CJ03 1 1 715893728 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244, Run:8.24 E Dec 6 2018 Print:8.240 E Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 13:54:51 Page:1 ID:SsvA7QX6VXEVeU1quJGgHNy6pgJ-ek7fbQ412BICYuS6li?ux8yrKW"Uks_?RLy5490 [ -2-0-0 2-0-1 [ 2-0-0 2-0-1 12 6F-- 3 M to 2 t11 N D� 1 4 3x4 Sab=1:33 �� Plate Offsets(X,Y): [2:0-G 4,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.00 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.09 Vert(CT) 0.00 4-7 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight 10 Ib FT=20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=299/0-3-8,3=19/Mechanical, 4=18/Mechanical Max Horiz 2=99(LC 12) Max Uplift 2=154(LC 12),3=19(LC 12), 4=18(LC 1) Max Grav 2=299(LC 1),3=19(LC 19),4=23 (LC 16) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/65,2-3=228/128 BOT CHORD 2-4=142/219 NOTES 1) Wind:ASCE 7-10;VuH=130mph(3-second gust) Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=28fl; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 306-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4) Refer to girder(s)for truss to truss connections. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 19 Ib uplift at joint Thomas A.Alban)PE No.39380 3,154 Ib uplift at joint 2 and 18 Ib uplift at joint 4. MiTek USA,Inc.FL Cert 6634 LOAD CASE(S) Standard 6904 Parke East Blvd.Tampa FL 33610 Date: December 26,2018 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIA-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 verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply , T15893729 1617704 CJ04 Jack-Open 9 1 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244, Run:8.24 E Dec 6 2018 Print:8.240 E Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 13:54:52 Page:1 ID:Tpi3A8bFJ3solFvohssr Qy6pgE-6xhlpm5OcMJcgiSegODEo8g7akrD3kseyWlZzny549n -2-0-0 2-0-0 2-0-0 2-0-0 12 6F-- 3 M c 1 � 2 t7 .� N E 4 3x4= I 2-0-0 Scale=1:33 Plate Offsets(X,Y): [2:D-0-4,Edge] Loading (psi) Spacing 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.00 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.09 Vert(CT) 0.00 4-7 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:10 Ib FT=20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-0.0 oc purlins. BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. REACTIONS (Ib/size) 2=299/0-3-8,3=21/Mechanical, 4=-17/Mechanical Max Horiz 2=100(LC 12) Max Uplift 2=-153(LC 12),3=20(LC 12), 4=-17(LC 1) Max Grav 2=299(LC 1),3=21(LC 19),4=22 (LC 16) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/65,2-3=-229/128 BOT CHORD 2-4=-142/219 NOTES 1) Wind:ASCE 7-10;Vuh=130mph(3-second gust) Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=28ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4) Refer to girder(s)for truss to truss connections. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 20 Ib uplift at joint Thomas A-Albani PE No.39380 3,153 Ib uplift at joint 2 and 17 Ib uplift at joint 4. MiTek USA,Inc.FL Cert 6834 LOAD CASE(S) Standard 6904 Parke East Blvd,Tampa FL 33610 Date: December 26,2018 ®WARNING•Verity design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MIP7473 rev.10/0312015 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 verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTR1 Quality Criteria,DSB-89 antl SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T15893730 11617704 CJ05 Jack-Open 2 1 Job Reference(optional) Builders FirslSource,Jacksonville,FL-32244. Run:8.24 E Dec 6 2018 Print.8.240 E Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 13:54:52 Page:1 ID:EMB5sthGR Wt6T WK9X?jl6y6pg6-6xh 1 pm5OcMJcgiSegODEQ8g7akga3ksey WjZzny549n -2-0-0 4-0-0 2-0-0 4-0-0 12 6f 3 M v h N r1 2 f7 1 4 3x4= 4-0-0 Scale=1:36.8 Plate Offsets(X,Y): [2:0-04,Edge) Loading (psf) Spacing 2-0-0 CSI DEFL in (IDc) I/deft L/d PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.01 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.13 Vert(CT) -0.02 4-7 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 5.0 Code FBC2017ITP12014 Matrix-MP Weight:16 Ib FT=20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=340/0-3-8,3=98/Mechanical, 4=21/Mechanical Max Horiz 2=152(LC 12) Max Uplift 2=-152(LC 12),3=80(LC 12) Max Grav 2=340(LC 1),3=98(LC 1),4=51 (LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/65,2-3=-270/121 BOT CHORD 2-4=-123/192 NOTES 1) Wind:ASCE 7-10;VuK=130mph(3-second gust) Vasd=101mph,TCDL=4.2psf;BCDL=3.Opsf,h=28ft, Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4) Refer to girder(s)for truss to truss connections. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 80 Ib uplift at joint 3 and 152 Ib uplift at joint 2. Thomas A.Albani PE No.39380 LOAD CASE(S) Standard MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33616 Dab: December 26,2018 ®WARNING-Verity design paramelers and READ NOTES ON TMS AND INCLUDED WTEK REFERENCE PAGE W-7473 rev.10/0312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVMI Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Sa/ery Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 _________________________________.._.._..______.___.________-_-__--_------------------------------------------___________________________________._.___________.-----------__.......----_---------------------------------------------._'—____ Job Truss Truss Type Qty Ply T15893731 1617704 CJ06 Jack-Open 10 1 Job Reference(optional) Builders FirstSouroe,Jacksonville,FL-32244, Run:8.24 E Dec 6 2018 Print:8.240 E Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 13:54.52 Page:1 I D:Xi6kKGmfnglg2YZg3VdM5by6pq?-6xhl pm5OcMJcgiSegODEQ8g7akrS3kseygZzny549n -2-0-0 3-0-0 2-0-0 3-0-0 12 6F-- 3 0 do N ; 2 1 4 3x4= �3-0-0 I-0-0 I Scale=1:34.9 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Vert(CT) 0.01 4-7 >999 180 BCLL 0.0` Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:13 Ib FT=20 LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=313/0-3-8,3=61/Mechanical, 4=5/Mechanical Max Horiz 2=126(LC 12) Max Uplift 2=-148(LC 12),3=51(LC 12), 4=-25(LC 9) Max Grav 2=313(LC 1),3=61(LC 1),4=34 (LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/65,2-3=-202/126 BOT CHORD 2-4=-136/179 NOTES 1) Wind:ASCE 7-10;Vuft=130mph(3-second gust) Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=28ft, Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4) Refer to girder(s)for truss to truss connections. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 51 Ib uplift at joint Thomas A.Albani PE No.39380 3,148 Ib uplift at joint 2 and 25 Ib uplift at joint 4. MiTek USA,Inc.FL Cert 6634 LOAD CASE(S) Standard 6904 Parke East Btvd.Tampa FL 33610 Date: December 26,2018 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE Mil-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall T 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 bradng of trusses and truss systems,see ANSbTPIt Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandna,VA 22314. Tampa.FL 36610 ____..................._.._.._._........._______________________________......_.____________._____________.______-______._...__.__.__...._........_..._---------------------------------------------_-------------------._--------_._______._._......._.___ Job Truss Truss Type Qty Ply T15893732 11617704 CJ07 Jack-Open 2 1 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244, Run:8.24 E Dec 6 2018 Print:8.240 E Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 13:54:53 Page:1 ID:p21 Nofs28gdgOdbO_TF?t3y6ppu-b7EQ056ONfSTRsl rEjkTzMDI K89joB6nBAT6 WDy549m 1 -2-0-05-0-0 J 2-0-0 5-0-0 12 6 3 M O N M 2 1 4 3x4= 5-0-0 Scale=1 X38.7 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.03 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.04 4-7 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 5.0 Code FBC2017/7PI2014 Matrix-MP Weight:19 Ib FT=20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=372/0-3.8,3=133/Mechanical, 4=34/Mechanical Max Horiz 2=179(LC 12) Max Uplift 2=-160(LC 12),3=108(LC 12), 4=-2(LC 12) Max Grav 2=372(LC 1),3=133(LC 1),4=67 (LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/65,2-3=-290/117 BOT CHORD 2-4=-108/170 NOTES 1) Wind:ASCE 7-10;Vuit=130mph(3-second gust) Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=281t; Cat.ll;Exp C;Encl.,GCpi=0.18;li(envelope) exterior zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4) Refer to girder(s)for truss to truss connections. 5) Provide mechanical connection(by others)of truss to bearing plate Capable of withstanding 108 Ib uplift at joint 3,160 Ib uplift at joint 2 and 2 Ib uplift at joint 4. Thomas A.Albani PE No.39380 LOAD CASE(S) Standard MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: December 26,2018 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use only with M7ekO connectors.This design is based only upon parameters shown,and is for an individual building component,not ' a truss system.Before use,the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPH Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,Parke 36610 Job Truss Truss Type Qty Ply 1617704 CJ Trus Jack-Open 4 1 715893733 Job Reference(optional Builders FirstSource,Jacksonville,FL-32244, Run:8.24 E Dec 6 2018 Print:8.240 E Dec 62018 MiTek Industries,Inc.Wed Dec 26 13:54:53 Page:1 ID:Eh'YwP6V_JC1tQsOIXiS_wy6oB_b7EQ0560NfSTRslrEjkTzMDIKBBkoB6nBAT6VJDy549m -2-0-0 1-0- 2-0-0 1-0-0 12 6F- 3 T 2 F 0 1 4 U4= 1-0 Scale=1:31.4 Plate Offsets(X,Y): [2:0-0-8,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Vert(CT) 0.00 7 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.DO Horz(CT) 0.00 4 We We BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:7 Ib FT=20% LUMBER LOAD CASE(S) Standard TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=335/0-3-0,3=-40/Mechanical, 4=-71/Mechanical Max Honz 2=74(LC 12) Max Uplift 2=-192(LC 12),3=40(LC 1), 4=-71(LC 1) Max Grav 2=335(LC 1),3=26(LC 16),4=51 (LC 12) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/65,2-3=-167/112 BOT CHORD 2-4=-132/195 NOTES 1) Wind:ASCE 7-10;VuR=130mph(3-second gust) Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=28ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom Chord and any other members. 4) Refer to girder(s)for truss to truss connections. 5) Provide mechanical connection(by others)of truss to Thomas A.Albani PE No.39380 bearing plate capable of withstanding 40 Ib uplift at joint MiTek USA,Inc.FL Cert 6634 3,192 Ib uplift at joint 2 and 71 Ib uplift at joint 4. 6904 Parke East Blvd.Tampa FL 33610 Date: December 26,2018 AWARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MV-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSi/TPIi Quality Critede,DS"9 and SCSI Building Component 6904 Parke East Blvd Salary information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 __________- _______________________________________________________________________________________________________________________________________...._..........._..._----------------------_-.____--------_---------1----------------------_------ J Job Truss Truss Type Qty Ply 715893734 1617704 CJ10 Jack-Open 1 1 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244, Run:8.24 E Dec 6 2018 Print 8.240 E Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 13:54:53 Page:1 ID:QZSyRuepgogShc3WHdvF?ny6pot-b7EQ056ONfSTRslrEjkTzMDNc8C8oB6nBATBWDy549m 12 6 F-- 2 M c� Y 1 Y 0 3 2x4= 2-0-0 i Scale=1:29.3 i Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) 0.00 3-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.05 Vert(CT) 0.00 3-6 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 5.0 Code FBC2017rrP12014 Matrix-MP Weight:7 Ib FT=20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=80/0-3.8,2=56/Mechanical, 3=24/Mechanical Max Horiz 1=53(LC 12) Max Uplift 1=-24(LC 12),2=44(LC 12),3=-9 (LC 12) Max Grav 1=80(LC 1),2=56(LC 1),3=28 (LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-36/20 BOT CHORD 1-3=39/26 NOTES 1) Wind:ASCE 7-10;Vuft=130mph(3-second gust) Vasd=101 mph;T6DL=4.2psf;BCDL=3.Opsf;h=28ft; Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)zone,C-C for members and forces&MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4) Refer to girder(s)for truss to truss connections. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 24 Ib uplift at joint 1,44 Ib uplift at joint 2 and 9 Ib uplift at joint 3. Thomas A Albani PE No.39360 LOAD CASE(S) Standard MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: December 26,2018 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MII-7473 rev.1010312015 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,see ANSUMI Quality Criteria,DSB49 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandna,VA 22314 e East Blvd.. Tampa,6904 Parke 36610 -_-.______........................................_.......-.-.-...-----------___-___----__-.._—_--._----------------------------------------------_._.__-__________________.____-_._------------_-----------_............_----------------------------------------------------------- Job Truss Truss Type Qty Ply 1617704 EJ01 Jack-Partial g 1 T15893735 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244, Run:8.24 E Dec 6 2018 Print 8.240 E Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 13:54:54 Page:1 ID:bgd6lenjE4CuVJPdRRcgy5y6poi-3JooDR7e8zaK3DclnRGiWLmT4YXwXeMxGpCg2gy5491 -2-0-0 3-0-0 2-0-0 12 6� 3 r� 0 N 2 1 4 3x4= I 3-0-0 I Scale=1:34.9 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Vert(CT) 0.01 4-7 >999 180 BCLL 0.0` Rep Stress Incr YES WB 0.DO Horz(CT) 0.00 3 n/a n/a BCDL 5.0 Code FBC20171TPI2014 Matrix-MP Weight:13 Ib FT=20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=313/0-3-8,3=61/Mechanical, 4=5/Mechanical Max Horiz 2=126(LC 12) Max Uplift 2=-148(LC 12),3=51(LC 12), 4=-25(LC 9) Max Grav 2=313(LC 1),3=61(LC 1),4=34 (LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/65,2-3=-202/126 BOT CHORD 2-4=-136/179 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=28ft, Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)zone;porch left and right exposed,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4) Refer to girder(s)for truss to truss connections. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 51 Ib uplift at joint Thomas A.III PE No-39380 3,148 Ib uplift at joint 2 and 25 Ib uplift at joint 4. M Tek USA,Inc.FL Cert 6634 LOAD CASE(S) Standard 6904 Parke East Blvd,Tampa FL 33610 Date: December 26,2018 ,&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 114II-7473 rev.10/0312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and pmpeny incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSLITP11 Quality Criteria,DSB-89 and BCSi Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Tampa,FL 36610 _.._. -----------------------------------------------___--------_.__------'_-------------------------------------------------------------------------------------------------------------------------------------------1_____________________.--------------------------------- a Job Truss Truss Type Oty Ply T15893736 1617704 IEJ02 Jack-Closed 7 1 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244, Run:8.24 E Dec 6 2018 Print:8.240 E Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 13:54:54 Page:1 ID:XKGlk8?emObCHDMH2wSHD5y6poP-3JooDR7e8zaK30clnRGiWZmT4YXFXeMxQpCg2gy5491 -2-0-04-0-0 2-0-0 4-0-0 NAILED 12 2x4 n 6F— 34 cn u7 C4 M 2 M V O 1 5 3x4= 2x4 u 3-8-12 0 3-8-12 0_ Scale=1:37.9 Plate Offsets(X,Y): [2:0-0-4,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.01 6-9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.01 6-9 >999 180 BCLL 0.0` Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:19 Ib FT=20% LUMBER LOAD CASE(S) Standard TOP CHORD 2x4 SP No.2 1) Dead+Roof Live(balanced):Lumber Increase=1.25, BOT CHORD 2x4 SP No.2 Plate Increase=1.25 WEBS 2x4 SP No.3 Uniform Loads(lb/ft) BRACING Vert:1-3=70,3-4=20,5-7=10 TOP CHORD Structural wood sheathing directly applied or Concentrated Loads(lb) 4-0-0 oc purlins, except end verticals. Vert:3=42(B) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=333/0-3-8,6=160/Mechanical Max Honz 2=153(LC 12) Max Uplift 2=-148(LC 12),6=102(LC 12) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/65,2-3=-270/125,3-4=-2/0, 3-6=-139/141 BOT CHORD 2-6=-128/198,5-6=0/0 NOTES 1) Wind:ASCE 7-10;VuK=130mph(3-second gust) Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=28ft, Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4) Refer to girder(s)for truss to truss connections. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 102 Ib uplift at joint 6 and 148 Ib uplift at joint 2. 6) "NAILED"indicates 3-10d(0.148"0")or 2-12d Thomas A.Albani PE No.39380 (0.148"x3.25')toe-nails per NDS guidlines. MiTek USA,Inc.FL Cert 6634 7) In the LOAD CASE(S)section,loads applied to the face 6904 Parke East Blvd.Tampa FL 33610 of the truss are noted as front(F)or back(B). ' December 26,2018 ®WARNING.Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M(Tek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSYMI Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 .------------------------..___.__.---------------------------------------------------------._--------------------------------------------_____________----------- ____._--------.._. ............__.....___-__.__._- Job Truss Truss Type Qty Ply 1617704 EJ03 Jack-Partial 1 1 715893737 Job Reference o tionai Builders FirstSource,Jacksonville,FL-32244, Run:8.24 E Dec 6 2018 Print:8.240 E Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 13:54:54 Page:1 ID:jRRS2v8XA0_e6whOBk9sAQy6poE-3JooDR7e8zaK30clnRGiWZmT4YWbXeuxOpCg2gy5491 L -2-0-01 2-0-0 1 4-0-0 1 2-0-0 2-0-0 2-0-0 12 6 F-- 4x4= 2x4 if 3 45 c� n 2 rt N 3x4= 2x4 it 2x4 it 3-8-12 2-1-12 -0 2-1-12 0- 1-7-0 Scale=1:35.3 Plate Offsets(X,Y): [2:0-0-4,0-0-0) Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.01 8-11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.16 Vert(CT) -0.02 8-11 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 2 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:18 Ib FT=20 LUMBER 7) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP No.2 bearing plate capable of withstanding 63 Ib uplift at joint BOT CHORD 2x4 SP No.2 7 and 160 Ib uplift at joint 2. WEBS 2x4 SP No.3 LOAD CASE(S) Standard BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=333/0-3-8,7=118/Mechanical Max Honz 2=102(LC 12) Max Uplift 2=-160(LC 12),7=63(LC 9) Max Grav 2=333(LC 1),7=119(LC 24) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/65,2-3=-224/110,3-4=0/0,4-5=0/0, 4-7=-66/86 BOT CHORD 2-8=-132/215,7-8=0/0,6-7=0/0 WEBS 3-8=-102/101 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-10;VuH=130mph(3-second gust) Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=281t; Cat.Il;Exp C,Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. Thomas A.Aibani PE No.39380 6) Refer to girder(s)for truss to truss connections. MiTek USA,Inc.FL Cert 6634 6804 Parke East Blvd.Tampa FL 33610 Date: December 26,2018 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and propeny incorporate this design into 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 fabncation,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 _....------------__-_-_---__---------__---_______-..-_..--'.--'-----------------------------------------------------------------------------------------_-- ______________-__._______-________________LL__________---------------_____-____________-------_--_. Job Truss Truss Type Qty Ply 1617704 EJ04 Jack-Partial 5 1 715893738 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244, Run:8.24 E Dec 6 2018 Prim:8.240 E Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 13:54:55 Page:1 I D:BvXGp3MgmF4Gh3rEWr4uDy6pny-XWMARn7GvHiBh9BDL8nx2nlc2ypHG5c4fTyDa6y549k -2-0 0 6-0-0 2-0-0 6-0-0 12 3 67- C? v ut cS A v 2 0 4 1 3x4= 6-0-0 r 1 Scale=1:40.5 Loading (psf) Spacing 2-0-0 CSI DEFL in (IDc) Udefl Ud PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.07 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.09 4-7 >787 180 BCLL 0.0' Rep Stress Incr YES WS 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:22 Ib FT=20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=407/03-8,3=166/Mechanical, 4=46/Mechanical Max Horiz 2=206(LC 12) Max Uplift 2=-169(LC 12),3=134(LC 12), 4=-5(LC 12) Max Grav 2=407(LC 1),3=166(LC 1),4=82 (LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/65,2-3=-311/114 BOT CHORD 2-4=-92/149 NOTES 1) Wind:ASCE 7-10;VuR=130mph(3-second gust) Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=28ft, Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4) Refer to girder(s)for truss to truss connections. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 134 Ib uplift at joint 3,169 Ib uplift at joint 2 and 5 Ib uplift at joint 4. Thomas A.Aibani PE No.39380 LOAD CASE(S) Standard MiTek USA,Inc.FL Cort 6634 6904 Parke East Blvd.Tampa FL 33610 Date: December 26,2018 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MVI-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M)Tek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPf1 Duality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Ta ------- ____...__._...______-"_-----_____...._..__....- Job Truss Truss Type Qty Ply 1617704 EJ05 Jack-Partial 1 1 T15893739 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244, Run:8.24 E Dec 6 2018 Print:8.240 E Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 13:54:55 Page:1 ID:yjXi3cf W2cPXmXUfCGQxPUy6pnZ-X WMARn7GvHiBh9BDL8nx2nlegytUG5f4fTyDa6y549k 2-0-0 1 2-0-0 6-0-0 2-0-0 1 2-0-0 4-0-0 12 6 r— 4x8= 2x4 it 3 45 c+1 v p 2 A N c:�� 1 8 6 3x4= 2x4 n 3x6= 2-1-12 1 5-8-12 -0 2-1-12 1 3-7-0 0- -4 Scale=1:34.2 Plate Offsets(X,Y): [2:0-0-4,Edge],13:0-5-8,0.2-0j Loading (psf) Spacing 2-0-0 CSI DEFL in floc) I/deft Ud PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.01 7-8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.01 7-8 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 7 n/a n/a BCDL 5.0 Code FBC2017ITP12014 Matrix-MP Weight:29 Ib FT=20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=400/0-3-8,7=211/Mechanical Max Horiz 2=101(LC 12) Max Uplift 2=-173(LC 12),7=108(LC 9) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/65,2-3=-248/146,3-4=0/0,4-5=0/0, 4-7=-136/156 BOT CHORD 2-8=-144/207,7-8=136/214,6-7=0/0 WEBS 3-8=-1/96,3-7=222/141 NOTES 1) Wind:ASCE 7-10;VuIt=130mph(3-second gust) Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=281t; Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 3-06-00 tall by 2-00-00 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 173 Ib uplift at Thomas A.Albani PE No.39380 joint 2 and 108 Ib uplift at joint 7. MiTek USA,Inc.FL Cert 66346904 Parke East Blvd,Tampa FL 33610 LOAD CASE(S) Standard Date: December 26,2018 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPH Quality Criteria,DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 -___---------------------------------------------------------------------------------------------------------------------------------------____________.____________----______________________-_..___------__________—_____-------------------_______________________________-__ Job Truss Truss Type Qty Ply T15893740 1617704 EJ06 Jack-Partial 1 1 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244, Run:8.24 E Dec 6 2018 Print:8.240 E Dec 6 2018 MITek Industries,Inc.Wed Dec 26 13:54:55 Page:1 ID:jFOkILIXA3PPjl5BgyZpkAy6pnR-X WMARn7GvHiBh9BDL8nx2nlegyn WG5g4fryDa6y549k -2-0-04-0-0 i6-0-0 2-0-0 4-0-0 2-0-0 11 12 4x4= 2x4 n 6 3 45 C7 M o> v A 2 A 1 8 6 3x4= 2x4 it 2x4 it 5-8-12 4-1-12 0 4-1-12 O_ 1-7-0 Scale=1 39 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.10 8-11 >721 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.12 8-11 >570 180 BCLL 0.0' Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 2 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:27 Ib FT=20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=400/0-3-8,7=211/Mechanical Max Horiz 2=155(LC 12) Max Uplift 2=-181(LC 12),7=95(LC 9) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/65,2-3=-231/76,3-4=0/0,4-5=0/0, 4-7=-66/83 BOT CHORD 2-8=-104/176,7-8=0/0,6-7=0/0 WEBS 3-8=173/202 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-10;Vuft=130mph(3-second gust) Vasd=101mph;T6DL=4.2psf;BCDL=3.Opsf;h=28ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) 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 3-06-00 tall by 2-00-00 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 Thomas A.Albani PE No.39380 bearing plate capable of withstanding 95 Ib uplift at joint MiTsk USA,Inc.FL Cort 6634 7 and 181 Ib uplift at joint 2. 6904 Parke East Blvd.Tampa FL 33610 LOAD CASE(S) Standard Date: December 26,2018 ,&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MIP7473 rev.10/0312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ' a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M(Tek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUMI Quality Criteria,DSB-89 end BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 ..----------------------------------------_-----------------_---------------------------- ---------_-------------------------------------------------------------________________________.___.._....._...__...._................._... r Job Truss Truss Type Qty Ply 1617704 EJ07 Jack-Partial 3 1 T15893741 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244, Run:8.24 E Dec 6 2018 Print 8.240 E Dec 6 2018 MiTek Industries,Inc.Wed Dec 25 13:54:56 Page:1 I D:vNBu26uQaRorYRRJpmGPhVy5pnG-?iwYe78ugag2lJmPvslAb_04L7_?YsDt7hm6Yy549j I -2-M1 7-0-0 r 2-0-0 7-M 12 3 61— M 0 N M O� O 2 TE 0 1 4 3x4 7-M Scale=1:42.4 Plate Offsets(X,Y): [2:0-2-10,0-1-8) Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.14 4-7 >608 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.18 4-7 >472 180 BCLL 0.0' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 5.0 Code FBC2017rrPI2014 Matrix-MP Weight:26 Ib FT=20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=444/0-3-8,3=199/Mechanical, 4=57/Mechanical Max Horiz 2=232(LC 12) Max Uplift 2=-180(LC 12),3=161(LC 12), 4=-7(LC 12) Max Grav 2=444(LC 1),3=199(LC 1),4=97 (LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/65,2-3=-335/115 BOT CHORD 2-4=-75/131 NOTES 1) Wind:ASCE 7-10;Vuif=130mph(3-second gust) Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=28n, Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4) Refer to girder(s)for truss to truss connections. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 161 Ib uplift at Thomas A.Albani PE No.39380 joint 3,180 Ib uplift at joint 2 and 7 Ib uplift at joint 4. MiTek USA,Inc.FL Cert 6634 LOAD CASE(S) Standard M Parke East Blvd.Tampa FL 33610 Date: December 26,2018 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Qualify Criteria,DSB-89 end BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss FA&-Partial Type Qty Ply7158937421617704 EJ08 1 1 Job Reference(optional) —] Builders FirstSource,Jacksonville,FL-32244, Run:8.24 E Dec 6 2018 Print:8.240 E Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 13:54:56 Page:1 I D:Mst4nOCCbbuhA BcKoau2rM y55aq-?4Ye78ugag2lJ m PvslAb_rpaLCG?Y PDt7hm6Yy549j -2-0-02-1-2 3-10-8 2-0-0 2-1-2 1-9-6 12 6 F— 4x4= 2x4 it 3 45 2 a a2� N 1 O O 1 8 6 3x4= 2x4 it 2x4 it 3-7-4 2-2-14 31 -8 2-2-14 0_ _ 1-4-6 Scale=1:35.4 Plate Offsets(X,Y): [2:0-0-4,Edgej Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.01 8-11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.02 8-11 >999 180 BCLL 0.0` Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 2 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:18 Ib FT=20% LUMBER 7) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP No.2 bearing plate Capable of withstanding 35 Ib uplift at joint BOT CHORD 2x4 SP No.2 7 and 90 Ib uplift at joint 2. WEBS 2x4 SP No.3 LOAD CASE(S) Standard BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (ib/size) 2=330/0-3-8,7=111/Mechanical Max Hortz 2=70(LC 12) Max Uplift 2=-90(LC 12),7=35(LC 9) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/65,2-3=-224/110,3-4=0/0,4-5=0/0, 4-7=-59/78 BOT CHORD 2-8=-131/212,7-8=0/0,6-7=0/0 WEBS 3-8=-96/98 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-10;VuK=130mph(3-second gust) Vasd=101 mph,TCDL=4.2psf;BCDL=3.Opsf;h=2811.; Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) and C-C Exterior(2)zone;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6) Refer to girder(s)for truss to truss connections. Thomas A.Albani PE No.39380 MiTek USA,Inc.FL Cart 9834 6904 Parke East Btvd.Tampa FL 33610 Date: December 26,2018 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M[Tpik is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSLITP11 Quality Criteria,DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 1617704 EJ 10 Jack-Partial 1 1 715893743 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244, Run:8.24 E Dec 6 2018 Print:8.240 E Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 13:54:56 Page:1 I D:8NIj W7CkSQ491RQJLDkVky6pms-?iwYe78ugag2lJmPvslAb_rpaLDe?XVDt7hm6Yy549j L -2-0-0 3-0-07-0-0 1 r 2-0-0 3-0-0 4-0-0 12 6 4x8= 2x4 it 3 4 N O W 2 NEE5 1 6 3x4= 2x4 it 3x4= I3-1-12 I 7-0-0 3-1-12 3-104 Scale=1:35.7 Plate Offsets(x,Y): [2:Edge,0-D-4],[3:0-5-0,0-2-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.01 5-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.13 Vert(CT) -0.01 5-6 >999 180 BCLL 0.0` Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:34 Ib FT=20 LUMBER 7) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP No.2 bearing plate capable of withstanding 191 Ib uplift at BOT CHORD 2x4 SP No.2 joint 2 and 119 Ib uplift at joint 5. WEBS 2x4 SP No.3 LOAD CASE(S) Standard BRACING TOP CHORD Structural wood sheathing directly applied or 6-D-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=441/0-3-8,5=252/Mechanical Max Horiz 2=128(LC 12) Max Uplift 2=-191(LC 12),5=119(LC 9) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/65,2-3=-322/186,3-4=0/0, 4-5=-135/135 BOT CHORD 2-6=-199/243,5-6=196/246 WEBS 3-6=0/116,3-5=265/211 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=28ft; Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6) Refer to girder(s)for truss to truss connections. Thomas A.Albani PE No.39360 MiTek USA,Inc.FL Con 6634 6904 Parke East Blvd.Tampa FL 33610 Date: December 26,2018 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev.10/03/2015 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 property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPH Quality Criteria,DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T15893744 1617704 EJ11 Jack-Partial 1 1 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244. Run:8.24 E Dec 6 2018 Print:8.240 E Dec 6 2018 MiTsk Industries,Inc.Wed Dec 26 13:54:57 Page.1 ID:VKZcZiGIHziRmCIG8mJgR1y6pmn-TuUwsT9WRuymTLcTZpP7COzwIP4kz?N6nRKfty54gi -2-0-0 I 5-0-0 7-0-0 2-0-0 5-0-0 2-0-0 4x4= 2x4 a 12 6 3 4 ril M c? rl o N � 2 v� 5 0 1 6 04 2x4 if 2x4 if 5-1-12 7-0-0 �5-1-121_j0_q Scale=1:39.5 Loading (pSo Spacing 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.20 6-9 >407 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.26 6-9 >311 180 BCLL 0.0' Rep Stress Ina YES WB 0.07 Horz(CT) 0.00 2 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:32 Ib FT=20 LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=441/0-3-8,5=252/Mechanical Max Horiz 2=182(LC 12) Max Uplift 2=194(LC 12),5=107(LC 12) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/65,2-3=-240/60,3-4=0/0,4-5=-65/65 BOT CHORD 2-6=-88/158,5-6=0/0 WEBS 3-6=214/239 NOTES 1) Wind:ASCE 7-10;Vuft=130mph(3-second gust) Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=28ft; Cat.Il;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 3-06-00 tall by 2-00-00 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 107 Ib uplift at joint 5 and 194 Ib uplift at joint 2. LOAD CASE(S) Standard Thomas A.Albam PE No.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: December 26,2018 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.10/0312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. 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 ANSVTPH Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. SsreW informetion available from Thus Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 __-------------_._-------_..----------------------------------------------------------------------._-----------------------------------------.------------------------------------------.---------------------------1__.__________-________________.___________.._.._..._.. Job Truss Truss Type City Ply 1617704 EJ12 Jack-Partial 16 1 715893745 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244, Run:8.24 E Dec 6 2018 Print:8.240 E Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 13:5457 Page:1 ID:k3bOSnNW9kr9LbU?99_nlxy6pme-TuUwsT9WRuyv TLcTZpP7COzr1V5k_6N6nRKf?y549i -2-0-0 5-0-0 I 2-0-0 5-0-0 12 6� 3 00 0 N W A 2 1 4 4x4= 5-0-0 Scale=1:38.7 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.08 4-7 >700 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.37 Vert(CT) 0.06 4-7 >790 180 BCLL 0.0' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 5.0 Code FBC2017ITP12014 Matrix-MP Weight:19 Ib FT=20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=372/0-3-8,3=133/Mechanical, 4=34/Mechanical Max Horiz 2=179(LC 12) Max Uplift 2=-160(LC 12),3=108(LC 12), 4=-50(LC 9) Max Grav 2=372(LC 1),3=133(LC 1),4=67 (LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/65,2-3=-189/119 BOT CHORD 2-4=-110/119 NOTES 1) Wind:ASCE 7-10,VuK=130mph(3-second gust) Vasd=101 mph;TWI-=4.2psf;BCDL=3.Opsf;h=28ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)zone;porch left and right exposed,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) 'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4) Refer to girder(s)for truss to truss connections. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 108 Ib uplift at Thomas A.Albani PE No.39380 joint 3,160 Ib uplift at joint 2 and 50 Ib uplift at joint 4. MiTek USA,Inc.FL Can 6634 LOAD CASE(S) Standard 6904 Parke East Blvd.Tampa FL 33610 Date: December 26,2018 ®WARNING-Verify design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek'pi k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,we ANSVTP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd Satiety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Tampa,FL 36610 I Job Truss FJ11k-Partial Type Qty Ply 715893746 1617704 EJ13 8 1 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244, Run:8.24E Dec 62018 Print:8.240 E Dec 62018 MiTek Industries,Inc.Wed Dec 26 13:54:57 Page.1 I D:chR R ude6KgVdZT?RXTZOOcySoFS-TuUwsT9W RuyvwTLcTZpP7C0_ulZkk_6N6nRKPty549i -2-0-0 3-0-0 240-0 3-0-0 12 6� 3 co 0 N 2 c 1 TE4 3x4= I 3-0-0 I Scale=1:34.9 Place Onsets(X,Y): [2:0-0-4.0-0-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) /deft L/d PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.07 Vert(CT) 0.00 4-7 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:13 lb FT=20% LUMBER LOAD CASE(S) Standard TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 1 D-0-0 oc bracing. REACTIONS (Ib/size) 2=313/0-3-0,3=61/Mechanical, 4=5/Mechanical Max Honz 2=114(LC 12) Max Uplift 2=131(LC 12),3=-46(LC 12), 4=22(LC 9) Max Grav 2=313(LC 1),3-61(LC 1),4=34 (LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/65,2-3=1186/128 BOT CHORD 2-4=138/164 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft; Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)zone,porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) 'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06.00 tall by 2-00-00 wide will fid between the bottom chord and any other members. 4) Refer to girder(s)for truss to truss connections. 5) Provide mechanical connection(by others)of truss to Thomas A.Albani PE No.39360 bearing plate capable of withstanding 46 Ib uplift at joint fill USA,Inc.FL Can 6634 3,131 Ib uplift at joint 2 and 22 Ib uplift at joint 4. 6906 Parke East Blvd.Tampa FL 33610 Date: December 26.2018 A WARNING-Verify design parsmeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MTeM connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MIT®K' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TR1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke Fast Blvd. Saft info metion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36810 ____________________________________________________________________________----____-__.-__________.___________________------------------__............_._.............._._"''-______._____.____-''______________ __ ---------------------------------------------------- Job Truss Truss Type Qty Ply 1617704 EJ14 Jack-Closed 14 1 T15693747 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244, Run:8.24 E Dec 6 2018 Print:8.240 E Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 13:5458 Page:1 ID:gjFCRHbRgZET7WRenfpEaxy6pmL-TuUwsT9 WRuyvwTLcTZpP7C0_KIZyk_6N6nRKf?y549i -2-0-0I 4-0-0 2-0-0 4-0-0 NAILED 12 2x4 if 6F— 34 M N M 2 M (E o I` 1 5 3x4= 2x4 if 3-8-12 -0 3-8-12 0_ _ Scale=1:37.9 Plate Offsets(X,Y): [2:0-0-4,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.01 6-9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.01 6-9 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 5.0 Code FBC2017rrP12014 Matrix-MP Weight:19 Ib FT=20 LUMBER LOAD CASE(S) Standard TOP CHORD 2x4 SP No.2 1) Dead+Roof Live(balanced):Lumber Increase=1.25, BOT CHORD 2x4 SP No.2 Plate Increase=1.25 WEBS 2x4 SP No.3 Uniform Loads(lb/ft) BRACING Vert:1-3=70,3-4=20,5-7=10 TOP CHORD Structural wood sheathing directly applied or Concentrated Loads(lb) 4-0-0 oc purlins, except end verticals. Vert:3=42(B) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=333/0-3-8,6=160/Mechanical Max Horiz 2=104(LC 12) Max Uplift 2=-82(LC 12),6=81(LC 12) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/65,2-3=-270/125,3-4=-2/0, 3-6=-139/141 BOT CHORD 2-6=-128/198,5-6=0/0 NOTES 1) Wind:ASCE 7-10,VuR=130mph(3-second gust) Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=28ft; Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) and C-C Exterior(2)zone;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4) Refer to girder(s)for truss to truss connections. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 81 Ib uplift at joint 6 and 82 Ib uplift at joint 2. Thomas A Albani PE No.38380 6) "NAILED"indicates 3-10d(0.148'X3")or 2-12d MiTek USA,Inc.FL Cert 6834 (0.148'x3.25')toe-nails per NDS guidlines. Parke East Blvd.Tampa FL 33610 7) In the LOAD CASE(S)section,loads applied to the face 6904 6904 of the truss are noted as front(F)or back(B). December 26,2018 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the builtling designer must verify the applicability of design parameters and properly incorporate this design into the overall (y building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 6 (Tek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the A fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T15893748 1617704 F01 Floor 112 1 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244, Run:8.24 E Dec 6 2018 Print:8.240 E Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 15:21:28 Page.1 I D:3U Mo4bV s W Q 1?PN INtfEC7Vy5BDy-LQapB Lv_DaM7jt7xg Ej?b49LzuMmp3l6Gr6 LOyy53mu 1-3-0 0-y 8 0 1t82-4-0Il 141x4= 1.5x3 = 4x4= 1.5x311 1.5x311 3x6 FP 44= 1.5x3 = 1.5x3 it 44= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 �I �I9I 27 5 � 26 25 24 23 22 21 20 19 18 17 16 44= 3x6= 4x6= 4x6= MT20HS 3x8 FP 3x6= 1.5x311 4x4= 24-7-0 1 24-7-0 Scale=1:43.8 Plate Offsets(X,Y): [1:Edge,0-1-8],[6:0-1-8,Edge],[14:0-1-8,Edge],[20:0-1-8,Edge] Loading (psf) Spacing 1-4-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.42 Vert(LL) -0.44 19-20 >658 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.81 Vert(CT) -0.61 19-20 >478 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WE 0.57 Horz(CT) 0.09 15 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:127 Ib FT=20%F,11%E LUMBER 4) Required 2x6 strongbacks,on edge,spaced at 10-00-00 TOP CHORD 2x4 SP No.2(flat)'Except`12-1:2x4 SP M 31 oc and fastened to each truss with 3-1 Dd(0.131"X 3") (flat) nails. Strongbacks to be attached to walls at their outer BOT CHORD 2x4 SP No.2(flat)`Except*24-15:2x4 SP M ends or restrained by other means. 31(flat) LOAD CASE(S) Standard WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-D-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 15=888/0-3-8,27=888/0-3-8 FORCES (lb)-Max.Comp./Max.Ten.-All forces 250 (lb)or less except when shown. TOP CHORD 27-28=-885/0,1-28=-884/0,15-29=884/0, 14-29=-883/0,1-2=931/0,2-3=2385/0, 3-4=3489/0,4-5=3489/0,5-6=-4159/0, 6-7=-4445/0,7-8=4445/0,8-9=-4161/0, 9-10=3485/0,10-11=-3485/0, 11-12=-2386/0,12-13=-2386/0,13-14=93010 BOT CHORD 25-26=0/1759,24-25=0/2994,23-24=0/2994, 22-23=0/3898,21-22=0/4445,20-21=0/4445, 19-20=0/4382,18-19=013909,17-18=0/2994, 16-17=0/1760 WEBS 14-16=0/1202,1-26=0/1203,13-16=1153/0, 2-26=1153/0,13-17=0/872,2-25=0/871, 11-17=-846/0,3-25=-846/0,11-18=0/667, 3-23=0/673,9-18=577/0,5-23=-556/0, 9-19=0/350,5-22=0/480,8-19=-364/0, 6-22=-630/19,8-20=-241/466 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. Thomas A.Albani PE No-38380 3) All plates are 3x4 MT20 unless otherwise indicated. MiTek USA,Inc.FL Cart 6634 6906 Parke East Blvd.Tampa FL 33619 Date: December 26,2018 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MII-7473 rev.10103/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and 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 ANSVTPl1 Quality Criteria,DSB49 and BCSI Building Component 6904 Parke East Blvd. Safetyinformation available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 ------ ----__-__-______.._................................................................................_....._.............._------...__...__........_----------------------__.__......._.___________-__________._.._-----__._..__.____.._._______. Job Truss Truss Type Qty Ply 1617704 F02 Floor 1 1 T15893749 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244, Run:8.24 E Dec 6 2018 Print.8.240 E Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 15:29:48 Page:1 ID:VjBujBNCCR2e?POVWIOsOny5B3n-7BTyIL?Ul7kIZA4ceMFzU9UH3e5t9Z09xcSTYly53f1 1 1� 01 0-10-414 O-V 3x6 FP 3x4= 3x4= 3x4= 3x4= 3x4z; 4x4= 4x6= 4x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1817 18 19 20 9I p3Z 32 30 29 28 27 26 25 24 23 22 3x4= 3x6 FP 4x4= 3x6= 3x6= 3x = 3x4= 3x6= 3x4= 3x6= 4x6= 4x6= 3-9-8 24-7-0 3-9-8 20-9-8 Scale=1.43.8 Plate Offsets(X,Y): [2:0-1-8,Edge],[3:0-1-8,Edge],[9:0-1-8,Edge],[10:0-1-8,Edge],120:0-1-8,Edge],[26:0-1-8,Edge),[27:0-1-8,Edge],[32:0-1-8,Edge],[33:0-1-8,Edge],[36:0-1-8,0-1-0] Loading (psf) Spacing 1-4-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.48 Vert(LL) -0.31 25-26 >794 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.59 Vert(CT) -0.43 25-26 >578 240 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(CT) 0.05 21 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:134 Ib FT=20%F,11%E LUMBER 1) Unbalanced floor live loads have been considered for TOP CHORD 2x4 SP No.2(flat)*Except*16-1:2x4 SP M 31 this design. (flat) 2) All plates are 2x4 MT20 unless otherwise indicated. BOT CHORD 2x4 SP No.2(flat)'Except*30-21:2x4 SP M 3) Provide mechanical connection(by others)of truss to 31(flat) bearing plate capable of withstanding 25 Ib uplift at joint WEBS 2x4 SP No.3(flat) 34. OTHERS 2x4 SP No.3(flat) 4) Recommend 2x6 strongbacks,on edge,spaced at BRACING 10-00-00 oc and fastened to each truss with 3-10d TOP CHORD Structural wood sheathing directly applied or (0.131"X 3")nails. Strongbacks to be attached to walls 6-0-0 oc purlins, except end verticals. at their outer ends or restrained by other means. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 5) CAUTION,Do not erect truss backwards. bracing, Except: LOAD CASE(S) Standard 6-0-0 oc bracing:32-33,31-32,29-31. REACTIONS (Ib/size) 21=729/0-3-8,31=1054/0-3-8, 34=-2/0-3-8 Max Uplift 34=-25(LC 3) Max Grav 21=743(LC 3),31=1054(LC 1), 34=24(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250 (lb)or less except when shown. TOP CHORD 21-36=-738/0,20-36=-737/0,4-5=-642/88, 5-6=-642188,6-7=1863/0,7-8=-1863/0, 8-9=2882/0,9-10=-2882/0,10-11=2882/0, 11-12=3134/0,12-13=-3134/0, 13-14=-2770/0,14-15=-2770/0, 15-16=-2013/0,16-17=-2013/0, 17-18=-2013/0,18-19=-833/0,19-20=833/0 BOT CHORD 31-32=-411/0,30-31=411/0,29-30=-411/0, 28-29=0/1293,27-28=0/2329,26-27=0/2882, 25-26=0/3133,24-25=0/3006,23-24=0/2441, 22-23=0/1471 WEBS 4-31=-1070/0,4-32=0/431,4.29=0/1125, 20.22=0/1058,6-29=905/0,18-22=867/0, 6-28=0/793,18-23=0/737,8-28=-654/0, 15-23=-581/0,B-27=0/889,15-24=01448, Thomas A.Albani PE No.39360 9-27=-421/0,13-24=-321/0,11-26=-523/73 MiTek USA,Inc.FL Cart 6634 NOTES 6904 Parke East Blvd.Tampa FL 33610 Data: December 26,2018 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 rev.10/0312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M)Tek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIf Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type City Ply 715893750 11617704 F03 Floor 1 1 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244, Run:8.24 E Dec 6 2016 Print.8.240 E Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 15:34:54 Page.1 ID.YOWQ7eSfatYD_gLeROtlPxy5Au3-93ye_ziRh91 KGCUQZdkjuh9Wp?TEst2BIDaflZy53aF 1� 0-118 0-p-121 0-1f8 Il r� 5x8= 4x6= 4x6= 3x6 FP CI 4x4= 3x4= 3x4= 3x4= 4x4= 4x6= T 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 197 18 19 20 -45 �� vTLeMAZ:!S� 1 1I 33 32 30 29 28 27 26 25 24 23 22 12 4x = 4x6= 5x8= 4x6= 3x6= 4x8= 3x4= 3x4 u 4x8-- 3x4= 3x6= 4x6 is 3x4= 3x6 FP L 3'9'8 24-7-0 3-9-8 20-9-8 Scale=1:43.8 [1:Edge,0-1-8],[2:0-1-8,Edge],[3:D-1-8,Edge],[9:0-1-8,Edge],[10:0-1-8,Edge],[20:0-1-8,Edge],[26:0-1-8,Edge],[27:0-1-8,Edge],[32:0.1-8,Edge],[33:0-1-8,Edge], Plate Offsets(X,Y): (34:Edge,0-1-8],[35:0-1-8,0.1-0],[36:0-t-8,D-1-0] Loading (psf) Spacing 2-D-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.74 Vert(LL) -0.43 25-26 >573 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Vert(CT) -0.60 25-26 >416 240 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.05 21 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:137 Ib FT=20%F,11%E LUMBER WEBS 4-31=-2061/0,4-32=0/1296,1-33=1013/0, TOP CHORD 2x4 SP No.2(flat)`Except*16-1:2x4 SP M 31 2-33=-8/383,3-32=531/0,4-29=0/1809, (flat) 20-22=0/1469,6-29=-1440/0,18-22=1187/0, BOT CHORD 2x4 SP No.2(flat)`Except'30-21:2x4 SP M 6-28=0/1279,18-23=0/992,8-28=-1076/0, 31(flat) 15-23=-756/0,8-27=0/1393,15-24=0/572, WEBS 2x4 SP No.3(flat) 9-27=-655/0,13-24=-369/0,11-26=-874/8, OTHERS 2x4 SP No.3(flat) 10-26=-31/348 BRACING NOTES TOP CHORD Structural wood sheathing directly applied or 1) Unbalanced floor live loads have been considered for 6-0-0 oc purlins, except end verticals. this design. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc 2) All plates are 2x4 MT20 unless otherwise indicated. bracing. 3) Provide mechanical connection(by others)of truss to REACTIONS (Ib/size) 21=1034/0-3-8,31=1977/0-3-8, bearing plate capable of withstanding 489 Ib uplift at 34=-347/0-3-8 joint 34. Max Uplift 34=489(LC 3) 4) Recommend 2x6 strongbacks,on edge,spaced at Max Grav 21=1 036(LC 4),31=1 977(LC 1), 10-00-00 oc and fastened to each truss with 3-10d 34=47(LC 2) (0.131"X3")nails. Strong backs to be attached to walls FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250 at their outer ends or restrained by other means. (lb)or less except when shown. 5) CAUTION,Do not erect truss backwards. TOP CHORD 34-35=-21/562,1-35=-21/562, LOAD CASE(S) Standard 21-36=-1029/0,20-36=1028/0,1-2=0/790, 2-3=01790,3-4=0/790,4-5=0/333,5-6=0/333, 6-7=-1722/0,7-8=1722/0,8-9=-3472/0, 9-10=-3472/0,10-11=-3472/0, 11-12=-4108/0,12-13=-4108/0, 13-14=-3738/0,14-15=-3745/0, 15-16=-2760/0,16-17=-2760/0, 17-18=-2760/0,18-19=-1157/0, 19-20=-1157/0 BOT CHORD 32-33=-790/0,31-32=-1683/0, 30-31=-1683/0,29-30=-1683/0,28-29=0/785, 27-28=0/2509,26-27=0/3472,25-26=0/4007, 24-25=0/4016,23-24=0/3316,22-23=0/2030 Thomas A.Albani PE Nc.39380 MiTek USA,Inc.FL Cert 6834 6904 Parke East Blvd.Tampa FL 33610 Date: December 26,2018 ,&WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must vent'the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 -________-----------___.................._._...-......-----------------------------_...._...._..................----_..."""".__......---------__________-____--_------- __________..._...- Job Truss Truss Type Qty Ply 1617704 F04 Floor 6 1 T15893751 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244. Run:8.24 S Dec 6 2018 Print:8.240 S Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 13:55:00 Page:1 ID:spCjeTyMZe_SJI71zs4hcpy6ot4-PHchH9BnzVCd9nV_a_rtcdTD_Z1pCiLgZ5wQjty549g 11-1� 0 118 0-0-121 0 1?8 Il 11..51x3 a fl 1.5x3 = 1.5x311 5x8= 5x8= 1.5x311 1.5x311 3x6 FP 4x4= 1.5x3 4x8= 4x6= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1531 3 7I P31 30;4P287 26 25 24 23 22 21 20 19 18 44= 3x6 FP 4x6= 5x6= 3x6= 4x4= 5x6= 1.5x311 1.5x311 3x6= 3x6= 4x6= 3-9-8 24-7-0 3-9-8 20-9-8 Scale=1:43.8 Plate Offsets(X,Y): 16:0-1-8,Edge),[30:0-1-8,Edge],[31:0-1-8,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.75 Vert(LL) -0.46 21-22 >536 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.93 Vert(CT) -0.64 21-22 >389 240 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.06 17 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:136 Ib FT=20%F,11%E LUMBER WEBS 4-29=-2000/0,16-18=0/1377,15-18=1317/0. TOP CHORD 2x4 SP No.2(flat)`Except`14-1:2x4 SP M 31 15-19=0/893,13-19=-846/0,13-20=0/575, (flat) 12-20=-99/0,11-20=-432/0,11-21=0/226, BOT CHORD 2x4 SP No.2(flat)`Except`28-17:2x4 SP M 10.21=-59/0,4-30=0/1188,1-31=-947/0, 31(flat) 2-31=15/353,3-30=-477/0,9-21=-128/166, WEBS 2x4 SP No.3(flat) 9-22=-808/51,8-22=-62/272,4-27=0/1647, OTHERS 2x4 SP No.3(flat) 527=-1610/0,5-26=-7/9,5-25=0/1155, BRACING 6-25=-1036/0,6-24=-254/0,6-23=0/1559, TOP CHORD Structural wood sheathing directly applied or 7-23=-582/0 6-0-0 oc purlins, except end verticals. NOTES BOT CHORD Rigid ceiling directly applied or 2-2-0 oc 1) Unbalanced floor live loads have been considered for bracing. this design. REACTIONS (Ib/size) 17=1040/0-3-8,29=1936/0-3-8, 2) All plates are 3x4 MT20 unless otherwise indicated. 32=-312/0-3-1 3) Provide mechanical connection(by others)of truss to Max Uplift 32=453(LC 3) bearing plate capable of withstanding 453 Ib uplift at Max Grav 17=1042(LC 4),29=1936(LC 1), joint 32. 32=57(LC 2) 4) Recommend 2x6 strongbacks,on edge,spaced at FORCES (Ib)-Maximum Compression/Maximum 10-00-00 oc and fastened to each truss with 3-10d Tension (0.131"X3")nails. Strongbacks to be attached to walls TOP CHORD 32-33=-32/524,1-33=-32/523, at their outer ends or restrained by other means. 17-34=-1036/0,16-34=-1035/0,1-2=0/738, 5) CAUTION,Do not erect truss backwards. 2-3=0/738,3-4=0/738,4-5=0/343, LOAD CASE(S) Standard 56=1746/0,6-7=3604/0,7-8=3604/0, 8-9=-3604/0,9-10=-4151/0,10-11=4151/0, 11-12=-3686/0,12-13=-3686/0, 13-14=-2655/0,14-15=-2655/0, 1516=-1066/0 BOT CHORD 31-32=-27/2,30-31=-738/0,29-30=1550/0, 28-29=-1550/0,27-28=-1550/0,26-27=0/901, 2526=0/901,24-25=0/2504,23-24=0/2504, 22-23=0/3604,21-22=0/4095,20-21=0/4004, 19-20=0/3264,18-19=0/2013,17-18=0154 Thomas A.Albani PE No,39380 MiTek USA,Inc.FL Con 6634 6904 Parke East Blvd.Tampa FL 33610 Date: December 26,2018 AWARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED AfITEK REFERENCE PAGE MII-7473 rev.10103/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and 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,see ANS11TRl Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvtl. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,rk 36610 _.._......_._._.._.._..___.__.._____________-_____.__.___________________________________________._.___.____.__._...._............_........_----------_---_________________________.____________-_. -__--......_........._... .................. Job Truss Truss Type Qty Ply 1617704 F05 Floor Supported Gable 1 1 T15893752 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244, Run:8.24 S Dec 6 2018 Print:8.240 S Dec 6 2018 MiTek Industries,Inc.Wed Dec 2613:55:00 Page:1 ID:hzZ_vW179UkblgaBK7B5s4y6ot-tTA3UVBPkpKUnx4B8hN6lgOYGzbPxLMpot FJy549f 0-1f6 -1te Il 0 Il 3x6 FP 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 198 19 20 2122 4 5�I �I AA 3 �I JX4 3x6 FP x 24-7-0 24-7-0 Scale=1'.43.8 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1 00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL O.0 Rep Stress incr YES WB 0.03 Horiz(TL) 0.00 23 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-R Weight:109 lb FT 20%F,11%E LUMBER WEBS 2-43=48/0,3-42=114/0,4-41=138/0, TOP CHORD 2x4 SP No.2(flat) 5-40=132/0,6-38=134/0,7-37=133/0, BOT CHORD 2x4 SP No.2(flat) 8-36=133/0,9-35=133/0,110-34=133/0, WEBS 2x4 SP No.3(flat) 11-33=133/0,12-32=133/0,13-31=133/0, OTHERS 2x4 SP No.3(flat) 14-30=13310.15-29=13310,16-28=13310, BRACING 17-27=1134/0,19-26=132/0,20.25=138/0, TOP CHORD Structural wood sheathing directly applied or 21-24=108/0 6-0-0 oc purlins, except end verticals. NOTES BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 1) All plates are 1.5x3 MT20 unless otherwise indicated. bracing. 2) Gable requires continuous bottom chord bearing. REACTIONS (Ib/size) 23=4/24-7-0,24=118124-7-0, 3) Truss to be fully sheathed from one face or securely 25=152/24-7-0,26=145124-7-0, braced against lateral movement(i.e.diagonal web). 27=147/24-7-0,28=147/24-7-0, 4) Gable studs spaced at 1-4-0 oc. 29=147/24-7-0,30=147/24-7-0, 5) Provide mechanical connection(by others)of truss to 31=147/24-7-0,32=147/24-7-0, bearing plate capable of withstanding 4 Ib uplift at joint 33=147/24-7-0,34=147/24-7-0, 23. 35=147/24-7-0,36=147/24-7-0, 6) Recommend 2x6 sfrongbacks,on edge,spaced at 37=147124-7-0,38=147/24-7-0, 10-00-00 oc and fastened to each truss with 3-1 Did 40=145/24-7-0,41=151/24-7-0, (0.131"X 3")nails. Strongbacks to be attached to walls 42=125124-7-0,43=54/24-7-0, at their outer ends or restrained by other means. 44=17/24-7-0 LOAD CASE(S) Standard Max Uplift 23=4(LC 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 44-45=17/0,11-45=17/0,236=0/6, 22-46=0/6,11-2=11/0,2-3=110,3-4=1/0, 4-5=1/0,5-6=1/0,6-7=1/0,7-8=1/0, 8-9=1/0,9-10=1/0,10-11=1/0,11-12=1/0, 12-13=1/0,13-14=110,14-15=1/0, 15-16=110,16-17=1/0,17-18=1/0, 18-19=110,19-20=1/0,20-21=-110, 21-22=1/0 BOT CHORD 43-44=0/1,42-43 /1,41-42=0/1,40-41=0/1, 39-40=0/1,38-39 /1,37-38=0/1,36-37=0/1, 35-36=011,3435=011,33-34=0/1,32-33=011, 31-32=0/1,30-31 /1,29-30=0/1,28-29=0/1, 27-28=0/1,26-27=0/1,25-26=011,2425=0/1, Thomas A.Aibam PE No.39380 23-24=0/1 MiTek USA..Inc.FL Cert 6834 6904 Parke East Blvd,Tampa FL 33610 Date: December 26,2018 ®WARNING-Verify design parameters and READ NOTES ON TMS AND INCLUDED MfrEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building tlesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 8904 Parke Fact Blvd. Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,rk 38810 ---- _____.__..._..__-___....._..-_.___________________________________________________.__----_-_--------_-_--_---_--_---------------------------------------------_--._-----------__-.__._______.___..--_.._..._............ l Job Truss Truss Type Qty Ply T15893753 11617704 F06 Floor Girder 1 1 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244, Run:8.24 S Dec 6 2018 Print:8.240 S Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 13:55:00 Page:1 ID_wfxVWglOaJsffO57bwtGly5Al8-tTA3UVBPkpKUnx4B8hN6igOSazTrx8ppolf_FJy549f 2-4-0 1-3-0 THI A4221 THA422 THA422 7x8= 3x6 II 7x8= 3x6 n 3x6 it 1 11 2 3 12 4 5 0 0 0 v v � 10 6 9 8 7 3x4 a 1.5x3 a 3x4 ii 5x12= 6x8= 6-8-8 6-8-8 Scale=1:27.7 Plate Offsets(X,Y): [1:Edge,0-3-0],[4:0-3-0,Edge],[5:0-1-8,Edge],[6:Edge,0-1-8],[7:0-1-8,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.51 Vert(LL) -0.09 8-9 >914 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.56 Vert(CT) -0.12 8-9 >681 240 BCLL 0.0 Rep Stress Incr NO WB 0.83 Horz(CT) 0.01 6 n/a We BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:44 Ib FT=20%F,11%E LUMBER 1) Dead+Floor Live(balanced):Lumber Increase=1.00, TOP CHORD 2x4 SP M 31(flat) Plate Increase=1.00 BOT CHORD 2x4 SP M 31(flat) Uniform Loads(lb/rt) WEBS 2x4 SP No.3(flat)`Except*7-5,9-1:2x4 SP Vert:6-1O=10,1-5=100 No.2(flat) Concentrated Loads(Ib) BRACING Vert:3=-827(B),11=837(B),12=-827(B) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 6=1410/Mechanical, 10=1805/0-3-8 Max Grav 6=1464(LC 4),10=1925(LC 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-10=-1928/0,5-6=1513/0,1-11=-1916/0, 2-11=-1916/0,2-3=1916/0,3-12=-2272/0, 4-12=-2272/0,4-5=2272/0 BOT CHORD 9-10=0/0,8-9=0/2272,7-8=0/2272,6-7=0/0 WEBS 5-7=0/2958,1-9=0/2494,4-7=-1733/0, 2-9=-1195/0,3-9=578/0,3-8=-139/0 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 10-00-00 oc and fastened to each truss with 3-1 Od (0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Use Simpson Strong-Tie THA422(6-16d Girder,6-10d Truss)or equivalent spaced at 2-0-0 oc max.starting at D-10-4 from the left end to 4-1 D-4 to connect truss(es)to back face of top chord. 5) Fill all nail holes where hanger is in contact with lumber. 6) In the LOAD CASE(S)section,loads applied to the face Thomas A.Albani PE No,39360 of the truss are noted as front(F)or back(B). MiTek USA,Inc.FL Cert 6634 LOAD CASE(S) Standard 6904 Parke East Blvd.Tampa FL 33610 Date: December 26,2018 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job TrussTruss Type Qty Ply 1617704 F07 Floor 3 1 T15893754 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244, Run:8.24 S Dec 6 2018 Print:8.240 S Dec 6 2018 MiTek Industries,Inc.Wed Dec 2613:55:01 Page:1 ID:UhElnKpb uOmgDn9b9EU5Sy5Agh-MgjRhrC1V7SLP4eNiPuU2YZUMiXgegzlPPXomy549e 0-�8 1 2-2-0� 4x4= I I 1.5x3 = 4x4= 3x4= 3x6= 4x6= 1.5x3 u 3x6= 3x4 it 4x4= 1 2 3 4 5 6 7 8 9 0 0 0 q � 19 10 18 17 16 15 14 13 12 11 3x4= 3x6 as 1.5x3 11 3x4 it 4x6= 46= 3x4= 3x4= 4x6= 1.5x3 11 17-0-8 17-0-8 Scale=1:32.2 Plate Offsets(X,Y): [1:Edge,0.1-8],[9:0.1-8,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Udefl Lrd PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.75 Vert(LL) -0.39 13-14 >521 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(CT) -0.53 13-14 >383 240 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(CT) 0.04 10 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:92 lb FT 20%F,11%E LUMBER TOP CHORD 2x4 SP M 31(flat) BOT CHORD 2x4 SP M 31(flat) WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing:12-13. REACTIONS (Ib/size) 10=927/Mechanical,19=921/0-3-8 FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 19-20=916/0,1-20=915/0,9-10=-86910, 1-2=926/0,2-3=2310/0,3-4=2310/0, 4-5=3046/0,5-6=3172/0,6-7=2704/0, 7-8=2704/0,8-9=810/0 BOT CHORD 18-19=0/47,17-18=0/1740,16-17=0/2780, 15-16=0/3283,14-15=013283,13-14=012704, 12-13=0/2704,11-12=0/1 723,10-11=0/0 WEBS 9-11=0/1101,1-18=0/1194,8-11=-1269/0, 2-18=1133/0,8-12=0/1380,2-17=0/774, 7-12=562/0,3-17=70/0,4-17=639/0, 4-16=0/371,5-16=322/0,5-15=-80/0, 5-14=210/123,6-114=:V725,6-13=441/0 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 10-00-00 oc and fastened to each truss with 3-10d (0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION,Do not erect truss backwards. Thomas A.Albani PE No.39380 LOAD CASE(S) Standard MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd,Tampa FL 33610 Date: December 26,2018 AWARNING•Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI47473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �� a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sarery Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36510 --___----------------------------------------------------------------------------------------------------------------------------------------------- ---------___________________---___.__________________________.____________-_---.----------_---.--------------------------__--__: I 1 Job Truss Truss Type Qty Ply 1617704 F08 Floor 1 1 715893755 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244, Run:8.24 S Dec 6 2018 Print:8.240 S Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 13:55:01 Page:1 I D:NExXebGwTfY8771 bJblTCsy5AYM-MgjRhrC1 V7SLP4eNiPuLl2Yd9MkAgiozl PPXomy549e 0-�8 1-2-01 4x4 1.5x3 = 1.5x3 = 44 1 2 3 4 5 6 23 7 8 9 0 0 0 v v v r r 20 0 19 18 17 16 15 14 12 11 1.5x3 11 3x6= 44= 1.5x3 11 3x6= 11-8-12 17-3-8 11-8-12 5-6-12 Scale=1:32.6 Plate Offsets(X,Y): [1:Edge,0-1-8],[3:0-1-8,Edge],[4:0-1-8,Edge),19:0-1-8,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.46 Vert(LL) -0.25 14-15 >547 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.87 Vert(CT) -0.34 14-15 >407 240 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(CT) 0.02 10 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:91 Ib FT=20%F,11%E LUMBER 4) CAUTION,Do not erect truss backwards. TOP CHORD 2x4 SP M 31(flat) LOAD CASE(S) Standard BOT CHORD 2x4 SP M 31(flat) WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 10=395/0-3-0,13=787/0-3-8, 20=680/0-3-8 Max Grav 10=425(LC 3),13=787(LC 1), 20=680(LC 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 20-21=-676/0,1-21=-675/0,10-22=-435/0, 9-22=434/0,1-2=658/0.2-3=-1490/0, 3-4=-1758/0,4-5=1707/0,5-6=-694/0, 6-23=-694/0,7-23=694/0,7-8=-694/0, 8-9=-379/0 BOT CHORD 19-20=0/35,18-19=011228,17-18=0/1758, 16-17=0/1758,15-16=0/1758,14-15=0/1394, 13-14=0/694,12-13=01694,11-12=0/649, 10-11=0/22 WEBS 9-11=0/484,6-14=93/107,1-19=0/847, 5-14=-109110,2-19=-792/0,5-15=0/517, 2-18=0/365,4-15=183/83,3-18=-364/0, 3-17=-41/73,4-16=124/22,8-11=-377/0, 8-12=0/285,7-12=-427/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Recommend 2x6 strongbacks,on edge,spaced at Thomas A.Aibani PE No.39380 10-00-00 oc and fastened to each truss with 3-10d MiTek USA,Inc.FL Cert 6634 (0.131"X 3")nails. Strongbacks to be attached to walls 6604 Parke East Blvd.Tampa FL 33610 at their outer ends or restrained by other means. Date: December 26,2018 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?P11 Duality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandna,VA 22314. Tampa,FL 36610 -----------_---_-_----------------------___.._..._________________________________________________________________________________________________________________________—__________________________________._____________ 1 Job Truss Truss Type Qty Ply 715893756 1617704 F09 Floor 2 1 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244, Run.8.24 S Dec 6 2018 Prim:8.240 S Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 13:55:02 Page:1 ID:J1u8F5fhQhksdg7JRG13Hvy5ARO-gsHpvADfGQaCOEDZF6PagF5kcm4gP5F6G385KCy549d � 1-3-0 0'�8 0-�8 � 2-2-0 � 4x6= 4x4= 3x4= 3x4= 4x4= 4x6= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 0 0 0 v v v r r . 22 4 P!� 21 20 19 18 17 16 15 3x4= 3x8= 4x6= 4x6= 3x4= 4x8= 3x6= 4x8= 17-3-8 17-3-8 Scale=1:32.6 Plate Offsets(X,Y): [1:Edge,0-1-8],[9:0-1-8,Edge], 13:0-1-8,Edge),[16:0-1-8,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.73 Vert(LL) -0.34 17-18 >600 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.85 Vert(CT) -0.47 17-18 >439 240 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.04 14 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:95 Ib FT=20%F,11%E LUMBER TOP CHORD 2x4 SP M 31(flat) BOT CHORD 2x4 SP M 31(flat) WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-D-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 14=931/0-3-0,22=931/0-3-8 FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 22-23=-925/0,11-23=924/0,14-24=888/0, 13-24=-887/0,1-2=1033/0,2-3=-1033/0, 3-4=-2409/0,4-5=2409/0,5-6=-3150/0, 6-7=-3150/0,7-8=3351/0,8-9=-3351/0, 9-10=-2755/0,10-11=-2755/0, 11-12=-1002/0,12-13=-1002/0 BOT CHORD 21-22=0/48,20-21=0/1791,19-20=0/2850, 18-19=0/3289,17-18=0/2755,16-17=0/2755, 15-16=0/1786,14-15=0/46 WEBS 13-15=0/1273,1-21=0/1312,12-15=221/0, 2-21=149/0,11-15=-1065/0,3-21=1030/0, 11-16=0/1358,3-20=0/840,10.16=617/0, 4-20=-130/0,5-20=600/0,5-19=0/408, 6-19=-145/0,7-19=189/0,7-18=0/158, 8-18=-396/0,9-18=0/914,9-17=-361/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 MT20 unless otherwise indicated. 3) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131"X 3")nails. Strongbacks to be attached to walls Thomas A.Albani PE No.39380 at their outer ends or restrained by other means. MiTek USA,Inc.FL Cert 6634 LOAD CASE(S) Standard 6904 Parke East Blvd.Tampa FL 33619 Date: December 26,2018 &WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev.1 010 312 01 5 BEFORE USE. Design valid for use only wah MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 1617704 HJ01 Diagonal Hip Girder 3 1 T15893757 Job Reference(optional) Builders FirstSouroe,Jacksonville,FL-32244, Run:8.24 E Dec 6 2018 Print:8.240 E Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 13:55:02 Page:1 ID:w'?LST_7PYnfMn7EvoB5Jp?y6plg-gsHpvADfGQaCOEDZF6PagF5kMmDtPFL6G385KCy549d -2-9-154-2-3 2-9-15 4-2-3 NAILYD 3 8 a� 2 (V 0 1 9 4 4x4= NAILED NAILED 4-2-3 Scale=1:34.7 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.04 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.03 4-7 >999 180 BCLL 0.0' Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 5.0 Code FBC2017/7PI2014 Matrix-MP Weight:17 Ib FT=20% LUMBER LOAD CASE(S) Standard TOP CHORD 2x4 SP No.2 1) Dead+Roof Live(balanced):Lumber Increase=1.25, BOT CHORD 2x4 SP No.2 Plate Increase=1.25 BRACING Uniform Loads(lb/ft) TOP CHORD Structural wood sheathing directly applied or Vert:1-3=70,4-5=10 4-2-3 oc purlins. Concentrated Loads(lb) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc Vert:8=78(F=39,B=39),9=64(F=32,B=32) bracing. REACTIONS (Ib/size) 2=349/0-4-15,3=59/Mechanical, 4=-18/Mechanical Max Horiz 2=150(LC 4) Max Uplift 2=-284(LC 4),3=43(LC 8),4=-56 (LC 16) Max Grav 2=349(LC 1),3=59(LC 1),4=21 (LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/67,2-8=-323/292,3-8=-51/12 BOT CHORD 2-9=300/306,4-9=0/0 NOTES 1) Wind:ASCE 7-10;Vutt=130mph(3-second gust) Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=28n, Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4) Refer to girder(s)for truss to truss connections. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 43 Ib uplift at joint 3,284 Ib uplift at joint 2 and 56 Ib uplift at joint 4. 6) "NAILED"indicates 3-10d(0.148"x3")or 2-12d Thomas A.Aibani PE No.39380 (0.148'x3.25')toe-nails per NDS guidlines. MiTak USA,Inc.FL Cert 6634 7) In the LOAD CASE(S)section,loads applied to the face 6904 Parke East Blvd.Tampa FL 33610 of the truss are noted as front(F)or back(B). Date: December 26,2018 ®WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSLTPH Duality Criteria,DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa FL 36610 ....__.__--_____.....____._______________.._......--------------------------------_._..__.—_______-------_–_.____.___-_____.__............._.._......_....___....._-------- ___........_..._._...____.__................................. ...._...._......____....... t Job Truss Truss Type Qty Ply T15893758 1617704 HJ02 Diagonal Hip Girder 1 1 Job Reference(optional) Builders FirstSource,Jacksonville.FL-32244, Run:8.24 E Dec 6 2018 Prim:8.240 E Dec 6 2018 MiTek Industnes,Inc.Wed Dec 26 13:55:02 Page:1 ID:56WcmlFJz91pbpa1x_numKy6plV-gsHpvADfGQaCOEDZF6PagF5kMmEtPFi6G385KCy549d � -2-9-15 1 3-0-8 1 5-7-3 � 2-9-15 3-0-8 2-6-11 NAILED 1 MAILED 4.24 F— 4 2x4 k- 3 M pj N Cl) 2 0 110 65 4x4= 3x4= NAILED NAILED 5.1.1 5-7 3 5-1-1 0_� Scale=1:37.8 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.02 6-9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.03 6-9 >999 180 BCLL 0.0' Rep Stress Incr NO WB 0.04 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:26 Ib FT=20% LUMBER 7) In the LOAD CASE(S)section,loads applied to the face TOP CHORD 2x4 SP No.2 of the truss are noted as front(F)or back(B). BOT CHORD 2x4 SP No.2 LOAD CASE(S) Standard WEBS 2x4 SP No.3 1) Dead+Roof Live(balanced):Lumber Increase=1.25, BRACING Plate Increase=1.25 TOP CHORD Structural wood sheathing directly applied or Uniform Loads(lb/ft) 5-7-3 oc purlins. Vert:14=70,5-7=10 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=475/0-4-15,4=89/Mechanical, 5=80/Mechanical Max Horiz 2=129(LC 4) Max Uplift 2=-219(LC 4),4=50(LC 4),5=-10 (LC 8) Max Grav 2=475(LC 1),4=89(LC 1),5=108 (LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/67,2-3=-243/194,3-4=-36/23 BOT CHORD 2-10=-216/213,6-10=-70/174,5-6=0/0 WEBS 3-6=-188176 NOTES 1) Wind:ASCE 7-10;Vu@=130mph(3-second gust) Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=28ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4) Refer to girder(s)for truss to truss connections. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 50 ib uplift at joint 4,219 Ib uplift at joint 2 and 10 Ib uplift at joint 5. Thomas A.Albani PE No.38380 6) "NAILED"indicates 3-1 Od(0.148'x3")or 2-12d MiTek USA,Inc.FL Cort 6634 (0.148'x3.25')toe-nails per NDS guidlines. 69U Parke East Blvd.Tampa FL 33610 Date: December 26,2018 &WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MV-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPH Duality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 36610 .______.__._...._________.............._.______________._.._.__......._........_.__.______._.__._..__—______________-____.-._______________.____--_____________-__________________________ __ __--______._____________________.___----------------- l Job Truss Truss Type Qty Ply 1617704 HJ03 Diagonal Hip Girder 1 1 T1589375s Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244, Run:8.24 E Dec 6 2018 Pnnt:8.240 E Dec 6 2018 MiTek Industnes,Inc.Wed Dec 26 13:55:03 Page.1 ID:o16Ot9NacElOoLLyX5zFARy6plL-12rC6VVEH1ki3eOompgwpNTev6AaV8g4FUjuesey549c 2-9-15 4-5-6 8-5-1 2-9-15 4-5-8 3-11-10 NAILED 12 NAILED 4 NAI(_'4 NAILED 12 3 c � 11 cr1 ah M v 2 c 1 13 7 14 65 4x4= 2x4 11 3x4= NAILED NAILED NAILED NAILED 4-5-8 7-11-2 8-5 1 4-5-8 3-5-10 0-6-1 Scale=1:41.6 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.02 6-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.03 6-7 >999 180 BCLL 0.0' Rep Stress Incr NO WE 0.16 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:38 Ib FT=20% LUMBER 7) In the LOAD CASE(S)section,loads applied to the face TOP CHORD 2x4 SP No.2 of the truss are noted as front(F)or back(B). BOT CHORD 2x4 SP No.2 LOAD CASE(S) Standard WEBS 2x4 SP No.3 1) Dead+Roof Live(balanced):Lumber Increase=1.25, BRACING Plate Increase=1.25 TOP CHORD Structural wood sheathing directly applied or Uniform Loads(Ib/ft) 6-0-0 oc purlins. Vert:1-4=70,5-8=10 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc Concentrated Loads(Ib) bracing. Vert:12=4(F=-2,B=-2),14=-14(F=7,6=7) REACTIONS (Ib/size) 2=576/0-4-15,4=116/Mechanical, 5=197/Mechanical Max Horiz 2=230(LC 4) Max Uplift 2=-354(LC 4),4=95(LC 4),5=-96 (LC 8) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/67,2-11=493/145,3-11=-416/155, 3-12=-54/21,4-12=37/29 BOT CHORD 2-13=-250/423,7-13=-250/423, 7-14=-250/423,6-14=-250/423,5-6=0/0 WEBS 3-7=0/160,3-6=-462/273 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=2811; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone;Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom Chord and any other members. 4) Refer to girder(s)for truss to truss connections. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 95 Ib uplift at joint 4,354 Ib uplift at joint 2 and 96 Ib uplift at joint 5. Thomas A.Albani PE No.39380 6) "NAILED"indicates 3-10d(0.148"x3")or 2-12d MiTek USA,Inc.FL Cert 6634 (0.148'x3.25')toe-nails per NDS guidlines. 69U Parke East Btvd.Tampa FL 33610 Date: December 26,2018 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PA GE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTeM connectors.This design is based only upon parameters shown,and is for an individual building component,not , a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPH Quality Criteria,DSB-89 and BCSI Building Component e East Blvd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,6904 Parke 36610 Job Truss Truss Type Qty Ply 715893760 1617704 HJ04 Diagonal Hip Girder 1 1 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244, Run:8.24 E Dec 6 2018 Print:8.240 E Dec 6 2018 MTek Industries,Inc.Wed Dec 26 13:55:03 Page:1 ID:1 m9olEUEU?Q6NkxgYUdM1 Ky6plC-12rC6WEH1 ki3eOompgwpNTev6Ax7BeQFUjuesey549c -2-9-15 5-1-15 9-10-1 2-9-15 5-1-15 4$-1 NAILED NAILED NAI112D 4 4.bi%� - 3x4 0 13 NAILED NAILED12 3 0 17 a M 11 2 b 1 14 15 7 16 65 4x4= 2x4 if 3x4= NAILED NAILED NAILED NAILED NAILED NAILED 5-1-15 I 9A-1 -10f1 5-1-15 4-2-2 0-E� Scale=1:43.5 Plate Offsets(X,Y): [2:0-3-3,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.04 6-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.07 6-7 >999 180 BCLL 0.0' Rep Stress Incr NO WE 0.27 Horz(CT) 0.01 5 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:44 Ib FT=20% LUMBER 6) "NAILED"indicates 3-10d(0.148'x3")or 2-12d TOP CHORD 2x4 SP No.2 (0.148'x3.25')toe-nails per NDS guidlines. BOT CHORD 2x4 SP No.2 7) In the LOAD CASE(S)section,loads applied to the face WEBS 2x4 SP No.3 of the truss are noted as front(F)or back(B). BRACING LOAD CASE(S) Standard TOP CHORD Structural wood sheathing directly applied or 1) Dead+Roof Live(balanced):Lumber Increase=1.25, 6-0-0 oc purlins. Plate Increase=1.25 BOT CHORD Rigid ceiling directly applied or 8-11-14 oc Uniform Loads(lb/ft) bracing. Vert:1-4=70,5-8=10 REACTIONS (Ib/size) 2=527/0-4-15,4=162/Mechanical, Concentrated Loads(lb) 5=254/Mechanical Vert:11=78(F=39,13=39),13=-68(F=-34,B=-34), Max Horiz 2=184(LC 4) 14=64(F=32,B=32),15=7(F=4,B=4),16=-41 Max Uplift 2=-312(LC 4),4=113(LC 4), (F=-20,B=-20) 5=-163(LC 9) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/67,2-11=591/370,11-12=-599/389, 3-12=-525/373,3-13=-76/41,4-13=-45/43 BOT CHORD 2-14=-425/529,14-15=-425/529, 7-15=-425/529,7-16=-425/529, 6-16=-425/529,5-6=0/0 WEBS 3-7=-82/176,3-6=574/461 NOTES 1) Wind:ASCE 7-10;VuH=130mph(3-second gust) Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=28ff; Cat.Il;Exp C;Encl.,GCpi=0.18;MWFRS(envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4) Refer to girder(s)for truss to truss connections. 5) Provide mechanical connection(by others)of truss to Thomas A Albani PE No.39380 bearing plate capable of withstanding 113 Ib uplift at joint MiTek USA,Inc.FL Cert 6634 4,312 Ib uplift at joint 2 and 163 Ib uplift at joint 5. 6904 Parke East Blvd.Tampa FL 33610 Date: December 26,2018 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Wek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ' a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 _____---------------------------------------------------------------_._____.______---___-----_.._.__.____________________------__.____._.._._.._..___..__._....._--------------------. ----__....__._._------_-- Job Truss Truss Type QtyPly 1617704 HJ05 Diagonal Hip Girder 4 1 T15893761 Job Reference o tional Builders FirstSource,Jacksonville,FL-32244, Run:8.24 E Dec 5 2018 Prim:8.240 E Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 13:55:04 Page:1 ID:bEIOYTJ37nxJV9U1ysk4lmy6pb5-mFPaKsEvo2gvGYNyNXR2vgA4sawjt9oPjNdBP5y549b -2-9-15 3- -15 7-0-2 2-9-15 3-88-15 3-3 2 NAILED NAILED 12 NAILED 4 NAILED 4.24 3x44 3 12 n C6 Cl) 2 d 1 13 7 14 65 44= 2x4 II 3x4= NAILED NAILED NAILED NAILED 3-8-15 6-6-3 7-0 2 3-8-15 2-9 4 0- -1 Scale=139.7 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.03 7-10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.02 7-10 >999 180 BCLL 0.0' Rep Stress Incr NO WB 0.06 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:32 Ib FT=20% LUMBER 6) "NAILED"indicates 3-10d(0.148'x3")or 2-12d TOP CHORD 2x4 SP No.2 (0.148'x3.25')toe-nails per NDS guidlines. BOT CHORD 2x4 SP No.2 7) In the LOAD CASE(S)section,loads applied to the face WEBS 2x4 SP No.3 of the truss are noted as front(F)or back(B). BRACING LOAD CASE(S) Standard TOP CHORD Structural wood sheathing directly applied or 1) Dead+Roof Live(balanced):Lumber Increase=1.25, 6-0-0 oc purlins. Plate Increase=1.25 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc Uniform Loads(lb/ft) bracing. Vert:1-4=70,5-8=10 REACTIONS (Ib/size) 2=409/0-4-15,4=104/Mechanical, Concentrated Loads(lb) 5=96/Mechanical Vert:11=78(F=39,B=39),13=64(F=32,B=32), Max Horiz 2=203(LC 4) 14=7(F=4,B=4) Max Uplift 2=-318(LC 4),4=82(LC 4), 5=-110(LC 5) Max Grav 2=409(LC 1),4=104(LC 1),5=101 (LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/67,2-11=302/250,3.11=208/149, 3-12=-40/7,4-12=-32/27 BOT CHORD 2-13=260/262,7-13=-186/166, 7-14=-186/166,6-14=-186/166,5-6=0/0 WEBS 3-7=-123/68,3-6=182/204 NOTES 1) Wind:ASCE 7-10;Vuft=130mph(3-second gust) Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=281t; Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4) Refer to girder(s)for truss to truss connections. Thomas A.Albani PE No.39380 5) Provide mechanical connection(by others)of truss to MiTek USA,Inc.FL Cert 6634 bearing plate capable of withstanding 82 Ib uplift at joint 6904 Parke East Blvd.Tampa FL 33610 4,318 Ib uplift at joint 2 and 110 Ib uplift at joint 5. Date: December 26,2018 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE M11-7473 rev.10/032015 BEFORE USE. Design valid for use only with MTeM connectors.This design is based only upon parameters shown,and is for an individual building component,not ' a truss system.Before use,the building designer must verity the applicability of design parameters and pmpedy incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPfl Duality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 t Job Truss Truss Type City Ply T15893762 11617704 HJ06 Diagonal Hip Girder 2 1 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244, Run:8.24 E Dec 6 2018 Print 8.240 E Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 13:55:04 Page:1 I D.zc71 GmU4bEL4?iQGKPkfTSy6o7v-mFPaKsEvo2gvGYNyNXR2vgA4savKt9rPjNdBP5y549b 2-9-154-2-3 2-9-15 4-22 NAILED NAIMD 4.24 F- 3 8 17 ?i CP 2 N 0 1 9 4 4X4= NAILED NAILED I 4-2-3 Scale=1:34.7 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.04 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.27 Vert(CT) -0.03 4-7 >999 180 BCLL 0.0' Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:17 Ib FT=20% LUMBER LOAD CASE(S) Standard TOP CHORD 2x4 SP No.2 1) Dead+Roof Live(balanced):Lumber Increase=1.25, BOT CHORD 2x4 SP No.2 Plate Increase=1.25 BRACING Uniform Loads(Ib/ft) TOP CHORD Structural wood sheathing directly applied or Vert:1-3=70,4-5=10 4-2-3 oc purlins. Concentrated Loads(lb) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc Vert:8=78(F=39,B=39),9=64(F=32,B=32) bracing. REACTIONS (Ib/size) 2=349/044,3=59/Mechanical, 4=-19/Mechanical Max Horiz 2=150(LC 4) Max Uplift 2=-284(LC 4),3=44(LC 8),4=-56 (LC 16) Max Grav 2=349(LC 1),3=59(LC 1),4=21 (LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/67,2-8=-327/296,3-8=-51/12 BOT CHORD 2-9=-304/310,4-9=0/0 NOTES 1) Wind:ASCE 7-10;VuR=130mph(3-second gust) Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=281i; Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4) Refer to girder(s)for truss to truss connections. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 44 Ib uplift at joint 3,284 Ib uplift at joint 2 and 56 Ib uplift at joint 4. 6) "NAILED"indicates 3-1Did(0.148'x3")or2-12d Thomas A.AlbaniPENo.39380 (0.148'x3.25")toe-nails per NDS guidlines. fill USA,Inc.FL Can 8834 7) In the LOAD CASE(S)section,loads applied to the face 6906 Parke East Blvd.Tampa FL 33610 of the truss are noted as front(F)or back(B). Date: December 26,2018 eenee ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ' a truss system.Before use,the building designer must verify the applicability of design parameters and pmpedy incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Duality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. SaWy Information available from Truss Plate Institute,218 N.Lee Street,Suee 312,Alexandria,VA 22314. Tampa,FL 36610 -----------------------------_-____-------------------------------------------------------------------------------------------------_-------___"-________________________---------------------------------------------------1-------------------------------_....._._.._.____..._. Job Truss Truss Type Qty Ply 1617704 HJ07 Diagonal Hip Girder 4 1 T15893763 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244, Run:8.24 E Dec 6 2018 Print.8.240 E Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 13:55:04 Page:1 I D:?4zylJZcPxTTuEOt735mZy6pan-mFPaKsEvo2gvGYNyNXR2vgA4sawLt9CPjNdBP5y549b i -2-9-15 3-0-B 5-7-2 2-9-15 3-0-8 2-6-11 1�AILED 4.24 SLED 4 2x4 c 3 A r 2 EE 0 1 10 65 4x4= 3x4= NAILED NAILED 5.1.0 5-7 2 5-1-0 0-6- Scale=1:37.8 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.02 6-9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.03 6-9 >999 180 BCLL 0.0' Rep Stress Incr NO WB 0.04 Horz(CT) 0.00 5 n/a We BCDL 5.0 Code FBC20171TPI2014 Matrix-MP Weight:26 Ib FT=20% LUMBER 7) In the LOAD CASE(S)section,loads applied to the face TOP CHORD 2x4 SP No.2 of the truss are noted as front(F)or back(B). BOT CHORD 2x4 SP No.2 LOAD CASE(S) Standard WEBS 2x4 SP No.3 1) Dead+Roof Live(balanced):Lumber Increase=1.25, BRACING Plate Increase=1.25 TOP CHORD Structural wood sheathing directly applied or Uniform Loads(lb/ft) 5-7-2 oc purlins. Vert:14=70,5-7=10 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=475/0-4-15,4=89/Mechanical, 5=80/Mechanical Max Horiz 2=129(LC 4) Max Uplift 2=-219(LC 4),4=50(LC 4),5=-10 (LC 8) Max Grav 2=475(LC 1),4=89(LC 1),5=108 (LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/67,2-3=-244/197,3-4=-36/23 BOT CHORD 2-10=-218/214,6-10=70/174,5-6=0/0 WEBS 3-6=-188176 NOTES 1) Wind:ASCE 7-10,VuK=130mph(3-second gust) Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=28ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4) Refer to girder(s)for truss to truss connections. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 50 Ib uplift at joint 4,219 Ib uplift at joint 2 and 10 Ib uplift at joint 5. Thomas A.Albani PE No.39360 6) "NAILED"indicates 3-10d(0.148'x3")or 2-12d MiTek USA,Inc.FL Cert 6634 (0.148'x3.25')toe-nails per NDS guidlines. 6904 Parke East Blvd,Tampa FL 33610 Date: December 26,2018 ®WARNING-Verity,design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and 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 perrianem bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component e East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, 6904 PTampa,arkrk 36610 I . Job Truss Truss Type Qty Ply 1617704 T01 Hip Girder 1 1 715893764 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244, Run.8.24 E Dec 6 2018 Print:8.240 E Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 13:55.05 Page:1 ID:OdOotx PNie_ScP7Cikx9y6paF-mFPaKsEvo2gvGYNyNXR2vgA7?auvtlrPjNdBP5y549b -2-0-0 3-0-0 8-10-0 14-8-0 17-8-0 19-8-0 2-0-0 3-0-0 5-10-0 5-10-0 3-0-0 2-0-0 Special NAILED NAILED NAILED NAILED NAILED Special 12 4x8= 2x4 it 4x8= 6� 3 18 19 4 20 21 5 0 C� 2 6 C6 N 1 11 22 10 23 9 24 25 8 7 3x4 o 2x4 II 3x4= 3x8= 2x4 II 3x4 Special NAILED NAILED NAILED NAILED NAILED Special 3-1-12 8-10-0 14-6-4 17-8-0 3-1-12 5-8-4 5-8-4 3-1-12 Scale=1:39.6 Plate Offsets(x,Y): [2:0-2-10,0-1-8],[3:0-5-8,0-2-0),[5:0-5-8,0-2-0],[6:0-2-10,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.19 8-9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.18 9 >999 180 BCLL 0.0` Rep Stress Incr NO WB 0.51 Horz(CT) -0.03 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:83 Ib FT=20% LUMBER 5) 'This truss has been designed for a live load of 20.Opsf TOP CHORD 2x4 SP No.2 on the bottom chord in all areas where a rectangle BOT CHORD 2x4 SP No.2 3-06-00 tall by 2-00-00 wide will fit between the bottom WEBS 2x4 SP No.3 chord and any other members. BRACING 6) Provide mechanical connection(by others)of truss to TOP CHORD Structural wood sheathing directly applied or bearing plate capable of withstanding 558 Ib uplift at 3-7-5 oc purlins. joint 2 and 558 Ib uplift at joint 6. BOT CHORD Rigid ceiling directly applied or 5-11-11 oc 7) "NAILED"indicates 3-10d(0.148'x3")or 3-12d bracing. (0.148'x3.25')toe-nails per NDS guidlines. 8) Hanger(s)or other connection device(s)shall be REACTIONS (Ib/size) 2=812/0-3-8,6=812/03-8 provided sufficient to support concentrated load(s)39 Ib Max Horiz 2=-38(LC 6) down and 112 Ib up at 3-0-0,and 39 Ib down and 112 Ib Max Uplift 2=-558(LC 5),6=558(LC 4) up at 14-8-0 on top chord,and 89 Ib up at 3-0-0,and FORCES (lb)-Maximum Compression/Maximum 89 Ib up at 14-7-4 on bottom chord. The design/ Tension selection of such connection device(s)is the TOP CHORD 1-2=0/65,2-3=-1174/1074,3-18=-1945/1706, responsibility of others. 18-19=-1945/1706,4-19=-1945/1706, 9) In the LOAD CASE(S)section,loads applied to the face 4-20=-1945/1706,20-21=-1945/1706, of the truss are noted as front(F)or back(B). 5-21=1945/1706,5-6=1174/1074,6-7=0/65 LOAD CASE(S) Standard BOT CHORD 2-11=-925/1014,11-22=-936/1014, 1) Dead+Roof Live(balanced):Lumber Increase=1.25, 10-22=-936/1014,10-23=-93611014, Plate Increase=1.25 9-23=-936/1014,9-24=-925/1014, Uniform Loads(Ib/ft) 24-25=-925/1014,8-25=-925/1014, 6-8=-913/1014 Vert:1-3=70,3-5=70,5-7=70,12-15=-10 WEBS 3-11-125/128,3-9=-784/964,4-9=-460/264, Concentrated Loads(lb) 5-9=-784/964,5-8=125/128 Vert:11=30(F),9=3(F),8=30(F),22=3(F),23=3 NOTES (F),24=3(F),25=3(F) 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-10,Vutt=130mph(3-second gust) Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=28ft, Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope); porch 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 Thomas A.Aibani PE No.38380 chord live load nonconcurrent with any other live loads. MiTek USA,Inc.FL Cort 6634 6804 Parke East Blvd.Tampa FL 33610 Date: December 26,2018 ®WARNING•Verity design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 111II.7473 rev.10/0312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and 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 ANSUTPH Quality Criteria,DSB-89 end BCSI Building Component 6904 Parke East Blvd. Surety informMion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 --------------------_______----------------------------------_-__-___._______--________--_--..--.---..................._..___________________.__................._._______._________________.------------------------._..___.__.____----___________ Job Truss Truss Type Qty Ply 1617704 T02 Common Girder 1 1 715893765 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244, Run:8.24 S Dec 6 2018 Print:8.240 S Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 13:5505 Page:1 I D:TLj21PvQdYgO5ZX3DgYB9vy6pV9-ERzyXCFXYLymby8xFyHSujl6_GxcVsYy1 NlxXy549a -2-0-0 1 4-5-11 15-2f 9-10-4 1 14-6-3 i5-�-1 19-6-12 1 2-0-0 4-5-11 p _12 4-7-14 4-7-14 p _1 4-5-11 4x6 5 4 9 n e N 12 3x4 o 3x4 a 0 7 6�x4 s 3 4 6 x4 a N N O O O N N n n 2 1 29 30 11 1031 32 33 934 35 4x8 o 4x6=6x8= 3x6 it 3x6 a 4x6- 6x8= 6x8= 4x8 a Special NAILED NAILED NAILED NAILED NAILED NAILED NAILED 6-7-3 13-0-9 19-6-12 6-7-3 6-5-7 6.6.3 Scale=1:47.8 Plate Offsets(X,Y): [2:0-3-10,0-2-0],[2:0-11-4,0-3-9],[8:0-1-10,0-2-0],[8:0-9-7,0-2-10],[11:0-2-0,0-0-4] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.12 9-11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.17 9-11 >999 180 BCLL 0.0` Rep Stress Incr NO WB 0.46 Horz(CT) 0.02 8 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:150 Ib FT=20% LUMBER 5) Gable studs spaced at 1-4-0 oc. TOP CHORD 2x4 SP No.2 6) This truss has been designed for a 10.0 psf bottom BOT CHORD 2x8 SP 240OF 2.0E chord live load nonconcurrent with any other live loads. WEBS 2x4 SP No.3 7) 'This truss has been designed for a live load of 20.Opsf OTHERS 2x4 SP No.3 on the bottom chord in all areas where a rectangle BRACING 3-06-00 tall by 2-00-00 wide will fit between the bottom TOP CHORD Structural wood sheathing directly applied or chord and any other members. 3-2-2 oc purlins. 8) Refer to girder(s)for truss to truss connections. BOT CHORD Rigid ceiling directly applied or 1 D-0-0 oc 9) Provide mechanical connection(by others)of truss to bracing. bearing plate capable of withstanding 751 Ib uplift at REACTIONS (Ib/size) 2=1522/G-3-8,8=1404/Mechanical joint 8 and 794 Ib uplift at joint 2. Max Horiz 2=156(LC 8) 10)"NAILED"indicates 3-10d(0.148'x3")or 3-12d Max Uplift 2=-794(LC 8),8=751(LC 9) (0.148'x3.25')toe-nails per NDS guidlines. 11)Hanger(s)or other connection device(s)shall be FORCES (lb)-Maximum Compression/Maximum provided sufficient to support concentrated load(s)215 Tension Ib down and 135 Ib up at 4-0-1 on bottom chord. The TOP CHORD 1-2=0/69,2-3=-2831/1451,3-4=-2665/1444, design/selection of such connection device(s)is the 4-5=-2575/1407,5-6=-2618/1464, responsibility of others. 6-7=-2665/1480,7-8=2770/1492 12)In the LOAD CASE(S)section,loads applied to the face BOT CHORD 2-29=-1380/2525,29-30=-1380/2525, of the truss are noted as front(F)or back(B). 11-30=-1380/2525,10-11=747/1536, LOAD CASE(S) Standard 10-31=-747/1536,31-32=-747/1536, 1) Dead+Roof Live(balanced):Lumber Increase=1.25, 32-33=-747/1536,9-33=-747/1536, Plate Increase=1.25 9-34=-1313/2540,3435=-1313/2540, Uniform Loads(Ib/ft) 8-35=-1313/2540 Vert:1-5=70,5.8=70,2-8=10 WEBS 5-11=728/1190,4-11=-4991356, Concentrated Loads(lb) 5-9=-776/1215,6-9=502/363 Vert:23=-109(F),29=215(F),30=-150(F),31=-150 NOTES (F),32=-150(F),33=150(F),34=-150(F),35=-150 1) Unbalanced roof live loads have been considered for (F) this design. 2) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=28ft; Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone;Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face), Thomas A.Albani PE No-39380 see Standard Industry Gable End Details as applicable, MiTek USA,Inc.FL Cart 6634 or consult qualified building designer as per ANSIfTPl 1. 6904 Parke East Blvd.Tampa FL 33810 4) All plates are 2x4 MT20 unless otherwise indicated. Date' December 26,2018 ®WARNING-verify design parameters and READ NOTES ON rHIS AND INCLUDED MI7EK REFERENCE PAGE Mn-7(73 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must 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 pennanent bracing M{Tpik is always required for stability and to prevent 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 ANSU7PH Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East BIW. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314, Tampa,FL 36610 t Job TrussTruss Type Qty Ply 1617704 T03 Common 4 1 T15893766 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244, Run:8.24 E Dec 6 2018 Print:8.240 E Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 13:55:06 Page.1 ID:yaGgBSX`!pcknDdsBm2tTgFy6pMc-idXKIYGAJf4dVsXKUyTW?5G W2NUKLObiAh81Tzy549Z -2-0-0 5-2-6 9-10 14-6-3 19-6-12 2-0 0 5-2-6 4-7-14 4-7-14 5-0-9 4x4 4 12 6 ac4♦ 2x4 a 3 5 u5 TE 6 d 1 7 4x4= 5x8- 3x4• 1 9-10-4 19-6-12 9-10-4 9-8-8 Scale=1:48.7 Plate Offsets(X,Y): [7:04-0,0-3-0] Loading (psf) Spacing 2-0-0 CSt DEFL in (loc) Udefl L/d PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.15 7-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.24 7-13 >968 180 BCLL 0.0` Rep Stress Incr YES WE 0.24 Horz(CT) 0.03 6 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:88 Ib FT=20 LUMBER LOAD CASE(S) Standard TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-10-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-6-12 oc bracing. REACTIONS (Ib/size) 2=935/0-3-8,6=775/Mechanical Max Horiz 2=100(LC 12) Max Uplift 2=228(LC 12),6=179(LC 13) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/65,2-3=1334/755,3-4=963/570, 4-5=963/571,5-6=1338/762 BOT CHORD 2-7=591/1138,6-7=-601/1144 WEBS 4-7=277/481,5-7=421/361,3-7=-410/349 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-10;Vuft=130mph(3-second gust) Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=28ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) and C-C Exterior(2)zone;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 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 Thomas A.Albani PE No.39380 bearing plate capable of withstanding 179 Ib uplift at MiTek USA,Inc.FL Can 6634 joint 6 and 228 Ib uplift at joint 2. 6904 Parke East Blvd.Tampa FL 33610 Date: December 26,2018 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 rev.10/03,2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify,the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M[Tek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSYM1 Quality Criteria,DSB49 and BCSI Building Component 6904 Parke East Blvd. Sm'W Information available from Thus Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36810 _----------------....----------------------------------------------------------------------------------------------------.....................-------------------------------------------------------------------------....--------------------------------___._.._._._.........: Job Truss Truss Type City Ply 1617704 T04 Roof Special Girder 2 3 Job Reference o tional 715893767 Builders FirstSource,Jacksonville,FL-32244, Run:8.24 E Dec 6 2018 Print:8.240 E Dec 6 2016 MiTek Industries,Inc.Wed Dec 26 13:55:06 Page:1 ID yaHvAh3Lp_nRp2Hp3VSfJpy5Bfe-idXKJYGAJf4dVsXKUyTW?5G W.vNVOL_3iAh61Tzy549Z -2-0-0 1 4-10-4 10-1-12 1 14-5-9 1 19-6-12 2-0-0 I 4-10-4 5-3-8 4-3-13 5-1-3 12 0.25 3x8= 3x4= 3x6= 2x4 it 12 4x4= 7 6� 3 q 5 6 t2 � o CV pj O v 2 8 O 1 12 11 10 9 3x4= 4x4= 3x6= 2x4 it 4x4= 3x6= 1 5-0-0 l 10-1-12 14-5-9 l 19-6-12 5-0-0 5-1-12 4-3-13 5-1-3 Scale=141 Loading (psf) Spacing 1-4-0 CSI DEFL in (loc) Udefi Ud PLATES GRIP TCLL(roof) 60.0 Plate Grip DOL 1.00 TC 0.33 Vert(LL) -0.10 10 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.64 Vert(CT) -0.14 10-12 >999 240 BCLL 0.0' Rep Stress Incr NO WB 0.34 Horz(CT) 0.05 8 n/a We BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Wind(LL) 0.01 10 >999 240 Weight:298 Ib FT=20% LUMBER 5) All loads are considered equally applied to all plies, TOP CHORD 2x4 SP No.2 except if noted as front(F)or back(B)face in the LOAD BOT CHORD 2x4 SP No.2 CASE(S)section.Ply to ply connections have been WEBS 2x4 SP No.3 provided to distribute only loads noted as(F)or(B), BRACING unless otherwise indicated. TOP CHORD Structural wood sheathing directly applied or 6) Wind:ASCE 7-10;Vuft=130mph(3-second gust) 6-0-0 oc purlins, except end verticals. Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=28ft; BOT CHORD Rigid ceiling directly applied or 10-0-0 oc Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(envelope); bracing. Lumber DOL=1.60 plate grip D6L=1.60 REACTIONS (Ib/size) 2=2249/0-3-8,8=2137/Mechanical 7) Provide adequate drainage to prevent water ponding. Max Horz 2=86 8) 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. FORCES (lb)-Maximum Compression/Maximum 9) *This truss has been designed for a live load of 20.Opsf Tension on the bottom chord in all areas where a rectangle TOP CHORD 1-2=0/86,2-3=-4019/0,3-4=-3583/0, 3-06-00 tall by 2-00-00 wide will fit between the bottom 4-5=-3548/0,5-6=-3541/0,6-7=-51/2, chord and any other members. 7-8=-215/42 10)Refer to girder(s)for truss to truss connections. BOT CHORD 2-12=0/3503,11-12=0/6011,10-11=0/6011, 11)Hanger(s)or other connection device(s)shall be 9-10=0/6011,8-9=0/3543 provided sufficient to support concentrated load(s)2251 WEBS 3-12=0/1262,4-12=-2726/0,4-10=0/85, Ib down at 10-1-15 on top chord. The design/selection 4-9=-2878/0,6-9=0/1511,6-8=-3976/0 of such connection device(s)is the responsibility of NOTES others. 1) The concentrated load at 4 must be equally LOAD CASE(S) Standard distributed to each ply of the truss. 1) Dead+Roof Live(balanced):Lumber Increase=1.00, 2) Special connection required to distribute bottom chord Plate Increase=1.00 loads equally between all plies. Uniform Loads(lb/ft) 3) Special connection required to distribute web loads Vert:1-3=93,3-7=93,8-13=7 equally between all plies. Concentrated Loads(lb) 4) 3-ply truss to be connected together with 12 Gauge Vert:4=-2251(F) (0.216'x3.5')screws as follows: Top chords connected as follows:2x4-2 rows staggered at D-3-0 oc. Bottom chords connected as follows:2x4-2 rows staggered at 0-3-0 oc. Web connected as follows:2x4-2 rows staggered at 0-3-0 oc. Thomas A.Albani PE No19380 Wilk USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: December 26,2018 ®WARNING.Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quaflry Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Nexandna,VA 22314. Tampa,FL 36610 -------------------------_..........._...__________________.__.____________..._____....._..._._....._._._._........._.............._._.__.__...................____...._..._.._..---------------------------_----------------------------------___.__-----_____ Job Truss Truss Type Qty Ply 715893768 1617704 T05 Roof Special 13 1 Job Reference(optional) Builders FirstSource,Jacksonville.FL-32244, Run:8.24 E Dec 6 2018 Print 8.240 E Dec 6 2018 MiTek Industries,Inc.Wed Dec 2613:55:05 Page:1 I D:kORnnt3Cvdkly83biDeFTly6pKd-idXKIYGAJf4dVsXKUyTW75GPaNWOLvSiAh61Tzy549Z -2-0-01 4-10-4 12-0-12 1 19-6-12 1 2-0-0 4-10-4 7-2-8 7-6-0 12 0.25 3x8= 3x4 n 12 4x8= 4 5 6� 3 c1 0 N M O v 2 6 1 9 8 7 4x4= 2x4 it 3x4= 3x4= 4x6= 1 5-0-0 1 12-0-12 1 19-6-12 5-0-0 7-0-12 7-6-0 Scab=1:41 Plate Offsets(X,Y): [3:D-54,0-2-0],[4:0-",0-1-8] Loading (psf) Spacing 1-40 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL(roof) 60.0 Plate Grip DOL 1.00 TC 0.80 Verl -0.13 7-9 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.57 Vert(CT) -0.17 7-9 >999 240 BCLL 0.0' Rep Stress Incr YES WB 0.70 Horz(CT) 0.05 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Wind(LL) 0.06 7-9 >999 240 Weight:95 Ib FT=20% LUMBER 6) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP No.2*Except*3-5:2x4 SP M 31 bearing plate capable of withstanding 217 Ib uplift at BOT CHORD 2x4 SP No.2 joint 2 and 247 Ib uplift at joint 6. WEBS 2x4 SP No.3 LOAD CASE(S) Standard BRACING TOP CHORD Structural wood sheathing directly applied or 42-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-2-4 oc bracing. WEBS 1 Row at midpt 46 REACTIONS (Ib/size) 2=1174/0-3-8,6=961/Mechanical Max Horiz 2=125(LC 12) Max Uplift 2=-217(LC 12),6=247(LC 9) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 11-2=0/86,2-3=1685/429,3-4=1860/513, 4-5=75/16,5-6=292/96 BOT CHORD 2-9=-431/1424,8-9=430/1427, 7-8=-430/1427,6-7=521/1854 WEBS 3-9=0/122,3-7=172/451,47=105/117, 4 6—1898/534 NOTES 1) Wind:ASCE 7-10;Vuit=130mph(3-second gust) Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=28ft; Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. Thomas A.Albani PE No.39380 5) Refer to girder(s)for truss to truss connections. MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd,Tampa FL 33610 Date: December 26,2018 ®WARNING-Verify design parameters and READ NOTES ON TWS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.1010312015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and 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 WO is always required for stability and to prevent 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 ANSVTP/f Quality Criteria,DSB-89 and BCSI Building Component 8904 Parke Fast Blvd. Slaty/nrormaaon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36810 `_________________________________________________________-____-_-_--__--___-_---__________________________-__--__-_______________.._.....___.............__..._.._________.__._.....___....._..._---.-__-_._-_ -.-..__-------------------------------------------------- Job Truss Truss Type Qty Ply 1617704 T06 Hip Girder 1 1 T15893769 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244, Run:8.24 E Dec 6 2018 Print:8.240 E Dec 6 2018 MiTek Industnes,Inc.Wed Dec 26 13:55:07 Page:1 ID:sKJ1BlrLglogdzyuSfoF3Xy6pJd-Ap5iyuHo4zCU706X2f?IXJocCnrH4TTrPLss?Py549Y -2-0-0 1 6-0-0 9-10 1 13-8-9 I 19-8-8 2-0-0 i 6-0-0 3-11614 3-10-4 5-11-15 Special NAILED NAILED NAILED NAILED 4x8= 2x4 if 4x8= 12 3 17 4 18 5 6� T cl) v 2 6 11 1 10 919 8 20 7 21 22 4x4= 2x4 II 4x4= 3x8= 2x4 if 4x4= Special NAILED NAILED NAILED NAILED NAILED NAILED 6-1-12 i9-10 4 13-6-13 19-8-8 6-1-12 3-8-8 3-8-8 6-1-11 Scale=1:41.4 Plate Offsets(X,Y): [3:0-5-4,0-2-0),[5:0-5-4,0.2-0] Loading (psf) Spacing 2-0-0 CSI DEFL in floc) I/deft Ud PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.16 7-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.24 7-13 >973 180 BCLL 0.0' Rep Stress Incr NO WB 0.20 Horz(CT) 0.05 6 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:90 Ib FT=20% LUMBER 6) Refer to girder(s)for truss to truss connections. TOP CHORD 2x4 SP No.2`Except*5-6:2x4 SP M 31 7) Provide mechanical connection(by others)of truss to BOT CHORD 2x4 SP No.2'Except*9-6:2x4 SP M 31 bearing plate capable of withstanding 715 Ib uplift at WEBS 2x4 SP No.3 joint 6 and 676 Ib uplift at joint 2. BRACING 8) "NAILED"indicates 3-1 Od(0.148'x3")or 3-12d TOP CHORD Structural wood sheathing directly applied or (0.148'x3.25')toe-nails per NDS guidlines. 2-11-11 oc purlins. 9) Hanger(s)or other connection device(s)shall be BOT CHORD Rigid ceiling directly applied or 5-7-11 oc provided sufficient to support concentrated load(s)172 bracing. Ib down and 250 Ib up at 6-0-0 on top chord,and 219 Ib REACTIONS (Ib/size) 2=1472/0-3-8,6=1514/Mechanical down and 125 Ib up at 6-0-0 on bottom chord. The Max Horiz 2=72 8) design/selection of such connection device(s)is the responsibility of others. Max Uplift 2=-676(LC 8),6=715(LC 9) 10)In the LOAD CASE(S)section,loads applied to the face FORCES (lb)-Maximum Compression/Maximum of the truss are noted as front(F)or back(B). Tension LOAD CASE(S) Standard TOP CHORD 1-2=0/65,2-3=-2471/1254,3-17=-2493/1330, 1) Dead+Roof Live(balanced):Lumber Increase=1.25, 4-17=-2493/1330,4-18=-2493/1330, Plate Increase=1.25 5-18=-2493/1330,5-6=-2547/1252 Uniform Loads(Iblft) BOT CHORD 2-10=-1099/2126,9-10=-1104/2142, Vert:1-3=70,3-5=70,5-6=70,11-14=-10 9-19=-1104/2142,8-19=-1104/2142, Concentrated Loads(Ib) B-20=-1062/2250,7-20=-1062!2250, Vert:3=-113(B),5=96(B),10=219(B),8=-36(B), 7-21=-1055/2230,21-22=-1055/2230, 6-22=-1055!2230 4=-96(B),7=-36(B),17=-96(B),18=96(B),19=-36 WEBS 3-10=-109/399,3-8=-2951524,4-8=-4971365, (B),20=36(B),21=201(B),22=-201(B) 5-8=-298/422,5-7=148/422 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-10;VuR=130mph(3-second gust) Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=281t, Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 Thomas A Albani PE No.39380 on the bottom chord in all areas where a rectangle MiTek USA,Inc.FL Con 8834 3-06-00 tall by 2-00-00 wide will fit between the bottom 6904 Parke East Stvd.Tampa FL 33610 chord and any other members. Date: December 26,2018 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the , fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Qu&W Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 t Job Truss Truss Type Qty Ply T15893770 1617704 T07 Hip 1 1 Job Reference(optional) Builders FirstSource,Jacksonville.pL-32244 Run:8.24 E Dec 6 2018 Print 8.240 E Dec 6 2018 MiTek Industries,Inc.Wed Dec 2613:55:07 Pop:1 ID:pKbMOJ6aKFvw6yvuYVreHTy6pl7-Ap5iyuHo4zCU706x2f LXJogDnoO4VHrPLss9Py549Y -2-0-0 8-0-0 11-8-9 1 19-8-8 _ r 2 0 0 8-0-0 3-8-9 7-11-15 4x8= 4x6■ 3 4 12 6� A 2 5 TE 1 8 7 6 4x4= 2x4 II 3x4- 3x4= 3x6■ 1 8-1-12 1 11-6-13 1 19-8-8 8-1-12 3 5-1 T 8-1-11 Scale=1:45.2 Plate Offsets(X,Y): [3:0-5-4,0-2-0],[4:0-3-12,0.2-0j,[5:0-2-8,0.1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Ildeft Ld PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.15 6-11 >999 240 MT20 244,/190 TCDL 10.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.26 6-11 >924 180 BCLL 0.0` Rep Stress Incr YES WB 0.08 Horz(CT) 0.02 5 n/a We BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight.84 Ib FT=20% LUMBER 7) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP M 31'Except*3-4:2x4 SP No.2 bearing plate capable of withstanding 170 lb uplift at BOT CHORD 2x4 SP No.2 joint 5 and 218 Ib uplift at joint 2. WEBS 2x4 SP No.3 LOAD CASE(S) Standard BRACING TOP CHORD Structural wood sheathing directly applied or 5-6-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-7-10 oc bracing. REACTIONS (Ib/size) 2=940/0-3-8,5=781/Mechanical Max Horiz 2=85(LC 12) Max Uplift 2=-218(LC 12),5=170(LC 13) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/65,2-3=1192/612,3-4=-979/654, 4-5=-1206/623 BOT CHORD 2-8=-404/959,7-8=-403/962,6-7=-403/962, 5-6=417/976 WEBS 3-8 /178,3-6=156/191,4-6=17/181 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=28ft; Cat.Il;Exp C;End.,GCpi=0.18;MWFRS(envelope) and C-C Exterior(2)zone;C-C for members and forces &MWFRS for reactions shown;Lumber 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. Thomas A.Albani PE No.39380 6) Refer to girder(s)for truss to truss connections. MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: December 26,2018 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSkTPIf Quality Criteria,DSS49 and SCSI Building Component 6904 Parke East Blvd. Safety Informadorr available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 •-_-----------------------------------------------_---------------_-------__--------------_--__-----------------------------------------------_---------_..-.-----------------------------------------------------------`----------------------.----------.-----.------------------ r Job Truss Truss Type Qty Ply 1617704 T08 Common 2 1 715893771 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244, Run:8.24 E Dec 6 2018 Print:8.240 E Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 13:55:08 Page:1 ID:iNMIQVMmOiYx7BDwGQXZduy6pHg-eOe59EHQrGLLk9hjcNW 4WLsYBAXpwv_e?bPYsy549X i -2-0-05-2� I 9.10-4 I 14-6-3 19-8-8 I 2-0-� 5-2: 4-7-14 4-7-14 5-2-5 4x4= 4 12 6 x4 a 2x4 o n 3 5 ID ro 2 6 TE 1 7 4x4• 5x8= 4x4= 9-10-4 19-8-8 9-10-4 9-10-4 Scale=1:48.7 Plate Offsets(X,Y): [7:04-0,0-3-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.15 7-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.26 7-10 >925 180 BCLL 0.0` Rep Stress Incr YES WB 0.25 Horz(CT) 0.03 6 n/a n/a BCDL 5.0 Code FBC2017ITP12014 Matrix-MS Weight:88 Ib FT=20% LUMBER LOAD CASE(S) Standard TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-8-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-4-12 oc bracing. REACTIONS (Ib/size) 2=940/0-3-8,6=781/Mechanical Max Horiz 2=98(LC 12) Max Uplift 2=-229(LC 12),6=181(LC 13) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/65,2-3=-1348/763,3-4=-977/579, 4-5=-980/580,5-6=1356/780 BOT CHORD 2-7=-593/1150,6-7=-617/1180 WEBS 4-7=-287/499,5-7=-443/375,3-7=410/348 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-10;Vutt=130mph(3-second gust) Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=28ft, Cat.Il;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) and C-C Exterior(2)zone;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3) 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 3-06-00 tall by 2-00-00 wide will frt 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 Thomas A-Aibani PE No.39360 bearing plate Capable of withstanding 181 Ib uplift at Mi rok USA,Inc.FL Can 6634 joint 6 and 229 Ib uplift at joint 2. 6904 Parke East Blivd.Tampa FL 33610 Date: December 26,2018 ,&WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII--7473 rev.1010712015 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 fabnwtion,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/LFII Quality Crtfeda,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,PJexandna,VA 22314. Tampa,FL 36610 -- -----_._._____-_-_—..............................................................._...-...............--------------------------------------..---------------------------------------------------------------------------------------------------------------------- Job Truss Truss Type Qty Ply 1617704 T09 Hip Girder 1 1 715693772 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244, Run:8.24 E Dec 6 2018 Print:8.240 E Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 13:55:08 Page:1 ID:TANIg2fRVNiOd1QjEAUQBAy6pHH-eOe59EHQrGLLk9hjcNW 4WLg4B9Qpxs_e?bPYsy549X -2-0-0 1 7-0-0 9-4-9 16-2-12 1 2-0-0 I 7-0-0 2 4-9 6-10-3 l NAILED Special NAILED 4x8= 4x6= 3 15 4 12 6� M uo 0 m c� v 2 5 u: O 1 8 7 6 16 17 3x4 o 2x4 II 4x6= 3x4= 3x8= Special NAILED NAILED NAILED NAILED 7-1-12 9-2-131 16-2-12 7-1-12 2-1-1 6-11-15 Scale=1:43.3 Plate Offsets(X,Y): [2:0-2-10,0-1-8],[3:0-5-4,0-2-0],[4:0-3-12,0-2-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.19 6-11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.31 6-11 >630 180 BCLL 0.0' Rep Stress Incr NO WE 0.19 Horz(CT) 0.03 5 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:70 Ib FT=20% LUMBER 8) "NAILED"indicates 3-1 Od(0.148'x3")or 3-12d TOP CHORD 2x4 SP M 31'Except'3-4:2x4 SP No.2 (0.148'x3.25')toe-nails per NDS guidlines. BOT CHORD 2x4 SP No.2`Except*7-5:2x4 SP M 31 9) Hanger(s)or other connection device(s)shall be WEBS 2x4 SP No.3 provided sufficient to support concentrated load(s)250 BRACING Ib down and 298 Ib up at 7-0-0 on top chord,and 287 Ib TOP CHORD Structural wood sheathing directly applied or down and 195 Ib up at 7-0-0 on bottom chord. The 3-11-3 oc purlins. design/selection of such connection device(s)is the BOT CHORD Rigid ceiling directly applied or 5-11-1 oc responsibility of others. bracing. 10)In the LOAD CASE(S)section,loads applied to the face REACTIONS (Ib/size) 2=1352/0-3-8,5=1406/Mechanical of the truss are noted as front(F)or back(B). Max Horiz 2=80(LC 8) LOAD CASE(S) Standard Max Uplift 2=-623(LC 8),5=674(LC 9) 1) Dead+Roof Live(balanced):Lumber Increase=1.25, Plate Increase=1.25 FORCES (lb)-Maximum Compression/Maximum Tension Uniform Loads(Ib/fl) TOP CHORD 1-2=0/65,2-3=-2141/1127,3-15=-1949/1089, Vert:1-3=70,3-4=-70,4-5=70,9-12=-10 4-15=-1949/1089,4-5=-2233/1152 Concentrated Loads(lb) BOT CHORD 2-8=-964/1820,7-8=-968/1827, Vert:3=-192(F),4=129(F),7=47(F),8=287(F), 6-7=-968/1827,6-16=-960/1932, 6=47(F),15=129(F),16=242(F),17=-242(F) 16-17=-960/1932,5-17=-960/1932 WEBS 3-8=-89/325,3-6=119/352,4-6=-216/499 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-10;VuK=130mph(3-second gust) Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf,h=28ft, Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope); Lumber DOL=1.60 plate grip D6L=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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6) Refer to girder(s)for truss to truss connections. Thomas A Albani PE No.39360 7) Provide mechanical connection(by others)of truss to MiTek USA,Inc.FL Cert 6634 bearing plate capable of withstanding 674 Ib uplift at 6904 Parke East Blvd.Tampa FL 33610 Date: joint 5 and 623 Ib uplift at]Dint 2. DaDecember 26,2018 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7477 rev.101032015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must 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[Tek, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyIMormation available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandna,VA 22314. Tampa,FL 36610 ---------------------___------_------------------------------------------------------------------._-----------------__._.---------------------------....___.__________________________---------__-----_._...__---------------------------.-----_---..___.._.._.. Job Truss Truss Type City Ply T15893773 11617704 T10 Common 14 1 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244. Run:8.24 E Dec 6 2018 Print:8.240 E Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 13:55:09 Page:1 ID:?oOeA8Gokl?IdiFK9gN9Aiy6pGV-7CCTNal2r TCMJGvA41DcktiIbZPYOo8tfLy4ly549W 2-0-0 4 4 6 8-2-4 12-0-3 16-2-12 2-0-0 4-4-6 3-9-14 3-9-14 4-2-9 44= 4 12 6 2x4 s 2x4 o n 3 5 v 2 6 0 1 7 0 E 3x4 0 5x8= 3x4= 8-2-4 16-2-12 8-2-4 8-0-8 Scale=1:45.5 Plate offsets(x,Y): [2:0-2-10,0-1-8],[6:0-1-14,0-1-8],(7:0-4-0,0-3-0) Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.08 7-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.12 7-13 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.15 Horz(CT) 0.02 6 n/a n/a BCDL 5.0 Code FBC2017ITP12014 Matrix-MS Weight:73 Ib FT=20% LUMBER LOAD CASE(S) Standard TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 5-6.1 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-4-1 oc bracing. REACTIONS (Ib/size) 2=803/0-3-8,6=640/Mechanical Max Honz 2=88(LC 12) Max Uplift 2=-198(LC 12),6=148(LC 13) FORCES (ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/65,2-3=-1080/625,3-4=-785/477, 4-5=-790/481,5-6=1090/636 BOT CHORD 2-7=-484/918,6-7=500/931 WEBS 4-7=227/384,5-7=339/299,3-7=-324/282 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=28ft; Cat.Il;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) and C-C Exterior(2)zone;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3) 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) Refer to girder(s)for truss to truss connections. Thomas A.Albani PE No.39380 6) Provide mechanical connection(by others)of truss to Ill USA,Inc.FL Cert 6834 bearing plate capable of withstanding 148 Ib uplift at joint 6 and 198 Ib uplift at joint 2. 6604 Parke East Blvd,Tampa FL 33610 Dab: December 26,2018 A wARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS1,TP11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East BIW. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 .---------_-------------------------____------------.-------------------------------------------------------------------------------------------___...._______._.........._._.......__..___.._____..____.___________________........__..__.___---_-_______.._. 1 Job Truss Truss Type Qty Ply T15893774 1617704 T11 Hip Girder 1 1Job Reference(optional) Builders FirstSource,Jacksonville.FL-32244, Run 8.24 E Dec 6 2018 Print.8.240 E Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 13:55:09 Page:1 ID:u6hO88jenQnvAY9eOe33ijy6pFv-7CCTNal2caTCMJGvA41 DcktwNbXHYIiBtfLy4ly549W -2-0-05-0-0 1 10-5-8 I 15-11-0 1 20-11-0 1 22-11-0 1 2-0-0 5-0-0 5-5-8 5-5-8 5-0-0 2-0-0 Special NAILED NAILED NAILED NAILED NAILED Special 4x8= 2x4 11 4x8= 12 3 18 19 4 20 21 5 6F— M O b N rA ci 2 6 1 1122 10 9 23 24 8 7 4x4= 2x411 4x4= 3xB= 2x411 4x4= Special NAILED NAILED NAILED NAILED NAILED Special 1 5-1-12 1 10-5-8 1 15-9-4 120-11-0 1 5-1-12 5-3-12 5-3-12 5-1-12 Scale=1:44.6 Plate Offsets(X,Y): [3:0-5-4,0-2-0],[5:0-5-4,0-2-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Ildefl Ud PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.26 9-11 >981 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.24 9-11 >999 180 BCLL 0.0` Rep Stress Incr NO WB 0.54 Horz(CT) -0.07 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:98 Ib FT=20% LUMBER 5) 'This truss has been designed for a live load of 20.Opsf TOP CHORD 2x4 SP No.2 on the bottom chord in all areas where a rectangle BOT CHORD 2x4 SP No.2 3-06-00 tall by 2-00-00 wide will fit between the bottom WEBS 2x4 SP No.3 chord and any other members. BRACING 6) Provide mechanical connection(by others)of truss to TOP CHORD Structural wood sheathing directly applied or bearing plate capable of withstanding 996 Ib uplift at 2-6-0 oc purlins. joint 2 and 995 Ib uplift at joint 6. BOT CHORD Rigid ceiling directly applied or 4-4-11 oc 7) "NAILED"indicates 3-10d(0.148'x3")or 3-12d bracing. (0.148'x3.25')toe-nails per NDS guidlines. REACTIONS (lb/size) 2=1388/0-3 8,6=1388/0-3-8 8) Hanger(s)or other connection device(s)shall be Max Horiz 2=53 8/ 7) provided sufficient to support concentrated load(s)141 Ib down and 209 Ib up at 5-0-0,and 141 Ib down and Max Uplift 2=-996(LC 5),6=995(LC 4) 209 Ib up at 15-11-0 on top chord,and 106 Ib down and FORCES (Ib)-Maximum Compression/Maximum 184 Ib up at 5-0-0,and 106 Ib down and 184 Ib up at Tension 15-10-4 on bottom chord. The design/selection of such TOP CHORD 1-2=0/65,2-3=-2339/1959,3-18=-2883/2492, connection device(s)is the responsibility of others. 18-19=-2883/2492,4-19=-2883/2492, 9) In the LOAD CASE(S)section,loads applied to the face 4-20=-2883/2492,20-21=-2883/2492, of the truss are noted as front(F)or back(B). 5-21=-2883/2492,5-6=-2338/1958,6-7=0/65 LOAD CASE(S) Standard BOT CHORD 2-11=-1713/2024,11-22=-1727/2034, 1) Dead+Roof Live(balanced):Lumber Increase=1.25, 10-22=-1727/2034,9-10=-1727/2034, Platelncrease=1.25 9-23=1700/2033,23-24=-1700/2033, Uniform Loads(Ib/ft) 8-24=-1700/2033,6-8=-1686/2023 Vert:1-3=70,3 5=70,5-7=70,12-15=-10 WEBS 3.11=245/285,3-9=-828/982,4-9=669/472, Concentrated Loads(Ib) 5-9=-830/983,5-8=244/284 Vert:3=-83(F),5=-83(F),10=24(F),11=106(F), NOTES 9=-24(F),4=63(F),8=-106(F),18=63(F),19=63 1) Unbalanced roof live loads have been considered for (F),20=-63(F),21=63(F),22=24(F),23=-24(F), this design. 24=-24(F) 2) Wind:ASCE 7-10;VuK=130mph(3-second gust) Vasd=101 mph,TCDL=4.2psf;BCDL=3.Opsf;h=28ft; Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(envelope); porch 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. Thomas A.Albani PE No-39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Btvd.Tampa FL 33610 Date: December 26,2018 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and 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 ANSUTPH Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 ....-..__--------------------------------------------------------------------------------------------_------._._—_________________________________________________--_._.-----------------------------_--_______-----_--_-----------------______.______----_----_-------------- Job Truss Truss Type Qty Ply 1617704 T12 Hip 1 1 T15893775 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244.. Run:8.24 E Dec 6 2018 Print:8.240 E Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 1355:10 Page:1 I D:uflsHmSzm s34GmIANng 15uy6pFN-bOm ravJg N ub3_Tg6joYS9xQ4tN3H mH 5J4 Wcky549V 2-0-07-0-0 13-11-0 20-11-0 22-11-0 �2-0-0� 7-0-0 6-11-0 7-0-0 2-0-0 4x8= 4x6= 12 3 4 6 r— c� rn 0 o� A 4 2 5 � 1 9 8 7 6 44= 2x4 II 3x4= 3x4= 4x4= 7-1-12 13-94 20-11-0 7-1-12 6-7-8 7-1-12 Scale=1:44.6 Plate Offsets(X,Y): [3:0-5-8,0-2-4],[4:0-3-8,D-2-4] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.23 7-15 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.50 Vert(CT) 0.19 7-15 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.16 Horz(CT) 0.03 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:92 Ib FT=20% LUMBER 6) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP No.2 bearing plate capable of withstanding 430 Ib uplift at BOT CHORD 2x4 SP No.2 joint 2 and 430 Ib uplift at joint 5. WEBS 2x4 SP No.3 LOAD CASE(S) Standard BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-2-6 oc bracing. REACTIONS (Ib/size) 2=981/0-3-8,5=981/0-3-8 Max Horiz 2=68(LC 11) Max Uplift 2=-430(LC 9),5=-430(LC 8) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/65,2-3=-1350/1708,3-4=-1120/1635, 4-5=-1350/1707,5-6=0/65 BOT CHORD 2-9=-1339/1117,8-9=-1356/1120, 7-8=-1356/1120,5-7=-1357/1117 WEBS 3-9=433/217,3-7=148/148,4-7=425/217 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-10,VuK=130mph(3-second gust) Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=28ft; Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces&MWFRS for 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 3-06-00 tall by 2-00-00 wide will fit between the bottom Thomas A.Albani PE No.39380 chord and any other members. MiTek USA,Inc.FL Cert 66346904 Parke East Blvd.Tampa FL 33610 Date: December 26,2018 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and 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,see ANSI/TPH Quality Cdteds,DSB49 and SCSI Building Component 6904 Parke East Blvd Tampa,Parke Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 36610 __ ------------------------------------------._-________._....._._________..._____-.____________.___._._____________.-------- ---------------------------------------------_______._...............1---------------------_-___---_________-_____--------- i Job Truss Truss Type Qty Ply T15893776 1617704 T13 Hip 1 1 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244, Run.8.24 E Dec 6 2018 Print.8.240 E Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 13:55:10 Page:1 ID-bAYLrCwcBjWJNo4MlbVwjBy6ogX-bOmravJgNub3_Tg6oYS9xa6x?rYHgoH5J4Wcky549V -2-0-0 4-9-4 9-0-0 11-11-0 16-1-12 20-11-0 22-11-0 2-0-0 4-9-4 4-2-12 2-11-0 4-2-12 4-9-4 4x4= 4x8= 4 5 12 6 2x4 2x4 s C? 3 6 n 0 o> e 2 7 1 10 9 8 3x8= 5x12= 3x4= 3x8= 9-1-12 1 11-9-4 20-11-0 9-1-12 2-7-8 9-1-12 Scale=1:47.1 Plate Offsets(X,Y): [2:0-8-0,0-0-14],[5:0-5-4,0-2-0],[7:0-8-0,0-0-14),[10:0-5-12,0-30] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.37 9-16 >685 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.73 Vert(CT) 0.31 9-16 >797 180 BCLL 0.0' Rep Stress Incr YES WB 0.23 Horz(CT) 0.04 7 n/a n/a BCDL 5.0 Code FBC2017ITP12014 Matrix-MS Weight:107 Ib FT=20 LUMBER 6) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP No.2 bearing plate capable of withstanding 395 Ib uplift at BOT CHORD 2x4 SP No.2 joint 2 and 395 Ib uplift at joint 7. WEBS 2x4 SP No.3 LOAD CASE(S) Standard BRACING TOP CHORD Structural wood sheathing directly applied or 4-9-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-2-5 oc bracing. REACTIONS (Ib/size) 2=981/0-3-8,7=981/0-3-8 Max Horiz 2=-82(LC 10) Max Uplift 2=-395(LC 9),7=395(LC 8) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/65,2-3=-1452/1791,3-4=-1119/1552, 4-5=-928/1420,5-6=-1108/1530, 6-7=-1451/1786,7-8=0/65 BOT CHORD 2-10=-1474/1247,9-10=-1108/929, 7-9=1502/1247 WEBS 3-10=361/448,4-10=-543/249, 5-10=123/119,5-9=-559/253,6-9=368/463 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-10;VuK=130mph(3-second gust) Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=281t, Cat.ll;Exp C,Encl.,GCpi=0.18;MWFRS(envelope) and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1.60 3) 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 Thomas A.Albani PE No.39380 on the bottom chord in all areas where a rectangle MITek USA,Inc.FL Cert 6634 3-06-00 tall by 2-00-00 wide will fit between the bottom 6904 Parke East Blvd.Tampa FL 33610 chord and any other members. Date' December 26,2018 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MV-7473 rev.10/03,2015 BEFORE USE. Design valid for use only with Mi rek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and 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)Tpik is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabncation,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Tampa,FL 36610 ....................................................................._--.-......-........-.---_....--..-.-----.-----------.--...............-.......__._._............-_------_...._...---___.----------------------------—-----------------------------------------------_--------' Job Truss Truss Type Qty Ply T15893777 11617704 T14 Half Hip Girder 1 1 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244, Run:8.24 E Dec 6 2018 Prim:8.240 E Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 13:55:10 Page:1 ID:JJXiB2?V2h00Hhgp2CShTsy6pEG-bOmravJgNub3_Tg6joYS9xOC9?_UHs4H5J4Wdry549V -2-0-0 3-0-07-1-4 2-0-0 3-0-0 4-1-4 Special NAILED 12 4x8= 2x4 if 6F- 3 10 4 1n c� 0 0 2 N 5 1 6 11 3x4= 2x4 11 3x4= Special NAILED 3-1-12 7-1-4 3-1-12 3-11-8 Scale=1:35.7 Plate offsets(x,Y): [2:0-0-4,Edge],[3:D-5-0,0-2-0) Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.01 5-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.02 5-6 >999 180 BCLL 0.0' Rep Stress Incr NO WB 0.08 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017ITP12014 Matrix-MP Weight:35 Ib FT=20% LUMBER 8) "NAILED"indicates 3-1Od(0.148'x3")or 3-12d TOP CHORD 2x4 SP No.2 (0.148'x3.25')toe-nails per NDS guidlines. BOT CHORD 2x4 SP No.2 9) Hanger(s)or other connection device(s)shall be WEBS 2x4 SP No.3 provided sufficient to support concentrated load(s)39 Ib BRACING down and 112 Ib up at 3-0-0 on top chord,and 89 Ib up TOP CHORD Structural wood sheathing directly applied or at 3-0-0 on bottom chord. The design/selection of such 6-0-0 oc purlins, except end verticals. connection device(s)is the responsibility of others. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 10)In the LOAD CASE(S)section,loads applied to the face bracing. of the truss are noted as front(F)or back(B). REACTIONS (Ib/size) 2=427/0-3-8,5=241/Mechanical LOAD CASE(S) Standard Max Horiz 2=87(LC 8) 1) Dead+Roof Live(balanced):Lumber Increase=1.25, Max Uplift 2=-188(LC 8),5=159(LC 5) Plate Increase=1.25 FORCES (lb)-Maximum Compression/Maximum U Vertu Loads(I 3-43-4 Tension Vert:1-3=70, =70,5-7=-10 TOP CHORD 1-2=0/65,2-3=-293/226,3-10=0/0,4-10=0/0, Concentrated Loads(Ib) 4-5=-139/69 Vert:6=30(B),11=3(B) BOT CHORD 2-6=-211/218,6-11=-217/218,5-11=217/218 WEBS 3-6=-71/105,3-5=234/233 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=281t; Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope), Lumber DOL=1.60 plate grip D6L=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 3-06-00 tall by 2-00-00 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 188 Ib uplift at Thomas A.Albani PE No.39360 joint 2 and 159 Ib uplift at joint 5. MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: December 26,2018 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev.10/03/2015 BEFORE USE. Design valid for use onty 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,see ANSI/TPIf Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandna.VA 22314. Tampa,FL 36610 a Job Truss rHl$fsHp ype Qty Ply1617704 T15 Girder 2 1 T15893778 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244, Run:8.24 E Dec 6 2018 Print 8.240 E Dec 6 2018 MTek Industries,Inc.Wed Dec 26 13'55 11 Page:1 ID:KoK2CkYirsLB XeMdQivkuy6o05-3bKDoFK18BjwbdPIHV3hi9zGaOG90FFRKzg38By549U -2-0-0I 3-0-0 10-0-0 2-0-0 3-0-0 7-0-0 Special NAILED NAILED NAILED 12 6 4x8= 3x4= 3 10 11 12 4 M M O O r C6 e2 N 1 6 13 14 15 3x4$ 2x4 a 4x4= Special NAILED NAILED NAILED 3-1-12 I 10-0-0 3-1-12 6-10-4 Scale=1:35.7 Plate Offsets(X,Y): [2:0-2-10,0-1-8],[3:0-5-0,0-2-0],[4:Edge,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in floc) I/deft L/d PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.09 5-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.10 5-6 >999 180 BCLL 0.0' Rep Stress Ina NO WB 0.34 Horz(CT) -0.01 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight 47 Ib FT=20% LUMBER 6) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP No.2 bearing plate capable of withstanding 303 Ib uplift at BOT CHORD 2x4 SP No.2 joint 5 and 296 Ib uplift at joint 2. WEBS 2x4 SP No.3 7) "NAILED"indicates 3-1 Od(0.148"x3")or 3-12d BRACING (0.148"x3.25')toe-nails per NDS guidlines. TOP CHORD Structural wood sheathing directly applied or 8) Hanger(s)or other connection device(s)shall be 6-0-0 oc purlins, except end verticals. provided sufficient to support concentrated load(s)13 Ib BOT CHORD Rigid ceiling directly applied or 7-11-15 oc down and 107 Ib up at 3-0-0 on top chord,and 87 Ib up bracing. at 3-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. REACTIONS (Ib/size) 2=531/0-3-0,5=364/0-3-8 9) In the LOAD CASE(S)section,loads applied to the face Max Honz 2=87(LC 8) of the truss are noted as front(F)or back(B). Max Uplift 2=296(LC 5),5=303(LC 5) LOAD CASE(S) Standard FORCES (lb)-Maximum Compression/Maximum 1) Dead+Roof Live(balanced):Lumber Increase=1.25, Tension Plate Increase=1.25 TOP CHORD 1-2=0/65,2-3=-584/527,3-10=126/93, Uniform Loads(lb/ft) 10-11=126/93,11-12=126/93, Vert:1-3=70,3-4=70,5-7=10 4-112=112&93,4-5=246/1137 Concentrated Loads(lb) BOT CHORD 2-6=491/501,6-13=503/499, 13-114=503/499,14-15=503/499, Vert:6=30(B),12=1(B),13=4(B),14=4(B),15=2 5-15=503/499 (B) WEBS 3-6=-148/168,3-5=382/422 NOTES 1) Wind:ASCE 7-10;Vuft=130mph(3-second gust) Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=28ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope); porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2) 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection(by others)of truss to Thomas A.Albani PE No.39380 bearing plate at joint(s)2. Walk USA,Inc.FL Cert 6634 6904 Parke East Blvd,Tampa FL 33610 Date: December 26,2018 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based onty upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and 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,we ANSVTPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36810 Job Truss Truss Type Qty Ply T15893779 1617704 T16 Half Hip 2 1 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244. Run:8.24 E Dec 6 2018 Print:8.240 E Dec 6 2018 Mi-rek Industries,Inc.Wed Dec 26 13:55:11 Page-.1 ID:OfdOgJ WykKSBelg6?S2WDsy6nuO-3bKDoFKIBBjwbdPl HV3hi9zNoOH50HORKzg38By549U -2-0-05-0-0 10-0-0 2-0-0 5-0-0 5-0-0 4X8= 2X4 a 12 6 3 4 (7 M O O r N N Ol Cl) 2 5 1 6 3x4 s 2x4 it 6X8= 5-1-12 10-0-0 5-1-12 4-10-4 Scale=1:39.5 Plate Offsets(X,Y): [2:0-2-10,0-1-8],[3:0-5-0,0-2-0) Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.06 6-9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.26 Vert(CT) 0.05 6-9 >999 180 BCLL 0.0` Rep Stress Incr YES WB 0.23 Horz(CT) -0.01 5 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:48 Ib FT=20 LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-8-8 oc bracing. REACTIONS (Ib/size) 2=554/0-3-0,5=379/0-3-8 Max Horiz 2=124(LC 12) Max Uplift 2=-215(LC 9),5=230(LC 9) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/65,2-3=-509/697,3-4=30/41, 4-5=165/141 BOT CHORD 2-6=-698/392,5-6=719/395 WEBS 3-6=369/167,3-5=413/769 NOTES 1) Wind:ASCE 7-10;VuR=130mph(3-second gust) Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=28ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection(by others)of truss to Thomas A.Albani PE Na.9l3380 bearing plate capable of withstanding 215 Ib uplift at joint 2 and 230 Ib uplift at joint 5. MiTek USA,Inc.FL Cart 6634 LOAD CASE(S) Standard 6904 Parke East Blvd.Tampa FL 33610 Date: December 26,2018 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M{Tek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke Earl Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T15893780 1617704 T17 Half Hip 2 1 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244, Run:8.24 E Dec 62018 Print:8.240 E Dec 62018 MiTek Industries,Inc.Wed Dec 2613:55:12 Page.1 ID:9BBRL2czmT3bXReT8BO W y6nuG-3bKDoFK18BIwbdPIH V 3hi9zIGOD90HfR Kzg38By549U -2-0-0 7-0-010-0-0 1 2-0-0 7-" 3-0-0 4x6= 2x4 a 3 4 12 6� M M O O A l7 tai Q 2 is1-1 5 0 1 6 3x4• 2x4 a 6x8= 7-1-12 1 10-0-0 1 7-1-12 2-10-4 Scale=1:43.3 Plate Offsets(X,Y): [2:0-2-10,0-1-8],[3:0-5-0,0-2-0j Loading (psi) Spacing 2-0-0 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.23 6-9 >520 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.57 Vert(CT) 0.20 6-9 >594 180 BCLL 0.0' Rep Stress Incr YES WB 0.25 Horz(CT) -0.01 5 n/a n/a BCDL 5.0 Code FBC2017lrP12014 Matrix-MS Weight:50 Ib FT=20% LUMBER LOAD CASE(S) Standard TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-6-14 oc bracing. REACTIONS (Ib/size) 2=554/0-3-0,5=379/0-3-8 Max Honz 2=161(LC 12) Max Uplift 2-199(LC 9),5=226(LC 9) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/65,2-3=-409/439,3-4=-7/3,4-5=87/35 BOT CHORD 2-6=502/273,5-6=522/277 WEBS 3-6=-488/211,3-5=-445/845 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=zon, Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces&MWFRS for 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. Thomas A.Albani PE No.39380 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 199 Ib uplift at MiTek USA,Inc.FL Can 6634 joint 2 and 226 Ib uplift at joint 5. 6904 Parke East Blvd.Tampa FL 33610 Date: December 26,2018 ®WARNING-Verity design parameters.and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 rev.10/032015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must 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,see ANSk TPIt Duaery Cri tetla,DS849 and BCSI Building Component e East BW. Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,6934 Parke 36610 Job Truss Truss Type Qty Ply T15893781 1617704 T18 Hip Girder 1 1 Job Reference(optional) Builders FirslSource,Jacksonville,FL-32244, Run'.8.24 E Dec 62018 Print:8.240 E Dec 62018 MiTek Industries,Inc.Wed Dec 26 13:55:12 Page:1 10:312uofCke5PPZPR13Migi1y6pA7-Xnub?bLxvVmDn_Url)xEMVQgoS3lbNaZdZdhdy549T -2-0-0 5-0-0 1 9-10-15 1 14-8-1 1 19-7-0 24-7-0 1 26-7-0 1 I 2-0-0 5-0-0 4-10-15 4-9-3 4-10-15 5-0-0 2-0-0 NAILED Special NAILED NAILED NAILED NAILED NAILED NAILED Special MT20HS4x10 = 2x4 ii 3x10= 4x6= 12 3 20 21 4 22 23 24 5 25 26 6 6� M 0 N N 2 7 1 13 27 28 12 29 30 31 11 32 10 33 9 g 4x4= 2x4 n 4x8= 2x4 n 4x4= 04= MT20HS 3x8 - Special NAILED NAILED NAILED NAILED NAILED NAILED Special NAILED 1 5-1-12 1 5-1-12 0-1 14-8-1 9-5-4 I 52-41--71-20 95 9 4 I Scale=1:50.2 Plate Offsets(X,Y): [3:0-7-0,0-2-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.37 11-12 >798 240 MT20HS 187/143 TCDL 10.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.38 11-12 >774 180 MT20 244/190 BCLL 0.0' Rep Stress Incr NO WB 0.80 Horz(CT) 0.09 7 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:118 Ib FT=20% LUMBER 4) All plates are MT20 plates unless otherwise indicated. TOP CHORD 2x4 SP No.2 5) This truss has been designed for a 10.0 psf bottom BOT CHORD 2x4 SP No.2`Except*10-2:2x4 SP M 31 chord live load nonconcurrent with any other live loads. WEBS 2x4 SP No.3 6) 'This truss has been designed for a live load of 20.Opsf BRACING on the bottom chord in all areas where a rectangle TOP CHORD Structural wood sheathing directly applied or 3-06-00 tall by 2-00-00 wide will fit between the bottom 2-1-4 oc purlins. chord and any other members. BOT CHORD Rigid ceiling directly applied or 3-4-8 oc 7) Provide mechanical connection(by others)of truss to bracing. bearing plate capable of withstanding 1061 Ib uplift at REACTIONS (Ib/size) 2=1622/0-3-8,7=1622/0-3-8 joint 7 and 1061 Ib uplift at joint 2. Max Horiz 2=-53(LC 6) 8) "NAILED"indicates 3-1 Did(0.148'x3")or 3-12d Max Uplift 2=-1061(LC 8),7=1061(LC 9) (0.148'x3.25')toe-nails per NDS guidlines. 9) Hanger(s)or other connection device(s)shall be FORCES (lb)-Maximum Compression/Maximum provided sufficient to support concentrated load(s)141 Tension Ib down and 209 ib up at 5-0-0,and 141 Ib down and TOP CHORD 1-2=0/65,2-3=-2844/2155,3-20=-3733/2926, 209 Ib up at 19-7-0 on top chord,and 106 Ib down and 20-21=-3733/2926,4-21=-3733/2926, 184 Ib up at 5-0-0,and 106 Ib down and 184 Ib up at 4-22=-3733/2926,22-23=-3733/2926, 19-6-4 on bottom chord. The design/selection of such 23-24=-3733/2926,5-24=-3733/2926, connection device(s)is the responsibility of others. 525=-2517/1982,25-26=-2517/1982, 10) In the LOAD CASE(S)section,loads applied to the face 6-26=-2517/1982,6-7=-2841/2153,7-8=0/65 of the truss are noted as front(F)or back(B). BOT CHORD 2-13=-1885/2473,13-27=-1 89512483, LOAD CASE(S) Standard 27-28=-1895/2483,12-28=1895/2483, 1) Dead+Roof Live(balanced):Lumber Increase=1.25, 12-29=-2865/3744,29-30=2865/3744, Plate Increase=1.25 30-31=-2865/3744,11-31=2865/3744, Uniform Loads(lb/ft) 11-32=-286513744,10-32=2865/3744, 10-33=-2865/3744,9-33=-2865/3744, Vert:1-3=70,3-6=70,6-8=70,14-17=-10 7-9=-1856/2470 Concentrated Loads(lb) WEBS 3-13=-183/269,3-12=-1142/1450, Vert:3=-83(B),6=-83(B),13=106(B),9=-106(B), 4-12=-544/383,512=-26/22,511=-145/252, 20=-63(B),21=-63(B),22=63(B),23=-63(B), 59=-1432/1128,6-9=-693/832 24=-63(B),25=-63(B),26=63(B),27=-24(B), 28=-24(B),29=-24(B),30=24(B),31=-24(B), NOTES 32=-24(B),33=-24(B) 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=28n, Thomas A.Albani PE No.39380 Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope), fiTek USA,Inc.FL Cart 6634 Lumber DOL=1.60 plate grip DOL=1.60 6904 Parke East Blvd.Tampa FL 33610 3) Provide adequate drainage to prevent water ponding. Date' December 26,2018 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must vent'the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 end BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 ..............................__.--_______________-___--__--_-................-------..................----.--.-...-.-......._..._------------- -----------------------------_.._..--------------------_-1._..____...___-____-_.............--.----------------_. Job TrussTruss Type Qty Ply T1589378L 1617704 T19 Hip 1 1 Job Reference o Tonal Builders FirstSource,Jacksonville,FL-32244, Run:8.24 E Dec 6 2018 Print:8.240 E Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 13:55:13 Page.1 ID:XZjzHF 10015dLOCOcLRO?ly6p92-Xnub?bLxvVmDn_UrOaxEM VSco WOIiPaZdZdhdy549T 2-0-0 7-0-0 12-3-8 1 17-7-0 24-7-0 1V7-0 I 0 7-0-0 5-3-8 5-3-8 7-0-0 2-0-0 4x6- 3x4- 4x6- 12 3 4 5 6� 4 2 EIZ F 3 8 1 10 9 8 7 4x4- 3x4- 3x4- 3x4- 04 I 7-1-12 I 17-5.4 I 24-7-0 1 7-1-12 10-3-8 7-1-12 Sub=1:50.2 Plate Offsets(X,Y): [3:0-3-4,070],[5:0-3-4,0-2-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.24 B-10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.38 B-10 >771 180 BCLL 0.0' Rep Stress Inti YES WB 0.35 Horz(CT) 0.06 6 n/a We BCDL 5.0 Code FBC2017rrP12014 Matrix-MS Weight:1101b FT 20% LUMBER 6) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP No.2 bearing plate capable of withstanding 235 Ib uplift at BOT CHORD 2x4 SP No.2 joint 2 and 235 Ib uplift at joint 6. WEBS 2x4 SP No.3 LOAD CASE(S) Standard BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-9-1 oc bracing. REACTIONS (Ib/size) 2=1128/0-3-8,6=1128/0-3-8 Max Honz 2=68(LC 11) Max Uplift 2=-235(LC 12),6=235(LC 13) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/65,2-3=16721820,3-4=1413/818, 4-5=1413/817,5-6=1672/820,6-7=0/65 BOT CHORD 2-10=533/1400,9-10=723/1692, 8-9=723/1692,6-8=554/1400 WEBS 3-10=-83/350,4-10=-453/226,4-8=-453/226, 5-8=83/350 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-10;Vu@=130mph(3-second gust) Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=28ft; Cat.Il;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) and C-C Exterior(2)zone;C-C for members and forces 8 MWFRS for reactions shown;Lumber 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 3-06-00 tall by 2-00-00 wide will fit between the bottom Thomas A.Albani PE No.39380 chord and any other members. MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: December 26.2018 &WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/0312015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPIf Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Sa ely information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 ...__._.._.._...-----------------------------------_-------------------------------------------------------------------------------------------------_-----------------------------------.-----------------------------'-----------------------------. _.______-- Job Truss Truss Type Qty Ply T15893783 11617704 T20 Hip 1 1 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244, Run:8.24 E Dec 6 2018 Print:8.240 E Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 13:55:13 Page:1 ID:QtOLFEVrR_uDvs6JgK7wYJy6p8S-7zS_DxLZgpzerxZhPw5Ana2czCviUCTknHJAD3y549S i -2-0-0 I 4-9-4 9-0-0 15-7-0 19-9-12 1 24-7-0 , 26-7-0 J 2 4-9-0 4-2-12 6-7-0 4-2-12 4-9-4 2-0-0 4x6= 4x8= 4 5 12 6 x4 a 2x4 0 M 3 6 0 or 4 2 7 0 1 11 10 9 8 4x4= 3x8= 3x4= 3x4= 4x4- 1 9-1-12 I 15-5-4 I 24-7-0 9-1-12 6-3-8 9-1-12 Scale=1:50.2 Plate Offsets(X,Y): [4:0-3-4,0-2-0],[5:0-5-4,0-2-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.16 9-17 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.25 9-17 >999 180 BCLL 0.0` Rep Stress Incr YES WE 0.17 Horz(CT) 0.05 7 n/a n/a BCDL 5.0 Code FBC2017f7PI2014 Matrix-MS Weight:121 Ib FT=20% LUMBER 6) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP No.2 bearing plate capable of withstanding 252 Ib uplift at BOT CHORD 2x4 SP No.2 joint 2 and 252 Ib uplift at joint 7. WEBS 2x4 SP No.3 LOAD CASE(S) Standard BRACING TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-11-13 oc bracing. REACTIONS (Ib/size) 2=1128/0-3-8,7=1128/0-3-8 Max Horiz 2=82(LC 11) Max Uplift 2=-252(LC 12),7=252(LC 13) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/65,2-3=-1764/953,3-4=-1442/794, 4-5=-1238/770,5-6=-1442/794, 6-7=-1764/952,7-8=0/65 BOT CHORD 2-11=-680/1523,10-11=-452/1237, 9-10=-452/1237,7-9=-713/1523 WEBS 3-11=-331/299,4-11=-88/296,5-11=140/140, 5-9=-95/296,6-9=-331/298 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-10;Vuh=130mph(3-second gust) Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=281t; Cat.Il;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) and C-C Exterior(2)zone;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) 'This truss has been designed for a live load of 20.Opsf Thomas A.Albani PE No.39360 on the bottom chord in all areas where a rectangle MiTsk USA,Inc.FL Cart 6634 3-06-00 tall by 2-00-00 wide will fit between the bottom 69"Parke East Blvd.Tampa FL 33610 chord and any other members. Oats: December 26,2018 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1 010 312 01 5 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Qualify Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd Sarefy information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 715893784 1617704 T21 Hip 1 1 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244, Run:8.24 E Dec 6 2018 Print:8.240 E Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 13:55:13 Page:1 ID:FaQSfw xiGwYi?A?AjrtAly6p7q-?zS_DxLZgpzerxZhPw5Ana2hbCrPU9eknHJAD3y549S -2-0-0 I 5-9-4 I 11-0-0 13-7-0 18-9-12 24-7-0 26-7-0 2-0-0 5-9-4 5-2-12 2-7-0 5-2-12 5-9-4 2-0-0 11 4x8= 4x6- 4 5 12 6 2x4 2x4 s n 3 6 u� 0 or 2 7 1 11 10 9 8 3x6 s 3x4=4x6- 3x8- 3x6 a 11-1-1213-5-4 I 24-7-0 11-1-12 2-3-8 11-1-12 Scale=1:50.9 Plate Offsets(X,Y): [2:0-2-9,0-1-8],[4:0-5-4,0-2-0],[7:0-2-9,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.31 11-14 >938 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.50 11-14 >593 180 BCLL 0.0` Rep Stress Incr YES WB 0.35 Horz(CT) -0.05 2 n/a n/a BCDL 5.0 Code FBC2017ITP12014 Matrix-MS Weight:126 Ib FT=20% LUMBER 6) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP No.2 bearing plate capable of withstanding 265 Ib uplift at BOT CHORD 2x4 SP No.2 joint 2 and 265 Ib uplift at joint 7. WEBS 2x4 SP No.3 LOAD CASE(S) Standard BRACING TOP CHORD Structural wood sheathing directly applied or 4-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-11-10 oc bracing. REACTIONS (Ib/size) 2=1128/0-3-8,7=1128/0-3-8 Max Horiz 7=97(LC 11) Max Uplift 2=-265(LC 12),7=265(LC 13) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 5-6=-1292/736,6-7=-1728/958,7-8=0/65, 4-5=-1076/725,1-2=0/65,2-3=-1728/958, 3-4=1291f736 BOT CHORD 2-11=-707/1487,10-11=347/1075, 9-10=-347/1075,7-9=-683/1487 WEBS 6-9=-472/410,5-9=147/293,4-9=-149/153, 4-11=-157/293,3-11=-073/410 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-10;Vuh=130mph(3-second gust) Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=28ft, Cat.Il;Exp C,Encl.,GCpi=0.18;MWFRS(envelope) and C-C Exterior(2)zone;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) 'This truss has been designed for a live load of 20.Opsf as A.Albani PE No.39380 on the bottom chord in all areas where a rectangle Thomasak Inc.FL Cert 8834 3-06-00 tall by 2-00-00 wide will fit between the bottom 6904 Parke East Blvd.Tampa FL 33610 chord and any other members. Date. December 26,2018 ®WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1I1.7473 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 R [Tek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSLITPI1 Quality Criteria,DS849 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 L...----------------------______________------------------------------------------_.___._______________------------------------------------------_________________._-----------------._........_--------------------------_.___.___-----------------------------------------------_- r Job Truss Truss Type Qty Ply , 1617704 722 Common Job Reference Girder 1 1 715893785 (optional) Builders FirstSource,Jacksonville,FL-32244, Run:8.24 S Dec 6 2018 Print:8.240 S Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 13:55:14 Page:1 I D:hORj5iUnHt?A1 pVnoi22Py6p4b-TAOMOHM BR65VS48tyedPJnbsEc48Dc?tOx2jl Wy549R 2-0-0 4-5-11 4f17A 8-8-0 I 12-8-12 121 0-5 17A:2 2-0-0 4-5-11 0-119 4-0-12 4 0.12 0-119 4-5-11 4x4= 4 4 rn NAILED v 12 3x4 c 3x10�. 3x15* 3x4 r 6 30 Y 4 3x4. 3x4 a N n c? N N 2 0 0 0 1 31 9 8 32 33 7 34 4x8= 3x4= 3x4= 3x4= 4x8= Special NAILED NAILED NAILED Special NAILED 5-11-811-0-8 17A-0 5-11-8 5-5-1 5-11-8 Scale=145.5 Plate offsets(X,Y): [2:0-4-0,0-2-1],[6:0-4-0,0-2-1) Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.13 7-9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.20 7-9 >999 180 BCLL 0.0' Rep Stress Incr NO WB 0.34 Horz(CT) 0.05 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:109 Ib FT=20% LUMBER 6) This truss has been designed for a 10.0 psf bottom TOP CHORD 2x4 SP No.2 chord live load nonconcurrent with any other live loads. BOT CHORD 2x4 SP No.2 7) 'This truss has been designed for a live load of 20.Opsf WEBS 2x4 SP No.3 on the bottom chord in all areas where a rectangle OTHERS 2x4 SP No.3 3-06-00 tall by 2-00-00 wide will fit between the bottom BRACING chord and any other members. TOP CHORD Structural wood sheathing directly applied or 8) Provide mechanical connection(by others)of truss to 3-9-3 oc purlins. bearing plate capable of withstanding 547 Ib uplift at BOT CHORD Rigid ceiling directly applied or 5-11-15 oc joint 6 and 644 Ib uplift at joint 2. bracing. 9) "NAILED"indicates 3-10d(0.148"xW)or 2-12d (0.148'x3.25')toe-nails per NDS guidlines. REACTIONS (Ib/size) 2=1362/0-3-8,6=1185/0-3-8 Max Horiz 2=141(LC 8) 10)Hanger(s)or other connection device(s)shall be Max Uplift 2=-644(LC 8),6=547(LC 9) provided sufficient to support concentrated load(s)215 Ib down and 114 Ib up at 4-0-0,and 215 Ib down and FORCES (lb)-Maximum Compression/Maximum 114 Ib up at 13-3-4 on bottom chord. The design/ Tension selection of such Connection device(s)is the TOP CHORD 1-2=0/69,2-3=-2214/1025,3-4=-2086/1014, responsibility of others. 4-5=-2121/1037,5-30=-2172/1051, 11)In the LOAD CASE(S)section,loads applied to the face 6-30=2253/1044 of the truss are noted as front(F)or back(B). BOT CHORD 2-31=-949/1966,9-31=-949/1966, LOAD CASE(S) Standard 8-9=-589/1386,8-32=-589/1386, 1) Dead+Roof Live(balanced):Lumber Increase=1.25, 32-33=-589/1366,7-33=-589/1386, Plate Increase=1.25 7-34=-889/2012,6-34=-889/2012 Uniform Loads(Ib/ft) WEBS 4-7=-492/894,5-7=276/221,4-9=-457/840, Vert:14=70,4-6=70,22-26=-10 3-9=245/200 Concentrated Loads(lb) NOTES Vert:7=-150(F),9=150(F),31=215(F),32=-150 1) Unbalanced roof live loads have been considered for (F),33=-150(F),34=215(F) this design. 2) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=281t; Cat.Il;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone;Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. Thomas A.Albani PE No.39380 4) All plates are 2x4 MT20 unless otherwise indicated. MiTek USA,Inc.FL Cort 6634 5) Gable studs spaced at 1-4-0 oc. 6904 Parke East Blvd.Tampa FL 33610 Data: December 26,2018 ®WARNING.Verity design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MY-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M[Tek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Tampa,FL 36610 _______----------_--_............____.._____......_______----------_------------------------------------------------------------------_._.__________________.._______.____.__________..__.1.___.------------------------------------------------ _: t Job Truss Truss Type Qty Ply T15893786 1617704 T23 Common 1 1 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244, Run:8.24 E Dec 6 2018 Print:8.240 E Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 13:55:14 Page:1 ID:LFDSIQ2eR7oRtDdVMtdw5y6p3t-TADMQHMBR65VS48fyedPJnbtl cFRDfdtOx2j"549R 2-0-0 4-7 4 8-8-0 12-8-12 17-4-0 2-0-0 4-7-4 4-0-12 4-0-12 4-7-4 4x4• 4 12 6 2x4♦ 2x4 s in 3 5 � a r; N 2 6 0 1 7 3x4 s 5x8• 3x4• I 8-8-0 1 17-4-0 8-8-0 8-8-0 Scale=1:46.4 Plate Offsets(X,Y): [2:0-2-10,0.1-8),[6:0-2-10,0.1-81,[7:04-0,0-3-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.09 7-10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.16 7-10 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.17 Horz(CT) 0.03 6 n/a n/a BCDL 5.0 Code FBC2017ITP12014 Matrix-MS Weight:78 Ib FT=20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 5-1-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-11-15 oc bracing. REACTIONS (Ib/size) 2=847/0-3-8,6=685/0.38 Max Horiz 2=90(LC 16) Max Uplift 2=207(LC 12),6=159(LC 13) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/65,2-3=-1167/659,3-4=852/504, 4-5=855/506,5-6=1180/679 BOT CHORD 2-7=508/993,6-7=535/1028 WEBS 4-7=246/430,5-7=386/327,37=347/295 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-10;Vuft=130mph(3-second gust) Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=28ft; Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) and C-C Exterior(2)zone;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 306-00 tall by 2-00-00 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 159 Ib uplift at Thomas A.Albani PE No.39380 joint 6 and 207 Ib uplift at joint 2. MiTek USA,Inc.FL Cent 6634 LOAD CASE(S) Standard 6944 Parke East Blvd.Tampa FL 33610 Date: December 26.2018 ®WARNING-Verify design parameters and READ NOTES ON TRS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and propedy incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M[Tek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Quality Criteria,DS849 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Streit,Suite 312,Alexandria,VA 22314. Tampa,FL 38610 Job Truss Truss Type Qty Ply 1617704 T24 Common 6 1 T15893787 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244, Run:8.24 E Dec 6 2018 Print:8.240 E Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 13:5515 Page:1 ID:fUgkBWZgmjgngFertg8A1 gy6pl v-TAOMQHMBR65VS48tyedPJnbgecF7DortOx2jl Wy549R -2-0-0 I 6-5-0 I 12-3-8 18-2-0 I 24-7-0 2 0 6-5-0 5-10-8 5-10-8 6-5-0 4x6= 5 12 6--3x6- ¢x4 a 2x4 0 u 3 4 6 yr N � ri 2 7 1 10 9 17 8 Es 3x4s 3x4= 3x4= 3x4= 3x4. 8-4-8 16-2-8 24-7-0 8-4-8 7-10-1 8-4-8 Scale=1:53.3 Plate Offsets(X,Y): [2:0-2-10,0-1-8],[7:0-2-10,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.17 8-10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.23 8-10 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.37 Horz(CT) 0.05 7 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:113 Ib FT=20% LUMBER 5) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP No.2 bearing plate capable of withstanding 226 Ib uplift at BOT CHORD 2x4 SP No.2 joint 7 and 273 Ib uplift at joint 2. WEBS 2x4 SP No.3 LOAD CASE(S) Standard BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-5-11 oc bracing. REACTIONS (Ib/size) 2=1134/0-3-8,7=977/0-3-8 Max Horiz 2=114(LC 16) Max Uplift 2=-273(LC 12),7=226(LC 13) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/65,2-3=-17281955,3-4=-1504/917, 4-5=-1487/939,5-6=-1527/958, 6-7=-1735/975 BOT CHORD 2-10=750/1474,9-10=-375/980, 9-17=-375/980,8-17=-375/980, 7-8=-773/1503 WEBS 5-8=-354/560,6-8=-441/391,5-10=-323/527, 3-10=-423/377 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-10;Vuft=130mph(3-second gust) Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=28ft; Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) and C-C Exterior(2)zone;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) 'This truss has been designed for a live load of 20.Opsf Thomas A Albani PE No.38360 on the bottom chord in all areas where a rectangle USA,Inc.FL Cert 6634 MiTek 3-06-00 tall by 2-00-00 wide will fit between the bottom Iii East Blvd.Tampa FL 33610 chord and any other members,with BCDL=5.Opsf. 6904 Oats: December 26,2018 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown.and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSLITP11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 ..-----......._--_..__.___..._......_..__________-_______..__.__..________—___.___...._._.._.---------__.__._____..______------__________-_______________.-_..___._____________________.____ _______________________-__._....____...._________.: e Job Truss Truss Type Qty Ply T15893788 11617704 T25 Hip Girder 1 1 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244, Run:8.24 E Dec 6 2018 Print.8.240 E Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 13:55:15 Page:1 ID:pmVdtKc6fgl9HpK44182icy6p=xMakddNpCQDM4Ej3WL8es?7vIOVUyvMOFboHHyy5490 2-0-0 1 4-0-0 9-6-15 15-0-1 20-7-0 24-7-0 2-0-0 4-0-0 5-6-15 5-5-3 5-6-15 4-0-0 NAILED 12 4x8= 3x4= 2x411 4x8= 4x6= 6 r— 3 4 5 6 7 N 2 6 1 13 20 12 11 10 9 4x4= 2x49 3x10= 4x6= 2x411 4x4= 3x4= Special NAILED 4-1-12 9-6-15 15-0-1 20-5-4 24-7-0 4-1-12 5-5-3 5-5-3 5-5-3 4-1-12 Scale=1'.47 Plate Offsets(X,Y) [3:0-5-8,0-2-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) -0.26 10-12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.42 10-12 >699 180 BCLL 0.0` Rep Stress Incr NO WB 0.97 Horz(CT) 0.10 8 n/a n/a BCDL 5.0 Code FBC2017(TP12014 Matrix-MS Weight:113 Ib FT=20% LUMBER 6) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP No.2 bearing plate capable of withstanding 273 Ib uplift at BOT CHORD 2x4 SP No.2 joint 8 and 421 Ib uplift at joint 2. WEBS 2x4 SP No.3 7) "NAfLED"indicates 3-10d(0.148'x3")or 2-12d BRACING (0.148'x3.25•)toe-nails per NDS guidlines. TOP CHORD Structural wood sheathing directly applied. 8) Hanger(s)or other connection device(s)shall be BOT CHORD Rigid ceiling directly applied or 6-1-15 oc provided sufficient to support concentrated load(s)215 bracing. Ib down and 114 Ib up at 4-0-0 on bottom chord. The REACTIONS (Ib/size) 2=1425/0.3-8,8=1050/0.3-8 design/selection of such connection device(s)is the Max Horiz 2=58(LC 12) responsibility of others Max Uplift 2=421(LC 5),6=273(LC 4) 9) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). FORCES (lb)-Maximum Compression/Maximum LOAD CASE(S) Standard Tension 1) Dead+Roof Live(balanced):Lumber Increase=1.25, TOP CHORD 1-2=0/65,2-3=-2493/838,3-4=-3383/1082, Plate Increase=1.25 4-5=-3383/1082,5-6=-3383/1082, 6-7=-1820/532,7-8=-2041/562 Uniform Loads(Ib/ft) BOT CHORD 2-13=-740/2171,13-20=-750/2197, Vert:1-3=70,3 7=70,7-8=70,14 17=-10 12-20=750/2197,11-12=-922/3177, Concentrated Loads(lb) 10-11=-922/3177,9-10=-922/3177, Vert:13=-215(B),20=-150(B) 8-9=-468/1779 WEBS 3-13=-149/376,3-12=373/1292, 5-12=-407/168,6-12=-166/262,6-10=0/156, 6-9=-1515/502,7-9=-148/586 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-10;Vuh=130mph(3-second gust) Vasd=101 mph;T6DL=4.2psf;BCDL=3.Opsf;h=28ft; Cat.Il;Exp C;Encl.,GCpi=0.18;MWFRS(envelope), Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 Thomas A Albani PE No.39380 on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom MiTek USA,Inc.FL Can 6634 chord and any other members. 6904 Parke East Blvd.Tampa FL 33610 Dace: December 26,2018 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTeM connectors.This design is based only upon parameters shown,and is for an individual building component,nct � a truss system.Before use,the building designer must verity the applicability of design parameters and propedy incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MfTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,we ANSI/TPH Duality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Tampa,FL 36610 Job Truss Truss Type Qty Ply 1617704 T26 Hip 1 1 T15893789 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244, Run:8.24 E Dec 6 2018 Prim:8.240 E Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 13:55:15 Page.1 ID:WzdgYZx217iK1zvGAC7NIly6ozZ-xMakddNpCQDM4Ej3WL8es?7?tOaMy4zOFboHHyy549Q 1 -2-0-0 1 6-0-0 i 12-3-8 1 18-7-0 1 24-7-0 2-0-0 I 6-0-0 6-3-8 6-3-8 6-0-0 4x8= 2x4 II 4x8= 12 3 4 5 6 r r> O 2 6 101 1 10 9 8 7 4x4= 2x4 it 3x4= 3x8= 2x4 it 4x4= 6-1-12 1 12-3-8 1 18-5-4 24-7-0 6-1-12 6-1-12 6-1-12 6-1-12 Scale=1:47 Plate Offsets(X,Y): [3:0-5-4,0-2-0],[5:0-5-4,D-2-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.12 8-10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.19 8-10 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.29 Horz(CT) 0.05 6 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:111 Ib FT=20% LUMBER 6) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP No.2 bearing plate capable of withstanding 201 Ib uplift at BOT CHORD 2x4 SP No.2 joint 6 and 227 Ib uplift at joint 2. WEBS 2x4 SP No.3 LOAD CASE(S) Standard BRACING TOP CHORD Structural wood sheathing directly applied or 3-5-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-6-14 oc bracing. REACTIONS (Ib/size) 2=1134/0-3-8,6=977/0-3-8 Max Horiz 2=72(LC 16) Max Uplift 2=-227(LC 9),6=201(LC 8) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/65,2-3=-1735/876,3-4=-2040/1133, 4-5=-2040/1133,5-6=-1767/901 BOT CHORD 2-10=-673/1471,9-10=-673/1475, 8-9=-673/1475,7-8=-700/1510, 6-7=-700/1505 WEBS 310=0/197,3-8=335/729,4-8=-500/318, 5-8=-284/710,5-7=3/202 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=zon, Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) and C-C Exterior(2)zone;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle Thomas A.Albani PE No.39360 306-00 tall by 2-00-00 wide will fit between the bottom MITek USA,Inc.FL Cert 6634 chord and any other members. 6904 Parke East Blvd.Tampa FL 33610 Date: December 26,2018 AWARNING-Verity design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE 110IJ473 rev.10103,2015 BEFORE USE. Design valid for use only with Mi rek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and 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{I�{ pi k. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type City Ply T15893790 1617704 T27 Hip 1 1 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244, Run8.24 E Dec 6 2018 Print:8.240 E Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 13:55:16 Page:1 ID:AYtodUHET2LD?OcrMo8AzPy6oz6-PY76rzORzkLCi01F42ftPCgBOPtPhXRAUFXggOy549P -2-0-0 8-0-0 12-3-8 16-7-0 i 24-7-0 2 8-0-0 4-3-8 4-3-8 8-0-0 4x6= 3x4= 4x6= 3 4 5 12 6� v n v 2 6 1 9 8 7 3x8= 3x4= 3x4= 3x4= 3x8= 8-1-12 16-5-4 24-7-0 8-1-12 8-3-8 8-1-12 Scale=1'.47 Plate Offsets(X,Y): [2:0-4-12,0-1-8],[3:0-3-8,0-2-4],[5:0-3-8,0-2-4],[6:0-4-12,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.17 7-12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.28 7-12 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.22 Horz(CT) 0.05 6 n/a n/a BCDL 5.0 Code FBC2017ITP12014 Matrix-MS Weight:107 Ib FT=20% LUMBER 6) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP M 31'Except`3-5:2x4 SP No.2 bearing plate capable of withstanding 198 Ib uplift at BOT CHORD 2x4 SP No.2 joint 6 and 245 Ib uplift at joint 2. WEBS 2x4 SP No.3 LOAD CASE(S) Standard BRACING TOP CHORD Structural wood sheathing directly applied or 4-8-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-5-6 oc bracing. REACTIONS (Ib/size) 2=1134/0-3-8,6=977/0-3-8 Max Horiz 2=85(LC 16) Max Uplift 2=-245(LC 12),6=198(LC 13) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/65,2-3=-1619/818,3-4=-1350/828, 4-5=-1371/844,5-6=-1638/833 BOT CHORD 2-9=-589/1341,8-9=-672/1489, 7-8=-672/1489,6-7=-606/1362 WEBS 3-9=52/309,4-9=331/143,4-7=-314/133, 5-7=-49/305 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-10;Vuft=130mph(3-second gust) Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=28ft; Cat.ll;Exp C.Encl.,GCpi=0.18;MWFRS(envelope) and C-C Exterior(2)zone,C-C for members and forces &MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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 3-06-00 tall by 2-00-00 wide will fit between the bottom Thomas A.Aibani PE No.39380 chord and any other members. li USA,Inc.FL Cort 6634 6904 Parke East Blvd.Tampa fl 33610 Date: December 26,2018 ®WARNING-Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/0312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �' a truss system.Before use,the building designer must verify the applicabildy 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 pemlanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,we ANSVTPH Quality Criteria,DSB-89 and BCSI Building Component - 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 1617704 T28 Hip 1 1 715893791 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244, Run:8.24 E Dec 6 2018 Print:8.240 E Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 13:5516 Page 1 I D:T9KtfhalpONpu6SSmraoxTy6oyk-PY76rzORzkLCiOI F42ttPCgBKPvOhWZAUFXggOy549P 1 -2-0-0 1 5-3-4 I 10-0-0 1 14-7-0 1 19-3-12 1 24-7-0 2-0-0 I 5-3-4 4-8-12 4-7-0 4-8-12 5-3-4 4x6= 4x8= 4 5 12 6 2x4 a 2x4 s M 3 6 M 2 7 1 10 9 8 4x4s 3x8= 3x4= 3x4= 3x8= 10-1-12 14-5-4 24-7-0 10-1-12 4-3-8 10-1-12 Scale=1-.49 Plate Offsets(X,Y): [2:D-3-2,0-2-2],[5:0-5-4,0-2-0],[7:0-8-0,0-D-6] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.24 8-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.39 8-13 >756 180 BCLL 0.0' Rep Stress Incr YES WB 0.27 Horz(CT) 0.05 7 n/a n/a BCDL 5.0 Code FBC2017ITP12014 Matrix-MS Weight:120 Ib FT=20 LUMBER 6) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP No.2 bearing plate capable of withstanding 213 Ib uplift at BOT CHORD 2x4 SP No.2 joint 7 and 260 Ib uplift at joint 2. WEBS 2x4 SP No.3 LOAD CASE(S) Standard BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-5-2 oc bracing. REACTIONS (Ib/size) 2=1134/0-3-8,7=977/0-3-8 Max Horiz 2=99(LC 12) Max Uplift 2=-260(LC 12),7=213(LC 13) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/65,2-3=-1761/977,3-4=-1376/784, 4-5=-1162/763,5-6=-1387/793, 6-7=-177811002 BOT CHORD 2-10=784/1520,9-10=-474/1171, 8-9=474/1171,7-8=-813/1557 WEBS 3-10=-412/360,4-10=-128/296, 5.10=-152/136,5-8=-149/302,6-8=-445/385 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-10,Vutt=130mph(3-second gust) Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=28ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) and C-C Exterior(2)zone;C-C for members and forces &MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) 'This truss has been designed for a live load of 20.Opsf PE No.39380 MiTek USA,Inc.FL on the bottom chord in all areas where a rectangle Thomas A.Albani Cert 8834 3-06-00 tall by 2-00-00 wide will fit between the bottom Welk East Blvd.Tampa FL 33b10 chord and any other members. 6904 Date: December 26,2018 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MrIek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M[Tek, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvtl. Sarety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandna,VA 22314. Tampa,FL 36610 .............__.____....._..._.._...._.______._._____._____________._____________.___.____._____________..._._._.............._._.....____.__.._...._.._.._._..._......_._..""....................---------------------------_------------------------------------------------------------ r Job TrussTruss Type Qty Ply 1617704 T29 Hip 1 1 715893792 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244. Run:8.24 E Dec 6 2018 Print 8.240 E Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 13:55:17 Page:1 I D:XsJpWGNhHhhRoFVSeimHcOy6oxi-ulhU2JO3k1 T3JYtSemA6xODL1pGiOyTJiuHNMgy5490 12-1-15 I -2-0-0 I 6-5-0 12-0-0 -0 18-2-0 24-7.0 2 6-5-0 5-7-0ffif 5-7-0 6-5-0 0-1-15 4x6- 5 x8-5 12 6 r3x6+ 2x4.4 2x4 e 3 4 6 n ri 2 7 1 B1 10 17 9 18 8 3x4+ 3x4- 4x4- 3x4- 3x4. B-4-8 I 16.2-8 I 24-7-0 8-4-8 7-10-1 8.4.8 Scale=1:54.5 Plate Offsets(X,l): [2:0-2-10,D-1-81,[7:0-2-10,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (toe) I/defl L/d PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.16 8-10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 125 BC 0.56 Vert(CT) -0.22 8-10 >999 180 BCLL 0.0` Rep Stress Incr YES WB 0.36 Horz(CT) 0.05 7 n/a n/a BCDL 5.0 Code FBC2017ITPI2014 Matrix-MS Weight:113 lb FT=20% LUMBER 5) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP No.2 bearing plate capable of withstanding 226 Ib uplift at BOT CHORD 2x4 SP No.2 joint 7 and 273 Ib uplift at joint 2. WEBS 2x4 SP No.3 LOAD CASE(S) Standard BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-5-11 oc bracing. REACTIONS (Ib/size) 2=1134/0-3-8,7=977/0-3-8 Max Horiz 2=113(LC 16) Max Uplift 2=273(LC 12),7=226(LC 13) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/65,2-3=-1726/955,3-4=1504/917, 4-5=1485/937,5-6=-1527/956, 6-7=1735/975 BOT CHORD 2-10=749/1472,10.17=383/991, 9-17=383/991,9-18=383/991, 8-18=383/991,7-8=773/1503 WEBS 5-8=346/552,6-8=430/381,5-10=313/516, 3-10=411/366 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=zon, Cat.Il;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) and C-C Exterior(2)zone;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 1 O.O psf bottom chord live load nonconcurrent with any other live loads. 4) 'This truss has been designed for a live load of 20.Opsf Thomas A Albani PE No.38380 on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom MiTek USA,Inc.FL Cert 6634 chord and any other members,with BCDL=5.Opsf. 6804 Parke East Blvd.Tampa FL 33610 Date: December 26,2018 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE M1F7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bradng of trusses and truss systems,see ANSUTPIf Duality Criteria,DSB-89 and BCSI Building Component Ss/ery Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,8904 Parke EAU Blvd. IL 36610U -....-------------------------- -'----------------------------------------------------------------------------------------------------------------------------------------------------------------------------.............'....1......-------...........--.-..-------------.-.---.-------- Job Truss Truss Type QtyPly 1617704 T30 Common 2 1 T15893793 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244, Run:8.24 E Dec 6 2018 Print:8.240 E Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 13:55:17 Page:1 ID.75DzbgyozRkeZdANSndXZWy6owy-ulhU2JO3kl T3JYtSenW6xQDMXpG1QykJiuHNMgy5490 -2-0-0 6-5-0 12-3-8 18-2-0 24-7-0 26-7-0 2-0-0 6-5-0 5-10-8 5-10-8 6-5-0 2-0-0 4x6= 5 12 6 x4 s 2x4 x4 a 4x4 c 3 4 6 7 v> 'o r 2 8 � 1 12 11 19 20 10 g 3x4c 3x4= 3x4= 3x4= 3x4• I B-4-8 16-2-8 24.7-0 8-4-8 7-10-1 8-4-8 Scale=1:53.3 Plate Offsets(X,Y): [2:0-2-10,0-1-8],[4:0-2-0,Edge],[6:0-2-0,Edge],[8:0-2-10,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.16 10-12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.22 10-12 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.34 Horz(CT) 0.05 8 n/a We BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:116 Ib FT=20% LUMBER 5) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP No.2 bearing plate capable of withstanding 272 Ib uplift at BOT CHORD 2x4 SP No.2 joint 2 and 272 Ib uplift at joint 8. WEBS 2x4 SP No.3 LOAD CASE(S) Standard BRACING TOP CHORD Structural wood sheathing directly applied or 4-1-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-0-14 oc bracing. REACTIONS (Ib/size) 2=1128/0-3-8,8=1128/0-3-8 Max Horiz 2=107(LC 11) Max Uplift 2=-272(LC 12),8=272(LC 13) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/65,2-3=-1715/937,3-4=-1491/898, 4-5=-1474/920,5-6=-1474/920, 6-7=-1491/898,7-8=-1715/936,8-9=0/65 BOT CHORD 2-12=-658/1462,11-12=-303/967, 11-19=-303/967,19-20=-303/967, 10-20=-303/967,8-10=-680/1462 WEBS 5-10=-328/527,7-10=4221376, 5-12=-328/527,3-12=422/376 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-10;VuK=130mph(3-second gust) Vasd=101 mph;TCDL=4.2psf,BCDL=3.Opsf;h=28ft, Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) and C-C Exterior(2)zone;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) 'This truss has been designed for a live load of 20.Opsf Thomas A.Aibani PE No.393150 on the bottom chord in all areas where a rectangle MiTek USA,inc.FL Cert 6834 3-06-00 tall by 2-00-00 wide will fit between the bottom Wait East Blvd.Tampa FL 33810 chord and any other members,with BCDL=5.Opsf. Oats: December 26,2018 AWARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.1010312015 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 �t 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[Tek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPfl Quality Criteria,DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 36610 ______------------------—__—---—__---_---------------_-_-------_-____--_-.--------------------------------._-----.---- .-----------............_.._._---------------------1.__--------______________._............. ___-._..- 2 Job Truss Truss Type Qty Ply T15893794 11617704 T31 Half Hip 1 1 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244, Run:8.24 E Dec 6 2018 Print:8.240 E Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 13:55:17 Page:1 ID:JxjUuFE4ISoG7tXLhCbHgJy6ngt-ulhU2JO3kl T3JYtSemA6xODHBpEeQzfJiuHNMgy5490 -2-0-0 7-7-0 1 10-0-0 1 2-0-0 7-7-0 2-5-0 48= 2x4 a 3 4 12 6� e v 2 5 1 6 4x4= 2x4 a 6x8= 7-8-1210-M 7-8-12 Scale=1:44.4 Plate Offsets(X,Y): [2:0-1-8,Edge],[3:0-5-8,0-2-4] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.31 6-9 >387 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.70 Vert(CT) 0.27 6-9 >442 180 BCLL 0.0' Rep Stress Incr YES WE 0.28 Horz(CT) -0.01 2 n/a n/a BCDL 5.0 Code FBC2017frPI2014 Matrix-MS Weight:51 Ib FT=20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 5-10-6 Dc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-5-13 oc bracing. REACTIONS (Ib/size) 2=554/0-3-0,5=379/0-3-8 Max Horiz 2=172(LC 12) Max Uplift 2=-194(LC 9),5=224(LC 9) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/65,2-3=-382/368,3-4=-11/4, 4-5=-34/23 BOT CHORD 2-6=-449/241,5-6=471/246 WEBS 3-6=-572/245,3-5=493/948 NOTES 1) Wind:ASCE 7-10;VuR=130mph(3-second gust) Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=281t, Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces&MWFRS for 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 3-06-00 tall by 2-00-00 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 194 Ib uplift at Thomas A.Albani PE No.39360 joint 2 and 224 Ib uplift at joint 5. MiTek USA,Inc.FL Cert 6634 LOAD CASE(S) Standard 69U Parke East Blvd.Tampa FL 33610 Date: December 26,2018 AWARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?P11 Quality Criteria,DSS-89 and SCSI Building Component 6904 Parke East Blvtl. Sahty Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 ........................_.____________________-_.-________________.....---______-----------__---________________________________________—____________.._.__..___________...___—____ Job Truss Truss Type Qty Ply 1617704 T32 Half Hip 1 1 Job RefeT15893795 rence o tional Builders FirstSource,Jacksonville,FL-32244, Run:8.24 E Dec 6 2018 Print:8.240 E Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 13:55:18 Page.1 I D:ZZSUOnNcrtw6UYJyB5ul01y6not-MxFtGfPhV LbwxiSeBThLUdl VgDtr9QDTxYOxu Hy549 N -2-0.0 4-9-4 9-0-0 10-0- 2-0-0 4.9-4 4-2-12 1 1-0- 4x4 3x4 a 4 5 12 6 3x4 s c� 3 M n 0 0 e e os 2 6 1 a7 3x4= .4. 3x4= 4x4 n 4-9-4I 9-1-12 10-0 -10-4 Scale=1:47.7 Plate offsets(X,Y): [2:0-0-4,0-0-0],[6:Edge,0-3-8) Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.10 7-8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.38 Vert(CT) 0.08 7-8 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.26 Horz(CT) -0.01 6 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:58 Ib FT=20% LUMBER 6) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP No.2 bearing plate capable of withstanding 220 Ib uplift at BOT CHORD 2x4 SP No.2 joint 6 and 184 Ib uplift at joint 2. WEBS 2x4 SP No.3 LOAD CASE(S) Standard BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-6-8 oc bracing. REACTIONS (Ib/size) 2=554/0-3-0,6=379/0-3-8 Max Horiz 2=198(LC 12) Max Uplift 2=-184(LC 9),6=220(LC 9) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/65,2-3=-553/670,3-4=-118/17, 4-5=-31/59,5-6=110/222 BOT CHORD 2-8=-826/440,7-8=826/440,6-7=-59!31 WEBS 3-8=-398/174,3-7=-465/880,4-7=-83/53 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-10;Vuft=130mph(3-second gust) Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=28ft, Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3) 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. Thomas A.Albani PE No.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: December 26,2018 &WARNING.Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 4111.7473 rev.10/0312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ' a truss system.Before use,the building designer must verify the applicability of design parameters and 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,we ANSUTPII Quality Criteria,DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandna,VA 22314. Tampa,FL 36610 ------______---------__-____---_-----------------------------------------------------------------------------____------------------------------.__..-..---------------------.------------------------------1---------------------------------------.-------_._...._.-. Job Truss Truss Type Qty Ply T15893796 1617704 T33G Common Structural Gable 1 1 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244, Run.8.24 S Dec 6 2018 Print 8.240 S Dec 6 2018 MTek Industries,Inc.Wed Dec 26 13:55:18 Page:1 ID:A4Q3OBd9ekuuSHOThkxe8Ky55V7-MxFtGfPhVLbw iSeBThLUdlYDDXL9PpTxYOxuHy549N -2-0-0 1 4-4-6 4-`x-11 8-2-4 1 11-9-1 11'10-3 16-2-12 r 2-0-0 4-4-6 0-114 3-8-10 4-2-9 4x6= 5 W � o 12 3x10 P 3x10 0 v 6� 34 6 7e N o 3x4 0 3x4 a 0 m ti r7 CT (V 2 ul 0 0 0 1 31 11 10 32 33 9 34 35 0 08= 3x4= 3x4= 4x8= 3x4= 3x4 rl Special NAILED NAILED NAILED NAILED NAILED 1 5-7-11 1 10-8-14 1 16-2-12 1 5-7-11 5-1-3 5-5-14 Scale=1.44.6 Plate offsets(x,Y): [2:0-3-12,0-2-1],[8:0-4-0,0-2-1),[9:0-1-8,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.14 9-11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.21 9-11 >900 180 BCLL 0.0' Rep Stress Incr NO WB 0.35 Horz(CT) 0.04 8 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:104 Ib FT=20 LUMBER 6) This truss has been designed for a 10.0 psf bottom TOP CHORD 2x4 SP No.2 chord live load nonconcurrent with any other live loads. BOT CHORD 2x4 SP No.2`Except'10-8:2x4 SP M 31 7) 'This truss has been designed for a live load of 20.Opsf WEBS 2x4 SP No.3 on the bottom chord in all areas where a rectangle OTHERS 2x4 SP No.3 3-06-00 tall by 2-00-00 wide will fit between the bottom BRACING chord and any other members. TOP CHORD Structural wood sheathing directly applied or 8) Refer to girder(s)for truss to truss connections. 3-8-2 oc purlins. 9) Provide mechanical connection(by others)of truss to BOT CHORD Rigid ceiling directly applied or 5-10-9 oc bearing plate capable of withstanding 552 Ib uplift at bracing. joint 8 and 625 Ib uplift at joint 2. REACTIONS (Ib/size) 2=1318/0-3-8,8=1183/Mechanical 10)"NAILED"indicates 3-10d(0.148"xW)or 3-12d Max Horiz 2=137(LC 8) (0.148'x3.25')toe-nails per NDS guidlines. Max Uplift 2=-625(LC 8),8=552(LC 9) 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)215 FORCES (lb)-Maximum Compression/Maximum Ib down and 114 Ib up at 3-10-8,and 150 Ib down and Tension 91 Ib up at 8-0.12 on bottom chord. The design/ TOP CHORD 1-2=0/69,2-3=-2246/1050,3-4=-1958/923, selection of such connection device(s)is the 4-5=-2065/1018,5-6=-2083/1050, responsibility of others. 6-7=-2041/990,7-8=-2272/1088 12)In the LOAD CASE($)section,loads applied to the face BOT CHORD 2-31=-982/2019,11-31=-982/2019, of the truss are noted as front(F)or back(B). 10-11=-581/1355,10-32=-581/1355, LOADCASE(S) Standard 32-33=-581/1355,9-33=-581/1355, 1) Dead+Roof Live(balanced):Lumber Increase=1.25, 9-34=-940/2054,3435=-940/2054, Plate Increase=1.25 8-35=-940/2054 Uniform Loads(Ib/ft) WEBS 5-9=-518/922,7-9=342/255,5-11=-483/892, Vert:1-5=70,5-8=70,23-27=-10 3-11=-305/229 Concentrated Loads(lb) NOTES Vert:10=150(B),31=215(B),32=-299(B), 1) Unbalanced roof live loads have been considered for 33=-150(B),34=150(B),35=-101(B) this design. 2) Wind:ASCE 7-10,Vult=130mph(3-second gust) Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=28ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone;Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face), see Standard Industry Gable End Details as applicable, Thomas A.Alberti PE No.39380 or consult qualified building designer as per ANSI/TPI 1. MiTek USA,Inc.FL Can 6634 4) All plates are 2x4 MT20 unless otherwise indicated. 6904 Parke East Blvd.Tampa FL 33610 5) Gable studs spaced at 1-4-0 oc. Date' December 26,2018 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WrEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSLITP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyIMormsdon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Tampa,FL 36610 7 Job Truss Truss Type QtyPy 1617704 ITGO1 Flat Girder 1 12211 T15893797 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244, Run:8.24 E Dec 6 2016 Print:8.240 E Dec 62018 MTek Industries,Inc.Wed Dec 26 13:5519 Page:1 ID:997M6s21wosStp9NugiKOHy6osz-g7pFT_QKFfjnZsl glBCaOrlfHdufukfc4CmUQjy549M 2-7-6 5-1-1 1 7-6-11 1 10-0-6 12-7-12 1 2-7-6 1 2-5-10 1 2-5-10 1 2-5-10 2-7-6 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 3x4= 8x12= 2x411 3x4= MT20HS7x14 = 3x4= 1 14 2 3 15 4 16 5 17 6 0 0 N 11 10 18 9 19 8 2 7x10= 2x4 II 4x12= 5x8= 2x4 1t 8x10= HTU26 HTU26 HTU26 HTU26 12-2-4 0�5-1 2-7-6 1 5-1-1 1 7-6-11 1 10-0-6 i 13-7112 015- 2-1-14 1 2-5-10 1 2-5-10 1 2-5-10 0-5- 2-1-14 Scale=1:34 Plate Offsets(X,Y): [5:0-4-4,0-3-4],[7:0-5.0,0-4-4],[9:0-3-8,0-2-8],[10:0-5-12,0-1-12] Loading (psf) Spacing 1-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL(roof) 40.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) -0.15 9-10 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.79 Vert(CT) -0.22 9-10 >650 240 MT20HS 187/143 BCLL 0.0' Rep Stress Incr NO WB 0.89 Horz(CT) 0.05 7 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Wind(LL) 0.04 9-10 >999 240 Weight:169 Ib FT=20% LUMBER 2) All loads are considered equally applied to all plies, 1) Dead+Roof Live(balanced):Lumber Increase=1.00, TOP CHORD 2x4 SP M 31 except if noted as front(F)or back(B)face in the LOAD Plate Increase=1.00 BOT CHORD 2x6 SP M 26 CASE(S)section.Ply to ply connections have been Uniform Loads(lb/ft) WEBS 2x4 SP No.2*Except*2-11,3-10,4-9,5-8:2x4 provided to distribute only loads noted as(F)or(B), Vert:1-6=995,7-12=5 SP No.3 unless otherwise indicated. Concentrated Loads(lb) OTHERS 2x6 SP No.2 3) 2x6 SP No.2 bearing block 12"long at P.12 attached to Vert:1=0,2=95,3=95,8=-776(F),14=92,15=95, BRACING each face with 3 rows of 1 Od(0.131'x3")nails spaced 16=95,17=95,18=-1509(F),19=776(F),20=-777 TOP CHORD Structural wood sheathing directly applied or 3"o.c.12 Total fasteners per block.Bearing is assumed (F) 3-6-10 oc purlins. to be SP No.2. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 4) Wind:ASCE 7-10;Vult=130mph(3-second gust) bracing. Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=28ft; RCat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope); REACTIONS (Ib/size) 7=8433/0-5 8,12=7028/(0 3 7+ Lumber DOL=1.60 plate grip DOL=1.60 bearing block),(req.0-4-2) 5) Provide adequate drainage to prevent water ponding. FORCES (lb)-Maximum Compression/Maximum 6) All plates are MT20 plates unless otherwise indicated. Tension 7) This truss has been designed for a 10.0 psf bottom TOP CHORD 12-13=-1066/0,1-13=-1066/0,1-14=-459/0, chord live load nonconcunent with any other live loads. 2-14=-459/0,2-3=13972/0,3-15=-13972/0, 8) •This truss has been designed for a live load of 20.Opsf 4-15=-13972/0,4-16=-14682/0, on the bottom chord in all areas where a rectangle 5-16=-14682/0,5-17=-553/0,6-17=553/0, 3-06-00 tall by 2-00-00 wide will fit between the bottom 6-7=-1150/0 chord and any other members. BOT CHORD 11-12=0/8704,10-11=0/8704, 9) Bearing atjoint(s)12,7 considers parallel to grain value 10-18=0/14682,9-18=0/14682,9-19=0/9649, using ANSI/TPI 1 angle to grain formula. Building 8-19=0/9649,8-20=0/9649,7-20=0/9649 designer should verify capacity of bearing surface. WEBS 5.7=-11002/0,2-11=281/0,2-12=-9973/0, 10)Use Simpson Strong-Tie HTU26(20-10d Girder, 2-10=0/6306,3-10=-2248/0,4-10=850/35, 11-10dx1 1/2 Truss,Single Ply Girder)or equivalent 4-9=-1980/0,5-9=0/6025,5-8=-329/534 spaced at 2-0-0 oc max.starting at 6-0-12 from the left NOTES end to 12-0-12 to connect truss(es)to front face of 1) 2-ply truss to be connected together with 10d bottom chord. (0.131'0")nails as follows: 11)Fill all nail holes where hanger is in contact with lumber. Top chords connected as follows:2x4-1 row at 0-6-0 12)Hanger(s)or other connection device(s)shall be oc. provided sufficient to support concentrated load(s)49 Ib Bottom chords connected as follows:2x6-2 rows down and 92 Ib up at 0-9-12,47 Ib down and 95 Ib up at staggered at 0-6-0 oc. 2-9-12,47 Ib down and 95 Ib up at 4-9-12,47 Ib down Web connected as follows:2x4-1 row at 0-9-0 oc. and 95 Ib up at 6-9-12,and 47 Ib down and 95 Ib up at 8-9-12,and 47 Ib down and 95 Ib up at 10-9.12 on top Thomas A.Albani PE No.39380 chord. The design/selection of such connection device MiTsk USA,Inc.FL Can 6634 (s)is the responsibility of others. 6904 Parke East Blvd.Tampa FL 33610 LOAD CASE(S) Standard Date. December 26,2018 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M147473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �� a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M)Tek, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?PI1 QuaW Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Nexandria,VA 22314. Tampa,FL 36610 ________.__------------------------------------------------------------------------------------------------------------------------------------------------------------------------------_.._-----------t----------------------------------------------------------- e Job Truss FF111srGirder Type Qty Ply 1617704 TG02 1 '3 715893798 Job Reference(optional) Builders FirstSource,Jacksonville,FL-32244, Run:8.24 E Dec 6 2018 Print:8.240 E Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 13:55:19 Page.1 ID:Ohy9QBXObmfwkPel7xNRWYy59bK-g7pFT_QKFfjnZsl glBCaOrld2dvjuoSeACmUQjy549M THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. f� I268 6x8= 4x4= 3x4= 3x4= 3x4= 5x6= 3x4= 3x4= 3x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 al eT 28 18 �� 1 27 26 25 24 23 22 21 20 19 3x10= MT20HS 7x14 = 3x4= 3x8= 3x 10= 3x8= 3x8= 3x8= Special 24-7-0 Y4-7-0 1 Scale=1:43.8 Plate offsets(X,Y): [11:x3-0,0-3-0],(24:0-7-0,0-3-4] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Udefl Ltd PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.81 Vert(LL) -0.55 2324 >530 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.72 Vert(CT) -0.75 2324 >387 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.58 Horz(CT) -0.03 18 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:374 Ib FT=11% LUMBER 1) 3-ply truss to be connected together with 1O TOP CHORD 2x4 SP No.2 (0.131'x3")nails as follows: BOT CHORD 2x4 SP M 31`Except'24-28:2x6 SP M 26 Top chords connected as follows:2x4-1 row at 0-9-0 WEBS 2x4 SP No.3 oc. BRACING Bottom chords connected as follows:2x6-2 rows TOP CHORD Structural wood sheathing directly applied or staggered at 0-5-0 oc,2x4-1 row at 0-9-0 oc. 4-9-13 oc purlins, except end verticals. Web connected as follows:2x4-1 row at 0-9-0 oc. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 2) All loads are considered equally applied to all plies, bracing. except if noted as front(F)or back(B)face in the LOAD REACTIONS (Ib/size) 1=2364/0-38,18=1763/0 38 CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B), FORCES (lb)-Maximum Compression/Maximum unless otherwise indicated. Tension 3) Unbalanced floor live loads have been considered for TOP CHORD 1-28=0/254,17-18=-1672/0,1-2=-3313/0. this design. 2-3=-3313/0,3-4=8918/0,4-5=-8918/0, 4) All plates are MT20 plates unless otherwise indicated. 5-6=-13222/0,6-7=13222/0,7-8=-13014/0, 5) All plates are 2x4 MT20 unless otherwise indicated. 8-9=-12982/0,9-10=-12003/0, 6) Bearing at joint(s)1 considers parallel to grain value 10-11=-12003/0,11-12=9041/0, using ANSI/TPI 1 angle to grain formula. Building 12-13=-9041/0,1314=-6188/0, designer should verify Capacity of bearing surface. 14-15=-6188/0,15-16=-2381/0, 7) Required 2x6 strongbacks,on edge,spaced at 10-00-00 16-17=-2381/0 oc and fastened to each truss with 31 Od(0.131"X 3") BOT CHORD 27-28=0/197,26-27=0/6362,25-26=0/11437, nails. Strongbacks to be attached to walls at their outer 24-25=0/13446,2324=0/12003, ends or restrained by other means. 22-23=0/12003,21-22=0/10324, 8) Gap between inside of top chord bearing and first 20-21=0/7761,19-20=0/4424,18-19=0/106 diagonal or vertical web shall not exceed 0.500in. WEBS 17-19=0/2746,1-27=0/3670,16-19=84/21, 9) Hanger(s)or other connection device(s)shall be 2-27=-2/87,15-19=2550/0,327=-3697/0, 15-20=0/2200,326=0/3101,14-20=64/29, Provided sufficient to support concentrated load(s)1454 4-26=0/181,1320=-1964/0,5-26=3055/0, Ib down at 7-4-12 on bottom chord. The design/ selection of such connection device(s)is the 13-21=0/1597,5-25=0/2166,12-21=121/0, 6-25=0/336,11-21=-1637/0,7-25=-274/0, responsibil ty of others. 11-22=0/2486,7-24=-682/0,10-22=-835/0, LOAD CASE(S) Standard 8-24=-346/0,9-24=0/1823,0-23=714/0 1) Dead+Floor Live(balanced):Lumber Increase=1.00, Plate Increase=1.00 NOTES Uniform Loads(Ib/ft) Vert:18-28=10,1-17=-100 Concentrated Loads(lb) Thomas A.Albani PE No.36360 MiTek USA,Inc.FL Cort 6634 Vert:25=-1454(B) 6904 Parke East Btvd.Tampa FL 33610 Date: December 26,2018 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111111.7473 rev.10/0312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSUTP11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 _._................__.............___..___-__..___-__-.___-___________.____------._...._....._.._......._.._.-----_._.._---_---_...._.___________________________________________-__.....---------------_------_----------------------- Job Truss Truss Type Qty �;y 1617704 TG04 Floor Girder 1 Job Reference(optional) 715893799 Builders FirstSource,Jacksonville,FL-32244, Run:8.24 S Dec 6 2018 Print:8.240 S Dec 6 2018 MiTek Industries,Inc.Wed Dec 26 13:55:20 Page:1 ID:xytSYvZKmZh7KRf4KQNiQFy58zG-IKNdhKRyOymA?blJujpZ2rp41C8dDOmOsV2z9y549L 2-6-0 3x4= 3x10= 3x8= 3x6= 2x4 II 3x4= 3x8= 3x10= 2x4 it 2x4 a 2x4 it 2x4 it 2x4 it 1 2 3 4 5 6 7 8 9 10 11 12 13 0 0 0 v v v 22 14 21 20 19 18 17 16 15 2x4 II 5x8= 3x4= 2x4 II 5x12= 3x4= MT20HS 6x12 = 5x12= 5x8= 17-4-0 17-4-0 Scale=1:32.7 Loading (psf) Spacing 1-0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.73 Vert(LL) -0.20 18-19 >999 360 MT20HS 187/143 TCDL 10.0 Lumber DOL 1.D0 BC 0.90 Vert(CT) -0.52 18-19 >395 240 MT20 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.73 Horz(CT) 0.09 14 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:164 Ib FT=11% LUMBER 2) All loads are considered equally applied to all plies, TOP CHORD 2x4 SP No.2'Except'5-13:2x4 SP M 31 except if noted as front(F)or back(B)face in the LOAD BOT CHORD 2x4 SP M 31 CASE(S)section.Ply to ply connections have been WEBS 2x4 SP No.3*Except*1513,21-1:2x4 SP provided to distribute only loads noted as(F)or(B), No.2 unless otherwise indicated. BRACING 3) Unbalanced floor live loads have been considered for TOP CHORD Structural wood sheathing directly applied or this design. 3-0-7 oc purlins, except end verticals. 4) All plates are MT20 plates unless otherwise indicated. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 5) All plates are 2x4 MT20 unless otherwise indicated. bracing. 6) The Fabrication Tolerance at joint 17=11%,joint 5= REACTIONS (Ib/size) 14=3281/0-3-8,22=3281/0-3-8 11% 7) Recommend 2x6 strongbacks,on edge,spaced at FORCES (lb)-Maximum Compression/Maximum 10-00-00 oc and fastened to each truss with 3-10d Tension (0.131"X 3")nails. Strong backs to be attached to walls TOP CHORD 1-22=-3131/0,13-14=-3140/0,1-2=-4272/0, at their outer ends or restrained by other means. 2-3=-4272/0,3-4=9925/0,4-5=-9925/0, LOAD CASE(S) Standard 56=-9925/0,6-7=12881/0,7-8=-12881/0, 1) Dead+Floor Live(balanced):Lumber Increase=1.00, 8-9=-12881/0,9-10=-9950/0,10-11=-9950/0, Plate Increase=1.00 11-12=-4285/0,12-13=-4285/0 Uniform Loads(lb/ft) BOT CHORD 21-22=0/196,20-21=0/7511,19-20=0/11698, Vert:1422=5,1-13=380 18-19=0/12881,17-18=0/11691, 16-17=0/11691,1516=0/7491,14-15=0/200 WEBS 13-15=0/4929,1-21=0/4919,12-15=485/0, 2-21=-458/0,11-15=-4000/0,3-21=-4042/0, 11-16=0/3069,3-20=0/3012,10-16=-514/0, 4-20=-472/0,9-16=2172/0,6-20=-2213/0, 9-18=0/1637,6-19=0/1628,8-18=-946/0, 7-19=-924/0 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 0-6-0 oc. Bottom chords connected as follows:2x4-1 row at D-9-0 oc. Web connected as follows:2x4-1 row at 0-9-0 oc. Thomas A.Albani PE No.39360 MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd,Tampa FL 33610 Date: December 26,2018 ®WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building tlesign. 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 ANSYMI Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 ...._.._--------------------------------------------------------------------------------------------------------------------------------------------______________________________________________.________________________ ______------------------------------_-.--------------------" -- Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 10. 1 / Center plate on joint unless x,y 6-4-8 3 •• dimensions shown in ft-in-sixteenths Failure t0 FOIIOW Could Cause Property 4 offsets are indicated. (Drawings not to scale) Damage Or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates t0 both Sides Of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. c1-2 C2-3 2. Truss bracing must be designed by an engineer.For 0' 16 wide truss spacing,individual lateral braces themselves 0 WEBS v 4 may require bracing,or alternative Tor Q bracing should be considered. O ��� 2 O 3. Never exceed the design loading shown and never dU stack materials on inadequately braced trusses. d 4. Provide copies of this truss design to the building For 4 x 2 Orientation,locate OF c7-e c6-7 C5-6 O� designer,erection supervisor,property owner an plates 0- 'Il 'from outside BOTTOM CHORDS all other interested parties. edge Of truss. 8 7 6 5 ! 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This Symbol Indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connectorlates. THE LEFT. P 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSIlTPI 1. "Plate location details available in MiTek 20/20 NUMBERSILETTERS. SOftWar@ Or Upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension IS the plate 10.Camber is a non-structural consideration and is the 4 X 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel 20 SIOtS. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or pudins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 1a.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates IOCatIOn Where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. gl: 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. MiTek Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 f l yW1 MITG � MiTek USA, Inc. 6904 Parke East Blvd. Tampa,FL 33610-4115 May 25, 2018 TO WHOM IT MAY CONCERN: RE: MiTek 20/20 drawings showing continuous lateral bracing or "T" bracing on interior webs and chords. Truss design drawings designed using MiTek 20/20 software show the bracing to be located on a side of the member needing to be braced. The actual side of the member where the brace is to be located does not change the design. If the brace cannot physically be placed on the side of the member as the drawings show, then place the brace on the member at the same location except attach it to the opposite edge. If we can be of any further assistance in this matter, please feel free to contact our office. Sincerely, Michael Magid, PE AUGUST 1, 2016 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY MII-T-BRACE 2 �O ® MiTek USA,Inc. Page 1 of 1 Note:T-Bracing/I-Bracing to be used when continuous lateral bracing 0 0� is impractical.T-Brace/I-Brace must cover 90%of web length. Note:This detail NOT to be used to convert T-Brace/I-Brace MiTek USA,Inc. webs to continuous lateral braced webs. o �O Brace Size A Mrrs`"r"""0 for One-Ply Truss Nailing Pattern T-Brace size Nail Size Nail Spacing Specified Continuous Rows of Lateral Bracing 2x4 or 2x6 or 2x8 10d(0.131"X 3") 6"ox Web Size 1 2 Note: Nail along entire length of T-Brace/I-Brace 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace (On Two-Ply's Nail to Both Plies) 2x6 2x6 T-Brace 2x6 I-Brace 2x8 2x8 T-Brace 2x81-Brace Nails Brace Size for Two-Ply Truss k Specified Continuous } Rows of Lateral Bracing —, SPACING Web Size 1 2 k 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace WEB Jr 2x6 2x6 T-Brace 2x6 I-Brace 2x8 2x8 T-Brace 2x81-Brace k T-Brace/I-Brace must be same species T-BRACE and grade(or better)as web member. Attq<��`f' Nails Section Detail ��` ••�', E NS� •'Z� L� No 39380 T-Brace = ,� Web t� T E NailsfONAtE ���` fit it Web I-B race Thomas A.Albani PE No.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: Nails February 12,2018 AUGUST 1, 2016 WEB BRACING RECOMMENDATIONS MLI-WEBBRACE O= ® MiTek USA,Inc. Page 1 of 1 uF-\/7[U MAXIMUM TRUSS WEB FORCE(Ibs.)(See note 7) a oo BRACE a 00 BAY SIZE 24"O.C. 48"O.C. 72"O.C. BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE MiTek USA,Inc. A B C D A B C D C D 10'-0" 1610 1886 1886 2829 A Mnak Amliata 12'-0" 1342 1572 1572 2358 - 3143 3143 4715 4715 7074 14'-0" 1150 1347 1347 2021 16'-0" 1006 1179 1179 17682358 2358 3536 18'-0" 894 1048 1048 1572 3143 4715 20'-0" 805 943 943 1414 1886 1886 2829 `Bay size snall be measured in between the centers of pairs of diagonals. GENERALNOTES TYPE BRACING MATERIALS 1.DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM.THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. 1 X 4 IND.45 SP 2.THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2%OF THE WEB FORCE A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER,AS THE LATERAL BRACE MATERIAL,AND SHALL BE INSTALLED N SUCH A MANNER THAT R INTERSECTS WEB MEMBERS 1 X 4#2 SRB(DF,HF,SPF) AT APPROX.45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2.9d (0.131.4.5")FOR 1.4 BRACES,2-10d(0.131'.3')FOR 2x3 and 2x4 BRACES,AND 3-10d(0.131")G')FOR 2x6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2.9d(0.131")(2.5")NAILS FOR 1x4 LATERAL BRACES, 2-104(0.131')1")NAILS FOR 2X1 and 2x4 LATERAL BRACES,AND 3.10d(0.131"X1")FOR 2X5 LATERAL BRACES. B 2 X 3#3,STD,CONST(SPF,DF,HF,OR SP) 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING,CONSULT C 2 X 4#3,STD,CONST(SPF,DF,HF,OR SP) DS&e9 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND SCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING,INSTALLING 8 BRACING OF METAL PLATE CONNECTED WOOD TRUSSES,JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. www.sbcindustry.cam and www.tpinst.org D 2 X 6#3 OR BETTER(SPF,DF,HF,OR SP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. 8, TABULATED VALUES ARE BASED ON A DOL=1.15 FOR STABILIZERS: FORA SPACING OF 24"O.C.ONLY,MITEK"STABIUZER"TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A,B,C AND D BRACING MATERIAL DIAGONAL BRACING FOR STABIUZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE.WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS,STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING.SEE"STABILIZER" TRUSS BRACING INSTALLATION GUIDE AND PRODUCT SPECIFICATION. DIAGONAL BRACE CONTINUOUS LATERAL RESTRAINT 2-1Od NAILS (SEE NOTE 4) ,,SPS At q,,,," e �I 0 ' C'E�N S •�9���i No 39380 • End " �v R TRUSS WEB MEMBERS Thomas A.Albani PE No.39380 This information is provided as a recommendation to assist in the MTek USA,Inc.FL Cert 66M requirement for permanent bracing of the individual truss web 6904 Parke East Blvd.Tampa R.33610 members.Additional bracing may still be required for the stability Dom: of the overall roof system.The method shown here is just one February 12,2018 method that can be used to provide stability against web buckling. AUGUST 1, 2016 SCAB-BRACE DETAIL MII-SCAB-BRACE # =011O MiTek USA,Inc. Page 1 of 1 0 00 Note:Scab-Bracing to be used when continuous lateral bracing at midpoint(or T-Brace) is impractical. MiTek USA,Inc. Scab must cover full length of web+/-6". WMIM "'THIS DETAIL IS NOT APLICABLE WHEN BRACING IS A MR.k AHlllat I REQUIRED AT 1/3 POINTS OR I-BRACE IS SPECIFIED. APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d(0.131"X 3") NAILS SPACED 6"O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES(OR BETTER)AS THE WEB. MAXIMUM WEB AXIAL FORCE =2500 lbs MAXIMUM WEB LENGTH = 12'-0" SCAB BRACE 2x4 MINIMUM WEB SIZE MINIMUM WEB GRADE OF#3 ��. ONS...A. 44 �fi� %% 0 E ' • ��ii No 39380 'O t Nails � Section Detail Scab-Brace Web �i"SJO N A`EC���� Thomas A Albanl PE No.39380 MiTek USA,Inc.FL Cert 6634 Scab-Brace must be same species grade(or better) as web member. 6904 Parke East Blvd.Tampa Ft 33610 Date: February 12,2018 , t AUGUST 1, 2016 STANDARD REPAIR TO REMOVE END MII-REP05 VERTICAL (RIBBON NOTCH VERTICAL) MiTek USA,Inc. Page 1 Of 1 1.THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL o� INTENTION.THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION o� OF THE TRUSS IS UNDAMAGED.THE ENTIRE TRUSS SHALL BE INSPECTED TO n VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED.WHEN THE REQUIRED u REPAIRS ARE PROPERLY APPLIED,THE TRUSS WILL BE CAPABLE OF SUPPORTING MiTek USA, Inc. THE LOADS INDICATED. 2.ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE ENGINEERED BY APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. O 3.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. A Urr kAffil4de 4.LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5.THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 4X_ORIENTATION ONLY. 6.CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. 500#MAXIMUM WALL 500#MAXIMUM WALL LOAD FROM ABOVE LOAD FROM ABOVE TRUSSES BUILT REFER TO INDIVIDUAL WITH 42 MEMBERS TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES DO NOT OVERCUT DO NOT OVERCUT 1 1/2" 1 1/2" 4000#MAXIMUM WALL 4000#MAXIMUM WALL LOAD FROM ABOVE LOAD FROM ABOVE REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND TRUSSES BUILT LUMBER GRADES WITH 4x2 MEMBERS ,,tttt111111lI/rr�I DO NOT OVERCUT ,�� �... A. No 39380 DO NOT OVERCUT • /�'r , , ..—S TA Ems" L. 1 1/2" \ 11/2" 1'4 S�©NAL��•�,• ATTACH 2x4 SQUASH BLOCK(CUT TO FIT TIGHTLY) rr►r►!!lltlllt� TO BOTH SIDES OF THE TRUSS AS SHOWN WITH Thomas A.Aibanl PE No.39380 10d(0.131"X 3") NAILS SPACED 3"O.C. MiTek USA,Inc.FL Con 6634 6904 Parke East Blvd.Tampa FL 33610 Date: February 12,2018 AUGUST 1, 2016 Standard Gable End Detail MII-GE130-D-SP OD ® MiTek USA,Inc. Page 1 of 2 =Ell Typical_x4 L-Brace Nailed To 0 00 2x_Verticals W/1 Od Nails spaced 6"o.c. Vertical Stud 0 00 Vertical Stud DIAGONAL / (4)-16d Nails BRACE MiTek USA,Inc. ENGNE a 16d Nails D Q SECTION B-B Spaced 6"o.c. A MIT&Affiliate + (2)-1 Od Nails into 2x6 2x6 Stud or DIAGONAL BRACE TRUSS GEOMETRY AND CONDITIONS R 2x4 No.2 of better 4'.0"O.C.MAX SHOWN ARE FOR ILLUSTRATION ONLY. \ Typical Horizontal Brace Nailed To 2x Verticals SECTION A-A w/(4)-10d Nails 2x4 Stud 12 Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST A Q TWO TRUSSES AS NOTED. TOENAIL BLOCKING * * TO TRUSSES WITH(2)-1 O NAILS AT EACH END. SEE INDIVIDUAL MITEK ENGINEERING ATTACH DIAGONAL BRACE TO BLOCKING WITH A DRAWINGS FOR DESIGN CRITERIA (5)-10d NAILS. ** (4)-8d(0.131 X 2.5")NAILS MINIMUM,PLYWOO Z) B B 3x4= SHEATHING TO 2x4 STD SPF BLOCK R R1 * -Diagonal Bracing ** -L-Bracing Refer Roof Sheathing Refer to Section A-A to Section B-B NOTE: 24"Max ` It 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. V_3^ 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND Max (2)-10 . ¢ WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. NAI S� (2)-10d NAILS 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1 x4 SRB ^ OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. /Trus @ s 24" O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0"O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. x6 DIAGONAL BRACE SPACED 48"O.C. ATTACH TO VERTICAL STUDS WITH(4)1 O NAILS THROUGH 2x4. Diag. Brace /ATTACHED TO VERTICAL WITH(4)-16d (REFER TO SECTION A-A) at 1/3 point NAILS AND ATTACHED 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. if needed TO BLOCKING WITH(5) 10d NAILS. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. HORIZONTAL BRACE 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE End Wall 06-01-13 BYLSC. (SEE SECTION A-A) 11.NAILS DESIGNATED 10d ARE(0.131"X 3")AND NAILS DESIGNATED 16d ARE(0.131"X 3.5") 2 DIAGONAL Minimum Stud Without 1x4 2x4 DIAGONAL BRACESAT X1t1ii1l1f1 Stud Size Spacing Brace IL-Brace L-Brace BRACE 1/3 POINTS �*,�t A ljt� Species �� SPS Ade fi�� and Grade Maximum Stud Length ` �Q 2x4 SP No.3/Stu11-5-7 , \ S•. A ' 12"O.C. 3-9-13 4-1-1 5-9-6 7-1-3 �' F••'• 2x4 SP No.3/Stud16"O.C. 3-5-4 3-6-8 5-0-2 6-10-8 10-3-13 No 39380 2x4 SP No.3/Stu 24"O.C. 2-9-11 2-10-11 4-1-1 5-7-6 8-5-1 Diagonal braces over 6-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces :+� T- _E "�:• �L� attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 1 Od nails 8"o.c.,with 3"minimum ��� •'•�•O R % /o , end distance. Brace must cover 90 of diagonal length. i� s ....• �% MAX MEAN ROOF HEIGHT=30 FEET it CATEGORY II BUILDING Thomas A.Alban)PE No.39380 EXPOSURE D MiTek USA,Inc.FL Cert 6634 ASCE 7-98,ASCE 7-02,ASCE 7-05 130 MPH 6904 Parke East Blvd.Tampa R 33610 ASCE 7-10 160 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. Date: DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. February 12,2018 i AUGUST 1, 2016 Standard Gable End Detail i Mll-GE130-SP MTek USA,Inc. Page 1 of 2 Typical_x4 L-Brace Nailed To 0 00 2x Verticals W/10d Nails spaced 6"o.c. Vertical Stud a 00 Vertical Stud (4)-16d NailsrNailed DIAGONAL ACE MiTek USA,Inc. cle a d Nails SECTION B-B aced 6"o.c. A Walk Aftiliets (2)-10d Nails into 2x62x6 Stud or DIAGONAL BRACE TRUSS GEOMETRY AND CONDITIONS 2x4 No.2 of better 4'-0"O.C.MAX SHOWN ARE FOR ILLUSTRATION ONLY. Horizontal Brace To 2x_Verticals SECTION A-A 0d Nails 2x4 Stud 12 PROVIDE 2x4 BTWEEN THE FIRST A Q Varies to Common Truss TWO TRUSSES AOS CKING NO EDE TOENAIL BLOCKING * * TO TRUSSES WITH(2)-10d NAILS AT EACH END. SEE INDIVIDUAL MITEK ENGINEERING ATTACH DIAGONAL BRACE TO BLOCKING WITH DRAWINGS FOR DESIGN CRITERIA (5)-10d NAILS. A ** (4)-8d(0.131"X2.5")NAILS MINIMUM,PLYWOOD :71 B 3x4= SHEATHING TO 2x4 STD SPF BLOCK 0 u / Diagonal Bracing ** -L-Bracing Refer Roof Sheathing Refer to Section A-A to Section B-B NOTE: 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. V-3'2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND (2)-10A WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. Max, NAILS/ (2)-10d NAILS 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT / BRACING OF ROOF SYSTEM. 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1 x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. /Trusses 24" O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0"O.C. / 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. LINAILS ONAL BRACE SPACED 48"O.C. ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. Dlag. Brace D TO VERTICAL WITH(4)-16d (REFER TO SECTION A-A) at 1/3 point D ATTACHED 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. If n@ededKING WITH(5)-10d NAILS. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE End Wall HORIZONTAL BRACE 06-01-13 BY SPIB/ALSC. (SEE SECTION A-A) 11.NAILS DESIGNATED 10d ARE(0.131"X 3")AND NAILS DESIGNATED 16d ARE(0.131"X 3.5") 2 DIAGONAL Minimum Stud WYthout 1x4 2x4 DIAGONAL BRACES AT ,�1►Il tlllllll Stud Size Spacing Brace �L-Brace L-Brace l BRACE 1/3 POINTS ��%` S A, Species `% O�,j�P Ade iii and Grade Maximum Stud Length ��.�. •• �C E N S• ."`)Z 2x4 SP No.3/Stud •• •• ,� 12"O.C. 4-0-7 4-5-6 6-3-8 8-0-15 12-1-6 � 2x4 SP No.3/Stu 16"O.C. 3$-0 3-10-4 5-5-6 7-4-1 11-0-1 No 39380 2x4 SP No.3/Stud 24"O.C. 3-0-10 3-1-12 4-5-6 1 6-1-5 9-1-15 �. Diagonal braces over 6'-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces :� T. E attached to both edges. Fasten T and I braces to narrow edge i .„. r Zb of diagonal brace with 10d nails 8"o.c.,with 3"minimum O R I end distance. Brace must cover 90%of diagonal length. SS+•- ••••"• •��? /pN AL ti MAX MEAN ROOF HEIGHT=30 FEET Illi t I 111111t` CATEGORY II BUILDING Thomas A.Albani PE No.39380 EXPOSURE B or C MiTek USA,Inc.FL Cert 6634 ASCE 7-98,ASCE 7-02,ASCE 7-05 130 MPH 6904 Parke East Blvd.Tampa FL 33610 ASCE 7-10 160 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING Date: DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. February 12,2018 JANUARY 6, 2017 Standard Gable End Detail Mil-GE140-001 =Ell MiTek USA,Inc. Page 1 of 2 Typical_x4 L-Brace Nailed To 0 00 2x_Verticals W/1 Od Nails spaced 6"o.c. Vertical Stud 0 00 n Vertical Stud (4)-16d Nails DI ACENAL MiTek USA,Inc. u �� 16, Nails =M]Y SECTION B-B Spaced 6"o.c. A YITak Atnnm I 7--► (2)-10d Nails into 2x6 24 Stud or DIAGONAL BRACE 2x4 No.2 of better 4'-O"O.C.MAX TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace Nailed To 2x_Verticals Lx4tud SECTION A-A w/(4)-1od Nails 12 Q Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST * * TWO TRUSSES AS NOTED. TOENAIL BLOCKING SEE INDIVIDUAL MITEK ENGINEERING TO TRUSSES WITH(2)-10d NAILS AT EACH END. DRAWINGS FOR DESIGN CRITERIA ATTACH DIAGONAL BRACE TO BLOCKING WITH A (5)-10d NAILS. ** 3x4 (4)-8d(0.131"X 2.5")NAILS MINIMUM,PLYWOOD B B SHEATHING TO 2x4 STD DF/SPF BLOCK * -Diagonal Bracing ** -L-Bracing Refer ROOF Sheathing Refer to Section A-A to Section B-B 11. 1'-3"0 MITE: GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. II (2)-10A 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND Max. NAIL9/ (2)-10d NAILS WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Kk "'ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB /Trusses @ 24" O.C. OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0"O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL / 6 DIAGONAL BRACE SPACED 48"O.C. BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. Dlag. Brace /ATTACHED TO VERTICAL WITH(4)-16d ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. at 1/3 point NAILS AND ATTACHED (REFER TO SECTION A-A) If needed TO BLOCKING WITH(5)-10d NAILS. 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. End Wall HORIZONTAL BRACE 10.NAILS DESIGNATED 1 O ARE(0.131"X 3")AND (SEE SECTION A-A) NAILS DESIGNATED 16d ARE(0.131"X 3.5") 2 DIAGONAL DIAGONAL Minimum Stud Without 1x4 2x4 BRACES AT %%11111411"! SizeI Stud Spacing Brace IL-Brace L-Brace BRACE 1/3 POINTS ��� PS A Spec A�B�'�., and Grade Maximum Stud Length `��•l`••��G 2x4 DF/SPF Std/Stud 12"O.C. 3-10-1 3-11-7 5-7-2 7-8-2 11-6-4 No 39380 2x4 DF/SPF Std/Stud 16"O.C. 3 3 14 3-5-1 4-10-2 6-7-13 9-11-11 - 2x4 DF/SPF Std/Stud 24"O.C. 1 2-8-9 2-9-8 3-11-7 5-5-2 8-1-12 Diagonal braces over 6'-3"require a 2x4 T-Brace attached to :f3k ` one edge. Diagonal braces over 12'-6"require 2x4 I-braces < O R 1 Q .•' ���`� attached is to narrow edge web with I Od nails 8"D.C.,with 3' minimum "-'/0 of , /0/o ��� end distance. Brace must cover 90 of diagonal length. Thomas A.Alban!PE No.39380 MITekFL MAXIMUM WIND SPEED=140 MPH SM OSA,Inc.Bl Cert 6634 6Parke East 11vd.Tampa FL 33610 MAX MEAN ROOF HEIGHT=30 FEET pate: CATEGORY II BUILDING EXPOSURE B or C January 19,2018 ASCE 7-98,ASCE 7-02,ASCE 7-05 STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. AUGUST 1, 2016 Standard Gable End Detail Mil-GE170-D-SP i =ED MiTek USA,Inc. Page 1 of 2 Typical 2x4 L-Brace Nailed To 2x4 Verticals W/1 Od Nails spaced 6"o.c. Vertical Stud 0 00 \ Vertical Stud 4 -16d Nails 2X6 SP OR SPF No.2 ( ) DIAGONAL BRACE MiTek USA,Inc. ENGINEER a 16d Nails ,� nO SECTION B-Be 6"o.c. A YTak ANlllata -- + I DIAGONAL BRACE (2)-1O Nails into 2x6 2X6 SP OR SPF No.2 4'-0"O.C.MAX TRUSS GEOMETRY AND CONDITIONS `\Typical Horizontal Brace SHOWN ARE FOR ILLUSTRATION ONLY. Nailed To 2x4 Verticals w/(4)-1 Od Nails 12 SECTION A-A 2X4 SP OR SPF No.2 A Q Varies to Common Truss * * PROVIDE 2x4 BLOCKING BETWEEN THE FIRST SEE INDIVIDUAL MITEK ENGINEERING TWO TRUSSES AS NOTED. TOENAIL BLOCKING DRAWINGS FOR DESIGN CRITERIA TO TRUSSES WITH(2)-10d NAILS AT EACH END. A ATTACH DIAGONAL BRACE TO BLOCKING WITH ** (5)-10d NAILS. B g 3x4- (4)-8d(0.131"X 2.5")NAILS MINIMUM,PLYWOOD SHEATHING TO 2x4 STD SPF BLOCK * Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B Roof Sheathing— NOTE* heathing--NOTE: 24"Max 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. (2) 100 ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT NAI g� (2) 10d NAILS BRACING OF ROOF SYSTEM. / 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF or SP No.3 OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0"O.C. Jruss6s @ 24" O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 AND A / 2x4 AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH(4)10d NAILS THROUGH 2x4. Dlag. Brace (REFER TO SECTION A-A) at 1/3 points 2x6 DIAGONAL BRACE SPACED 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. 48"O.C.ATTACHED TO VERTICAL WITH 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. If needed 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR BLOCKING WITH(5)-1NAILS, AND A0d NAILS.TTACHED TO TYPE TRUSSES. 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-13 BY SPIB/ALSC. 11.NAILS DESIGNATED 10d ARE(0.131"X 3")AND End Wall HORIZONTAL BRACE NAILS DESIGNATED 16d ARE(0.131"X 3.5") (SEE SECTION A-A) 2 DIAGONAL DIAGONAL Minimum Stud Without 2x4 BRACES AT Stud Size Spacing Brace L-Brace BRACE 113 POINTS Species ,`��Itt I i I II�I��` and Grade Maximum Stud Length ♦��. �pg A. 2x4 SP No.3/Stud 12"O.C. 3-9-7 5-8-8 6-11-1 11-4-4 ♦♦♦,�'� '�\GENS 2x4 SP No.3/Stud 16"O.C. 3-4-12 4-11-15 6-9-8 10-2-3 �' �•"" i 4 SP No.3/Stud 24"O.C. 2-9-4 4-0-7 5-6-8 8-3-13 No 39380 2x4 SP No.2 12"O.C. 3-11-13 5-8-8 6-11-1 11-11-7 2x4 SP No.2 16"O.C. 3-7-7 4-11-5 6-11-1 10-10-5 / :'z' 2x4 SP No.2 24"O.C. 3-1-15 1 4-0-7 6-3-14 9-5-14 ~-STA Diagonal braces over 6'-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge O R of diagonal brace with 1O nails 6"o.c.,with 3"minimum /o ts�0� � �♦ end distance. Brace must cover 90 of diagonal length. i�� ON A' T or I braces must be 2x4 SPF No.2 or SP No.2. %%00 Thomas A.Alban PE No.39380 MAX MEAN ROOF HEIGHT=30 FEET MiTek USA,Inc.FL Cent 6634 EXPOSURE D 6904 Parke East Blvd.Tampa FL 33610 ASCE 7-10 170 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING Date: DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. February 12,2018 AUGUST 1, 2016 Standard Gable End Detail MII-GE180-D-SP =00 ® MiTek USA,Inc. Page 1 Of 2 Typical 2x4 L-Brace Nailed To 0 00 2x4 Verticals W/10d Nails spaced 6"o.c. Vertical Stud 0 00 Vertical Stud (4)-16d Nails DIAGONAL BRA2X6 SP OSPFCE 2 MiTek USA,Inc. 141 16d Nails y=10 SECTION B-B Spaced 6"o.c. A WTok Mflllate /-� i DIAGONAL BRACE - 0ails into 2x 4'-0"O.C.MAX (2) 1d Ni6 2X6 SP OR SPF No.2 TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace Nailed To 2x4 Verticals w/(4)-10d Nails 2 SECTION A-A 2X4 SP OR SPF No.2 q Q Varies to Common Truss * t' l PROVIDE 2x4 BLOCKING BETWEEN THE FIRST SEE INDIVIDUAL MITEK ENGINEERING TWO TRUSSES AS NOTED. TOENAIL BLOCKING r-1w- DRAWINGS FOR DESIGN CRITERIA TO TRUSSES WITH(2)-10d NAILS AT EACH END. A ATTACH DIAGONAL BRACE TO BLOCKING WITH ** (5)-10d NAILS. B B 3x4= (4)-8d(0.131"X 2.5")NAILS MINIMUM,PLYWOOD SHEATHING TO 2x4 STD SPF BLOCK * -Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B Roof Sheathing NOTE: 24"Max 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND XX � / WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. (2)_10¢ 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. NAIL ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT AI � (2) 10d NAILS BRACING OF ROOF SYSTEM. / 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF or SP No.3 OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF 14 DIAPHRAM AT 4'-0"O.C. /Trusses @ 24" D.C. 6.ZONSTRUCT AS HORIZONTAL SHOWN W THCONNECTING D 16d NAILS SPACED 6O.C.HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH(4)10d NAILS THROUGH 2x4. Dlag. Brace (REFER TO SECTION A-A) at 1/3 points 2x6 DIAGONAL BRACE SPACED 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. If needed / 48"O.C.ATTACHED TO VERTICAL WITH 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. \_ (4)-16d NAILS, AND ATTACHED TO 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR BLOCKING WITH(5)-10d NAILS. TYPE TRUSSES. 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-13 BY SPIB/ALSC. CE 11.NAILS DESIGNATED 10d ARE(0.131"X 3")AND End Wall HORIZONTAL BRACE NAILS DESIGNATED 16d ARE(0.131"X 3.5") (SEE SECTION ) 2 DIAGONAL Minimum Stud Without 20 DIAGONAL BRACES AT Stud Size Spacing Brace L-Brace BRACE 113 POINTS Speciesi!/rlll1, and Maxi 2x4 SP No.3 Saud 12"O.C. 3-7-12 5�mum Stud Le6n2th 10-11-3 ,�•`�� A. A�e'i,�� 2x4 SP No.3/Stud 16"O.C. 3-2-8 4-8-1 6-2-1 9-7-7 : ��'•• G E N S'� 2x4 SP No.3/Stud 2a•O.C. 2-7-7 3-9-12 5 2-13 7-10-4 No 39380 2x4 SP No.2 12.O.C. 3-10-0 5-4-11 6-2-1 11-6-1 .. •,,, *.. .� 2x4 SP No.2 16"O.C. 3-5-13 4-8-1 6-2-1 10-5-7 2x4 SP No.224"O.C. 3 0-8 1 3-9-12 6-1-1 9-1-9 Diagonal braces over 6'-3"require a 2x4 T-Brace attached to ' sT. E one edge. Diagonal braces over 12'-6"require 2x4 I-braces ':� attached to both edges. Fasten T and I braces to narrow edge O R +�•'•�?\��� of diagonal brace with 10d nails 6in o.c.,with Sin minimum /o ••"••�� end distance. Brace must cover 90 of diagonal length. i� 10 S'�O N a t %`��` T or I braces must be 2x4 SPF No.2 or SP No.2. Thomas A.Albani PE No.39380 FE7 ROOF HEIGHT=30 FEET MiTek USA,Inc.FL Cert 6634 D 6904 Parke East Blvd.Tampa FL 33610 180 MPH STUD DESIGN IS BASED ONCOMPONENTS AND CLADDING. Date:OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. February 12,2018 AUGUST 1, 2016STANDARD PIGGYBACK M11-PIGGY-7-10 TRUSS CONNECTION DETAIL MiTek USA,Inc. Page 1 of 1 E MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT=30 FEET MAX TRUSS SPACING=24"O.C. 0 00 CATEGORY II BUILDING EXPOSURE B or C ASCE 7-10 DURATION OF LOAD INCREASE:1.60 MiTek USA,Inc. DETAIL IS NOT APPLICABLE FOR TRUSSES TRANG DRAG LOADS(SHEAR TRUSSES). 0 � ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. A Wak Affiliate E A-PIGGBACK TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN WITH(2)(0.131"X 3.5")TOE-NAILED. A B-BASE TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. C-PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24"O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH(2) (0.131"X 3.5")NAILS EACH. D-2 X X 4'-0"SCAB,SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS,MIN GRADE#2,ATTACHED TO ONE FACE,CENTERED ON INTERSECTION,WITH(2)ROWS OF(0.131"X 3")NAILS @ 4"O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST i FT.IN BOTH DIRECTIONS AND: 1.WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN,OR 2.WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM C PIGGYBACK SPAN OF 12 ft. E-FOR WIND SPEEDS BETWEEN 126 AND 160 MPH,ATTACH MITEK 3X8 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT 72"O.C.W/(4)(0.131"X 1.5")NAILS PER MEMBER.STAGGER NAILS FROM OPPOSING FACES.ENSURE 0.5"EDGE DISTANCE. (MIN.2 PAIRS OF PLATES REO.REGARDLESS OF SPAN) B D WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On PLATES AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAB CONNECTION PER 4 j NOTE D ABOVE This sheet is provided as a Piggyback connection FOR ALL WIND SPEEDS,ATTACH MITEK 3X6 20 GA Nail-On PLATES TO detail only.Building Designer is responsible for all EACH FACE OF TRUSSES AT 48'O.C.W/(4)(0.131'X 1.5•)PER MEMBER. permanent bracing per standard engineering practices or STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5•EDGE DISTANCE. refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. VERTICAL WEB TO FOR LARGE CONCENTRATED LOADS APPLIED �1111Ittt EXTEND THROUGH TO CAP TRUSS REQUIRING A VERTICAL WEB: BOTTOM CHORD OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSSQ\v`• MUST MATCH IN SIZE,GRADE,AND MUST LINE UP ♦�� .•'�avE N s• 9iL �� AS SHOWN IN DETAIL. ♦ •• �. F / i 2) ATTACH 2 x x 4'-0•SCAB TO EACH FACE OF •: TRUSS ASSEMBLY WITH 2 ROWS OF 10d(0.131"X 3")NAILS No 39380 SPACED 4"O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH * •� VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW ",,'��'� -6 T,Tf E Uj BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS " • GREATER THAN 4000 LBS. / • `� O• \_♦♦♦ 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, �� O Ft 5) CONCENTRATED PIGGYBACK LOAD THEUED ST BE APPLIRUSS DESIGN. T MATCHNUMBER OF PLYS OF PIGGYBACK TRUSS TO BASE TRUSS. ,-*'; S/O Thomas A.Albani PE No.39380 MiTek USA,Inc.FL Gert 6634 6904 Parke East Blvd.Tampa R_33610 Date: February 12,2018 STANDARD PIGGYBACK MII-PIGGY-ALT AUGUST 1, 2016 TRUSS CONNECTION DETAIL 7-10 MiTek USA,Inc. Page 1 of 1 MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT-30 FEET 0 0o MAX TRUSS SPACING=24"O.C. 0 0o CATEGORY II BUILDING EXPOSURE B or C ASCE 7-10 DURATION OF LOAD INCREASE:1.60 MiTek USA,Inc. DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS(SHEAR TRUSSES). YMM10ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. A Urrek AI A-PIGGBACK TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. E SHALL BE CONNECTED TO EACH PURLIN WITH(2)0(0.131'X 3.5')TOE-NAILED. B-BASE TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. A C-PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24"O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH(2)(0.131'X 3.5')NAILS EACH. D-2 X_X 4'-0-SCAB,SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS,MIN GRADE 712,ATTACHED TO ONE FACE,CENTERED ON INTERSECTION,WITH(2)ROWS OF(0.131"X 3')NAILS @ 4"O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING Li IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT.IN BOTH DIRECTIONS AND: 1.WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN,OR 2.WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12 tL C E-FOR WIND SPEED IN THE RANGE 126 MPH-160 MPH ADD 9"x 9'x 1/2'PLYWOOD(or 7/16"OSB)GUSSET EACH SIDE AT 48"O.C.OR LESS.ATTACH WITH 3-6d(0.113"X 2")NAILS INTO EACH CHORD FROM EACH SIDE(TOTAL-12 NAILS) B D WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH PLYWOOD GUSSETS AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAB CONNECTION PER NOTE D A VE This sheet is provided as a Piggyback connection 7"x 7"x 1/2"PLYWOOD(or 7/16'OSB)GUSSET EACH SIDE AT 24"O.C. detail only.Building Designer is responsible for all ATTACH WITH 3-6d(0.113"X 2")NAILS INTO EACH CHORD permanent bracing per standard engineering practices or FROM EACH SIDE(TOTAL-12 NAILS) refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. VERTICAL WEB FOR LARGE CONCENTRATED LOADS APPLIED EXTEND THROUGH �ttt 1 t 1 alt�� BOTTOM CHORD TO CAP TRUSS REQUIRING A VERTICAL WEB: ,�,IONS• A. A�Qi���, OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS �� MUST MATCH IN SIZE,GRADE,AND MUST LINE UP �Z`;v*C E N AS SHOWN IN DETAIL. 2) ATTACH 2 x_x 4'-0"SCAB TO EACH FACE OF No 3 9 38Q TRUSS ASSEMBLY WITH 2 ROWS OF 10d(0.131'X 3')NAILS SPACED 4"O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) p (MINIMUM 2X4) 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM %�' ST E Y' :i CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS �i�� •• OFGREATER THAN 4000 �•• (jam���� 4) FOR PIGGYBACKTRUSSES CARRYING GIRDER LOADS, i��sis�O ` NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. Jit 7 t t t t ttt 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH Thomas A.Aman PE No.39380 THE PIGGYBACK AND THE BASE TRUSS DESIGN. MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: January 19, 2018 AUGUST 1, 2016 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS M11-REP01A1 AND DAMAGED OR MISSING CHORD SPLICE PLATES Mirek USA,Inc. Page 1 of 1 TOTAL NUMBER O MAXIMUM FORCE(Ibs)15%LOAD DURATION NAILS EACH SIDE 0 0o OF BREAKX SP DF SPF HF 0 0o INCHES E1=7 2x4 2x6 2x4 2x6 2x4 2x6 2x4 2x6 2x4 2x6 MiTek USA,Inc. 20 30 24" 1706 2559 1561 2342 1320 1980 1352 2028 EN��OME��ERED B��V jj��''�� ZJL4—'sY [@ 26 39 30" 2194 3291 2007 3011 1697 2546 1738 2608 A MRek Alallete 32 48 36" 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42" 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48" 3657 5485 3346 5019 2829 4243 2898 4347 DIVIDE EQUALLY FRONT AND BACK ATTACH 2x SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS(CENTER ON BREAK OR SPLICE)WITH 10d(0.131"X 3")NAILS (TWO ROWS FOR 2x4,THREE ROWS FOR 2x6)SPACED 4"O.C.AS SHOWN. STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 0-2-0 O.C. SPACING IN THE MAIN MEMBER. USE A MIN.0-3-0 MEMBER END DISTANCE. THE LENGTH OF THE BREAK(C)SHALL NOT EXCEED 12".(C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED(L)IS CALCULATED AS FOLLOWS: L=(2)X+C G BREAK •10d NAILS NEAR SIDE +10d NAILS FAR SIDE TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY X'MIN 6"MIN THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6"FROM ANY INTERIOR JOINT(SEE SKETCH ABOVE) DO NOT USE REPAIR FOR JOINT SPLICES +ttyttttttati/// NOTES: ����`l�p$ A• 144.o 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN.THIS REPAIR DOES Q $ NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED.THE ENTIRE TRUSS +�*� ........ E S4$'•.9�r, SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED.WHEN THE REQUIRED Z ; REPAIRS ARE PROPERLY APPLIED,THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. No 39380 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. - 3. THE END DISTANCE,EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID "p; UNUSUAL SPLITTING OF THE WOOD. a�tT E 4. WHEN NAILING THE SCABS,THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2x ORIENTATION ONLY. �i�F OR .• •(jam��� 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. //ss fONA��?,��� /1�11fltilttt Thomas A.Alban!PE No.39380 MTak USA,Inc.Fl.Can 6634 6904 Parke East Blvd.Tampa FL 33610 Date: January 19,2018 ,AUGUST 1, 2016 LATERAL TOE-NAIL DETAIL MII-TOENAIL_SP n�� ® MiTek USA,Inc. Page 1 of 1 NOTES: 1.TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER 0 0o AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND a oo EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. MiTek USA, Inc. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES ENGINEERED B^ v^O FOR MEMBERS OF DIFFERENT SPECIES. ,)� ❑ �� AURelc Affiliate THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW OE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (Ib/nail) DAM. SP DF HF SPF SPF-S VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY �ry .131 88.0 80.6 69.9 68.4 59.7 p .135 93.5 85.6 74.2 72.6 63.4 Un .162 108.8 99.6 86.4 84.5 73.8 SIDE VIEW Cl) (2x3) 2 NAILS z Z .128 74.2 67.9 58.9 57.6 50.3 01 .131 75.9 69.5 60.3 59.0 51.1 NEAR SIDE N .148 81.4 74.5 64.6 63.2 52.5 1 X I NEAR SIDE Cl) VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: SIDE VIEW SIDE VIEW (2x4) (2x6) (3)-16d(0.162"X 3.5")NAILS WITH SPF SPECIES BOTTOM CHORD 3 NAILS 4 NAILS For load duration increase of 1.15: NEAR SIDE NEAR SIDE 3(nails)X 84.5(Ib/nail)X 1.15(DOL)=291.5 Ib Maximum Capacity NEAR SIDE �� NEARSIDE S A, �� NEAR SIDE SMP. ... ii� NEAR SIDE .......... E NSF.;9iy/J NEAR SIDE No 39380 ,O N A11 1Ei.C���. Thomas A.Aibani PE No.39380 Mi Tek USA,Inc.FL Cert 6634 6904 Parke East 8W.Tampa FL 33610 Date: January 19,2018 ANGLE MAY ANGLE MAY VARY FROM ANGLE MAY VARY FROM 30°TO 60' VARY FROM 30*TO 601 301 TO 601 45.00* 45.00° 45.000 AUGUST 1, 2016 TRUSSED VALLEY SET DETAIL MII-VALLEY HIGH WIND1 F--�O ® MiTek USA,Inc. Page 1 of 1 =011 GENERAL SPECIFICATIONS 0 00 0 00 1.NAIL SIZE 10d(0.131"X 3") 2.WOOD SCREW=3"WS3 USP OR EQUIVALENT DO NOT USE DRYWALL OR DECKING TYPE SCREW MiTek USA,Inc. 3.INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND 'iEENGINEE,_, aeoe n SECURE PER DETAIL A °� Q GABLE END,COMMON TRUSS 4.BRACE VALLEY WEBS IN ACCORDANCE WITH THE A MITak AfBlls" OR GIRDER TRUSS INDIVIDUAL DESIGN DRAWINGS. 5.BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6.NAILING DONE PER NDS-01 7.VALLEY STUD SPACING NOT TO EXCEED 48"O.C. --- -- --- -- I II I ii T---I -- II---fr-- II--- -- -- II II II II II II II II II II II II II II II II II II II II I II II II II II II II II II II II it II II I II II II II II II II 11 II II 11 II II II II II II I I II II 11 II I I II II II I Ij Ij II II 11 II II II II II �I �I I i II II I jl II II II II II I� BASE TRUSSES VALLEY TRUSS TYPICAL II VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P 12 OR GIRDER TRUSS I SEE DETAIL A BELOW(TYP.) SECURE VALLEY TRUSS W/ONE ROW OF 10d WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05 146 MPH NAILS 6"O.C. WIND DESIGN PER ASCE 7-10 160 MPH MAX MEAN ROOF HEIGHT=30 FEET ROOF PITCH=MINIMUM 3/12 MAXIMUM 6/12 ATTACH 2x4 CONTINUOUS NO.2 SP CATEGORY II BUILDING TO THE ROOF W/TWO USP WS3(1/4"X 3") EXPOSURE C WOOD SCREWS INTO EACH BASE TRUSS. WIND DURATION OF LOAD INCREASE:1.60 MAX TOP CHORD TOTAL LOAD=50 PSF MAX SPACING=24"O.C.(BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES \\Iliilflj�� No 39380 DETAIL A -. z E (NO SHEATHING) F' L OR jo.• C,�?,� N.T.S. ontAti;;•��• '�<<u 11111\\` Thomas A.A@ani PE No.39380 MtTek USA,Inc.FL Cert 6634 69Q4 Parke East Blvd.Tampa FL 33610 Date: January 19,2018 AUGUST 1, 2016 TRUSSED VALLEY SET DETAIL MII-VALLEY HIGH WIND2 MiTek USA,Inc. Page 1 of 1 0 0o GENERAL SPECIFICATIONS 0 00 1.NAIL SIZE 10d(0.131"X 3-) 2.WOOD SCREW=4.5"WS45 USP OR EQUILIVANT 3.INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. MiTek USA,Inc. GABLE END,COMMON TRUSS 4. INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND )(=10 OR GIRDER TRUSS SECURE TO BASE TRUSSES AS PER DETAIL A 5.BRACE VALLEY WEBS IN ACCORDANCE WITH THE A Ntrak Affiliate INDIVIDUAL DESIGN DRAWINGS. 6.NAILING DONE PER NDS-01 7.VALLEY STUD SPACING NOT TO EXCEED 48"O.C. i i u n u u u u i i it h h ii i, d I; BASE TRUSSES VALLEY TRUSS TYPICAL L L VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P F12 OR GIRDER TRUSS SEE DETAIL A BELOW(TYP.) SECURE VALLEY TRUSS W/ONE ROW OF 10d NAILS 6"O.C. WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05 146 MPH WIND DESIGN PER ASCE 7-10 160 MPH MAX MEAN ROOF HEIGHT=30 FEET ROOF PITCH=MINIMUM 3/12 MAXIMUM 6/12 CATEGORY 11 BUILDING ATTACH 2x4 CONTINUOUS NO.2 SP EXPOSURE C WIND DURATION OF LOAD INCREASE:1.60 TO THE ROOF W/TWO USP WS45(1/4"X 4.5") MAX TOP CHORD TOTAL LOAD=50 PSF WOOD SCREWS INTO EACH BASE TRUSS. MAX SPACING=24"O.C.(BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES No 39380 '1.5'Max i Thomas A.Alban)PE No.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: February 12,2018 j AUGUST 1, 2016 TRUSSED VALLEY SET DETAIL Mil-VALLEY SP �0 ® MiTek USA,Inc. Page 1 of 1 =011 GENERAL SPECIFICATIONS 0 00 a 00 1.NAIL SIZE 16d(0.131"X 3.5") 2. INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND u SECURE PER DETAIL A MiTek USA, Inc. 3.BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. Y77nm GABLE END,COMMON TRUSS 4.BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING OR GIRDER TRUSS EQUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. "OT'""R"' 5.NAILING DONE PER NDS-01 6.VALLEY STUD SPACING NOT TO EXCEED 48"O.C. 7.ALL LUMBER SPECIES TO BE SP. II 11 II II II II II II �1 it II II II 11 II II II II I 11 II II II II II II „ i, II 'I II II II II 11 II II II II 11 II II II II II I I I I II II II II II II II II II II II 'I II I II II I I Ij Ij II II II II I I II II I I I II I BASE TRUSSES VALLEY TRUSS TYPICAL VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P 1P OR GIRDER TRUSS SEE DETAIL A BELOW(TYP.) SECURE VALLEY TRUSS W/ONE ROW OF 16d NAILS 6"O.C. WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05 120 MPH WIND DESIGN PER ASCE 7-10 150 MPH ATTACH 2x4 CONTINUOUS N0.2 SP MAX MEAN ROOF HEIGHT=30 FEET A ATTHE ROOF W/TWO 16d NAILS ROOF PITCH=MINIMUM 3/12 MAXIMUM 10/12 TO INTO EACH BASE TRUSS.INTO II BUILDING EXPOSURE C OR B WIND DURATION OF LOAD INCREASE:1.60 MAX TOP CHORD TOTAL LOAD=60 PSF MAX SPACING=24"O.C.(BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 4.2 PSF ON THE TRUSSES � G E•NS' No 39380 DETAIL A =-10 "" .A + (MAXIMUM 1" SHEATHING) Q• . = E :• N.T.S. '. F .< p R �V •G���` �0 N AL Thomas A.Albani PE No.39380 MiTek USA,Inc.R.Cert 6634 6904 Parke East Blvd.Tampa R-33610 Date: February 12,2018 TRUSSED VALLEY SET DETAIL MII-VALLEY AUGUST 1, 2016 (HIGH WIND VELOCITY) =Ell Q NOTE:VALLEY STUD SPACING NOT MiTek USA,Inc. Page 1 of 1 TO EXCEED 48"O.C. SPACING 0 00 0 00 a MiTek USA,Inc. N�GIN R BYO A MIT*AmIIMa FOR BEVELED BOTTOM CHORD,CLIP MAY BE APPLIED TO EITHER FACE CLIP MAY BE APPLIED TO THIS FACE UP TO A MAXIMUM 6/12 PITCH ATTACH VALLEY TRUSSES TO LOWER TRUSSES WITH USP RT7 OR EQUIVALENT WIND DESIGN PER ASCE 7-98,ASCE 7-02, ASCE 7-05 146 MPH WIND DESIGN PER ASCE 7-10 160 MPH MAX MEAN ROOF HEIGHT=30 FEET CATEGORY II BUILDING EXPOSURE B or C BOTTOM CHORD WIND DURATION OF LOAD INCREASE : 1.6 MAX TOP CHORD TOTAL LOAD=50 PSF MAX SPACING=24"O.C. (BASE AND VALLEY) SUPPORTING TRUSSES DIRECTLY UNDER ��``�PS.A,q4e'�,, VALLEY TRUSSES MUST BE DESIGNEDv�cEMsF•gti��� WITH A MAXIMUM UNBRACED LENGTH OF NON-BEVELED = No 39380 2'-10"ON AFFECTED TOP CHORDS. - • BOTTOM CHORD :. NOTES: - -SHEATHING APPLIED AFTER • INSTALLATION OF VALLEY TRUSSES -THIS DETAIL IS SPF-S SPECIES LOT APPLICABLE FOR CLIP MUST BE APPLIED Thomas XAlbaniPENo.39380 TO THIS FACE W WHEN MiTek USA,Inc.Fl Cart 6634 PITCH EXCEEDS 6/12. 6904 Parke East Blvd.Tampa H.33610 (MAXIMUM 12/12 PITCH) Date: January 19,2018 AUGUST 1, 2016 Standard Gable End Detail Mll-GE146-001 DD ® MiTek USA,Inc. Page 1 of 2 =Ell Typical_x4 L-Brace Nailed To 2x_Verticals W/10d Nails spaced 6"o.c. Vertical Stud 0 00 O DO Vertical d (4)-16d N811S DIAGONAL FJ RACE MiTek USA,Inc. YMMI 16d Nails SECTION B-B Spaced 6"o.c. mlln. y (2)-10d Nails into 2x6 2x6 Stud or DIAGONAL BRACE 2x4 No.2 of better 4'-0"O.C.MAX TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace Nailed To 2x_Verticals SECTION A-A w/(4)-1od Nails 12 2x4 Stud A Q Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST * * TWO TRUSSES AS NOTED. TOENAIL BLOCKING SEE INDIVIDUAL MITEK ENGINEERING TO TRUSSES WITH(2)-10d NAILS AT EACH END. DRAWINGS FOR DESIGN CRITERIA ATTACH DIAGONAL BRACE TO BLOCKING WITH A (5)-10d NAILS. 3x4= (4)-8d(0.131"X 2.5")NAILS MINIMUM,PLYWOOD B * -Diagonal Bracing ** -L-Bracing Refer Roof Sheathin Refer to Section A-A to Section B-B 24"Max NOTE: 1'-3" 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. (2)-10d- 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND Max. NAIL (2)-10d NAILS WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: - �f U$ s @ 24 O.C. 2x4 No 3/STUD SP OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF / DIAPHRAM AT 4'-0"O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL 2 6 DIAGONAL BRACE SPACED 48"O.C. BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. Dlag. Brace, ATTACHED TO VERTICAL WITH(4)-16d ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. at 1/3 point NAILS AND ATTACHED (REFER TO SECTION A-A) if needed TO BLOCKING WITH(5)-10d NAILS. 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. = 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. End Wall HORIZONTAL BRACE 10.NAILS DESIGNATED 10d ARE(0.131"X 3")AND NAILS DESIGNATED 16d ARE(0.131"X 3.5") (SEE SECTION A-A) 2 DIAGONAL Minimum Stud Without 2x4 AGONAL BRACES AT Stud Size Spacing Brace L-Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length 2x4 SP No 3/Stud 12"O.C. 3-11-3 6-8-0 7-2-14 11-9-10 2x4 SP No 3/Stud 16"O.C. 3-6-14 5-9-5 7-1-13 10-8-11 4: AC C E N 2x4 SP No 3/Stud 24"O.C. 3-1-8 4-8-9 6-2-15 9-4-7 No 39380 '; Diagonal braces over 6'-3"require a 2x4 T-Brace attached to N_ one edge. Diagonal braces over 12'-6"require 2x4 1-braces ='4 attached to both edges. Fasten T and I braces to narrow edge >>- T of web with 10d nails 8"o.c.,with 3"minimum +�'�'F-•- O R /o t Q••• .`+ end distance. Brace must cover 90 of diagonal length. G MAXIMUM WIND SPEED=146 MPH MAX MEAN ROOF HEIGHT=30 FEET Thomas A.Alban PE No.393M CATEGORY II BUILDING MiTek USA.Inc.R.Cert 6634 EXPOSURE B or C 6904 Parke East BNd.Tampa FL 33610 ASCE 7-98,ASCE 7-02,ASCE 7-05 STUD DESIGN IS BASED ON COMPONENTS AND CLADDING Date: DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MW FRS. January 19,2018 OCTOBER 5, 2016 REPLACE BROKEN OVERHANG MII-REP13B R MiTek USA,Inc. Page 1 of 1 TRUSS CRITERIA: 0 0o LOADING: 40-10-0-10 0 0o DURATION FACTOR: 1.15 u SPACING:24"O.C. TOP CHORD:2x4 OR 2x6 MiTek USA,Inc. PITCH:4/12-12/12 �GM ER a HEEL HEIGHT:STANDARD HEEL UP TO 12" ENERGY HEEL O END BEARING CONDITION A Mrrek Ateliers NOTES: 1.ATTACH 2x_SCAB(MINIMUM NO.2 GRADE SPF, HF,SP, DF)TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d(0.131"X 3")SPACED 6"O.C. 2.THE END DISTANCE, EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3.WHEN NAILING THE SCABS,THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2x_ SCAB CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED (L) (2.0 x L) 24"MAX 24" MIN `���ti►ttttrt���l�, %%%,Mp,S A. \GENS' No 39380 IMPORTANT Y--ST E11y This detail to be used only with trusses(spans less than 40')spaced % ( 9' '�` 24"o.c.maximum and having pitches between 4/12 and 12/12 and �i�s • 0R \ % total top chord Trusses not fitting these criteria should be examined individually. `s not exceeding 50 psf. ,,��51)INA►► Thomas A Albani PE No.39380 REFER TO INDIVIDUAL TRUSS DESIGN MiTek USA,Inc.R.Gert 6634 FOR PLATE SIZES AND LUMBER GRADES 6904PafkeEast Blvd.Tampa I'L33610 Date: February 12,2018 AUGUST 1, 2016 LATERAL BRACING RECOMMENDATIONS MII-STRGBCK �aaa R MiTek USA,Inc. Page 1 of 1 o two o two a MiTek USA,Inc. TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, i=101 2x6"STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. A YfTek Afflllate NOTE 1:2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2:STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR,AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT WOOD SCREW THROUGH OUTSIDE USE METAL FRAMING WEB WITH(3)-10d USE WITH(3)-10d FACE OF CHORD INTO EDGE OF STRONGBACK ANCHOR TO ATTACH (0.131"X 3")NAILS (DO NOT USE DRYWALL TYPE SCREWS) TO TOP CHORD (0.131"X 3")NAILS ATTACH TO VERTICAL WEB WITH(3)-10d (0.131"X 3")NAILS BLOCKING BEHIND THE ATTACH 2x4 VERTICAL TO FACE ATTACH TO CHORD VERTICAL WEB IS OF TRUSS. FASTEN TO TOP AND RECOMMENDED WHILE BOTTOM CHORD WITH(2)-10d WITH TWO# x . WOOD SCREWWS16"DIAM.) ((.2 NAILING THE STRONGBACK (0.131"X 3")NAILS IN EACH CHORD USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT SCREW THROUGH OUTSIDE ANCHOR TO ATTACH WEB WITH(3)-10d SCAB WITH(3)-10d FACE OF CHORD INTO EDGE OF TO BOTTOM CHORD (0.131"X 3")NAILS (0.131"X 3")NAILS STRONGBACK(DO NOT USE DRYWALL TYPE SCREWS) TRUSS 2x6 4-0-0 WALL BLOCKING STRONGBACK (TYPICAL SPLICE) (BY OTHERS) (BY OTHERS) `011>:rrirrrrrr1i `% �pS A. .44 OE N No 39380 THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, * -� DESIGNED BY OTHERS. IF SPLICING IS NECESSARY,USE A 4'-0"LONG _T E 14/" SCAB CENTERED ON THE SPLICE AND JOINED WITH(12)-10d (0.131"X 3")NAILS EQUALLY SPACED. ��� O R i ALTERNATE METHOD OF SPLICING: SS/ •�••��� OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-0"AND FASTEN WITH(12)-10d i�fll 1111111101 NA,�� �� (0.131"X3")NAILS STAGGERED AND EQUALLY SPACED. (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL) Thomas A.Albani PENo.39380 MiTek USA,Inc.R.Cert 6634 6904 Parke East Blvd.Tampa R.33610 Date: February 12,2018 ALL oist Boise Cascade INSTALLATION Engineered Wood Products GUIDE The information in this document Includes AJ SO pertains to use in the UNITED STATES Allowable Stress Design.Refer to the A 140 / 150 /20 / 190 / 25 the LLJOIST Specifier Guide Canada for use in Canada,Limit States Design. and VERSA-LAMS BEAMS US Version product manufactured in St. Jacques, New Brunswick CANADA �y Lifetime Guaranteed Quality and Performance Boise Cascade warrants its BCI° Joist, VERSA-LAMS, and ALLJOIST° products to comply with our specifications, to be free from defects in material and workmanship, and to meet or exceed our performance specifications for the normal and expected life of the structure when correctly stored, installed, and used according to our Installation Guide. For information about Boise Cascade's engineered wood products, including sales terms and conditions, warranties and disclaimers, visit our website at www.BCewp.com To locate your nearest Boise Cascade Engineered Wood Products distributor, call 1-800-232-0788 Copyright C Boise Cascade Jfbod Products,L.L.C.2013 AIG US 08/29/2013 ALLJOIST° Product Profiles — AJS® 140 ---- AJS® 150 -- AJS® 20 — AJS® 190 AJS® 25 -- 91/ } 91/z" 91/z" 91/z" 91 2' ;1 n " " 117/& 3/811 117/83/8"._._ r117/S" 3/8"x. —117/811 3/9"—,� -- 14/9 14" 14" 14" 14" 16" 16" 16" 16" 16" 1'/"2 1'/�'2 11/2"2 r 1'/z'IF11/z"2 F--I f----1 i---) 21/z" 21/2' 21/z" 21/z" 31/2n i 2x3 Flanges I i 2x4 Flanges AJS® 25 AJS° 30 �.` .. Deeper Depths Deeper Depths a,•f.�t r a 18" 18,E %.. '/16 22" 7/l 6" - 202211 24' 24" 11/2°I 11/2" T Information on deeper depth AJS®joists is available in the ALLJOIST®Commercial Guide 31/2° 31/z" 2x4 Flanges i THE FOLLOWING USES ARE NOT ALLOWED SAFETY WARNING DO NOT notch or drill beams without prior DO NOT cut beyond Inside edge of bearing approval from Boise Cascade EWP Englneering. DO NOT ALLOW WORKERS ON AJS JOISTS UNTIL ALL HANGERS,AJS'RIM JOISTS, ' DO NOT RIM BOARDS,AJS-'BLOCKING rJ} DO NOTport joist PANELS,X-BRACING AND supo web. TEMPORARY 1x4 STRUT LINES ARE INSTALLED AS SPECIFIED BELOW. SERIOUS DO NOT cut holes too close to DO NOT nail closer than ilh"from end of joist. DO NOT cut or notch flange. ACCIDENTS CAN RESULT FROM supports or to each other. DO NOT use INSUFFICIENT ATTENTION TO 16d common nails. PROPER BRACING DURING CONSTRUCTION. ACCIDENTS Refer to hole See roof and floor CAN BE AVOIDED UNDER location and sizing Use 8d nails or details,this sheet, chart for size and for allowed cutting NORMAL CONDITIONS BY spacing. 10d/16d box nails. of flange. FOLLOWING THESE GUIDELINES: • Build a braced end wall DO NOT walk on joist until proper bracing is DO NOT install tongue of floor sheathing flush with either 1" DO NOT hammer on web unless in place. or 1'/.s"thick BOISE CASCADE*rimboard(tongue OK with removing knockout holes. at the end of the bay, 1W and thicker BOISE CASCADE'rimboard). or permanently install DO NOT load joist beyond the first eight feet of design capacity. T&G Floor of m tongue ngue AJS®Joists and the first sheathing she: course of sheathing. As DO NOT stack I rrdless building materials on egaof rimboard an alternate,temporary unbraced joists. sheathing may be nailed r or i°/.6 ,"Fflush thickness. to the first four feet of thick BOISE; AJS®Joists at the end Of CASCADE" ue DO NOT hammer on flange. rimboard rim. the bay. • All hangers,AJSI�'rim joists, rim boards, The ends of cantilevers must be temporarily Failure to install temporary bracing may AJS®blocking panels,and x-bracing must secured by strut lines on both the top and result in sideways buckling or roll-over under be completely installed and properly nailed bottom flanges. light construction loads. as each AJS°Joist is set. Straighten the AJS Joists to within%inch DO NOT stack construction materials • Install temporary 1x4 strut lines at no more of true alignment before attaching strut lines (sheathing,drywall,etc)in the middle of than eight feet on center as additional AJS"- and sheathing. AJS`Joist spans,contact Boise Cascade Joists are set. Nail the strut lines to the Remove the temporary strut lines only as EWP Engineering for proper storage and sheathed area,or braced end wall,and to required to install the permanent sheathing. shoring information. each AJS11 Joist with two 8d nails. ALLJOIST° Residential Floor Span Tables About Floor Performance - Homeowner's expectations and opinions vary greatly due to the increase the joist depth,limit joist deflections,glue and screw a subjective nature of rating a new floor.Communication with the thicker,tongue-and-groove subfioor,install the joists vertically ultimate end user to determine their expectation is critical. Vibration plumb with level-bearing supports,and install a direct-attached is usually the cause of most complaints. Installing lateral bridging may ceiling to the bottom flanges of the joists. help; however,squeaks may occur if not installed properly.Spacing The floor span tables listed below offer three very different the joists closer together does little to affect the perception of the floor's performance.The most common methods used to increase performance options, based on performance requirements of the performance and reduce vibration of wood floor systems is to the homeowner. ***THREE STAR *** -*FOUR STAR**** CAUTION *MINIMUM STIFFNESS ALLOWED BY CODE* Live Load deflection limited to L/480: The Live Load deflection limited to Lt960+: Live Load deflection limited to L/360: Floors common industry and design community A fl " floor that is 100/o stiffer than the three star that meet the minimum building code L/360 standard for residential floor joists,3314 stiffer criteria are structurally sound to carry the than L/360 code minimum. However,floor floor.A premium floor that 100%stiffer than the specified loads;however,there is a much higher performance may still be an issue in certain 3-star floor for the discriminating homeowner. risk of floor performance issues. This table applications,especially with 9'/2"and 11/8" should only be used for applications where floor deep joists without a direct-attached ceiling. performance is not a concern. Joist ALLJOIST° 12" 16" 19.2" 24" 12" 16" 19,2' 24" 12" 16" 19.2" 24" Depth I Series O.C. I Q. o.C. O.C. o.c. o.c. o;c, a C. O.C. C.C. O.C. O.C. 140 17-9" 16-3" 16-4" 13'-11" 1IT-11" 12'-8" 11'-11" 11'-1" 19'-8" 1T-0" 15'-6" 13'-11" 150 18'-1" 16-7" 15-8" 14'-7" 14'-2" 12'-11" 12'-2" 11'-3" 20'-0" 18'-3" 16'4" 14'-11" 9'/z' 20 19'-1" 17'-5" 16-5" 15'-4" 14'-10" 13'-6" 12'-9" 11'-10" 21'-1" 19'-3" 18'-2" 16-4" .............._...... - ................. _ -- - -------........... - 190 19'-4" 17'-8" 16-8" 16-6" 15'-1" 13'-9" 12'-11" 174" 21'-4" 19'-7" 18'-6" 17'-3" 25 21'-0" 19'-1" 18'4" 16-9" 16-4" 14'-10" 14'-0" 12'-11" 23'-2" 21'-1" 19'-3" 17'-2" 140 21'-2" 19'-4" 1T-8" 15'-10" 16-7" 15'-1" 14'-0" 13'-3" 22'-5" 19'-5' 1T-8" 15'-10" 150 21'-T' 19'-8" 18'-7" 1T-0" 16-10" 16-4" 14'-6" 13'-5" 23'-10" 20'-10" 19'-0" 17'4" 11%11 20 22'-8" 20'-9" 19'-7" 18'-3" 17'-9" 16-2" 15'-2" 14'-1" 25'-1" 22-10" 20'-10" 18'-8" — - ____........................_ -_... --- - - .. ......_. ..............__ __.. 190 23'-0" 21'-0" 19-10 18'-6" 18'4" 16-4" 15'-5" 14'-4" 25'-5 23'-3" 21'-11" 19'-0" 25 24'-11" 22'-9" 21-5" 18-3" 19'-6" 17'-8" 164" 15-5" 27'-7" 24'-0" 21'-11" 18'-3" 140 24'-0" 21'-4" 19'-5" 17'--4" 18'-10" 17'-2" 16-2" 15'4" 24'-7" 21'-4" 19'-5" 17'-4" 150 24'-6" 22'-4" 20'-11" 18'-9" 19'-2" 1T-6" 16'-5" 15'-3" 26-0" 22'-11" 20'-11" 18'-9" 14" 20 25'-9" 23'-6" 22'-2" 19'-1" 20'-2" 18'-4" 17'-3" 16-0" 28'-5" 25'-1" 22'-11" 19'-1" 190 26-1" 23'-10" 22'-6" 19'-1" 20'-5" 18'-7" 17-6" 16-3" 28'-10" 26-4" 23'-11" 19'-1" --.._........._.._....------ --------_.-............................_.............._.................. -_.._..._.__._......................._._.__..._.._....._............. 25 28'--4" 26-10" 22'-11" 18'-4" 22'-1" 20'-1" 18'-11" 1T-6" 30'-5" 26'-4" 22'-11" 18'-4" 140 26-6" 22'-11" 20'-11" 18'-9" 20'-10" 19'-0" 1T-11" 16-8" 26-0" 22'-11" 20'-11" 18'-9" 150 27'-1" 24'-7" 22'-5" 19'-3" 21'-3" 19'-4" 18'-3" 16-11" 28'-5" 24'-7" 22'-5" 19'-3" 16" 20 28'-6" 26'-0" 24'-2" 19'-3" 22'-4" 20'-4" 19'-1" 1T-9" 31'-3" 2T-0" 24'-2" 19'-3" 190 28'-11" 26-5" 24'-2" 19'-3" 22'-8" 20'-7" 19'-5" 18'-0" 31'-11" 28'-11" 24'-2" 19'-3" 25 31'-4" 2T-10" 23'-2" 18'-6" 24'-6" 22'-3" 20'-11" 18'-6" 1 32'-9" 27'-10" 23'-2" 18'-0" • Table values based on residential floor loads of 40 psf live load and 10 psf dead load(12 psf Floor tile will increase dead load and may require specific deflection limits,contact Boise dead load for AJS®25 joists). Cascade EWP Engineering for further information. • Table values assume that 231 min.plywood/OSB rated sheathing is glued and nailed to joists. This table was designed to apply to a broad range of applications. It may be possible to • Table values represent the most restrictive of simple or multiple span applications. exceed the limitations of this table by analyzing a specific application with the BC CALL® • Table values are the maximum allowable clear distance between supports.Analyze multiple sizing software. span joists with BC CALC°sizing software if the length of any span is less than half the length of an adjacent span. Shaded values do not satisfy the requirements of the North Carolina State • Table values assume minimum bearing lengths without web stiffeners for joist depths of 16' Building Code. Refer to the THREE STAR table when spans exceed 20 feet inches and less. One-Hour Floor/Ceiling Assembly 2 FIRE ASSEMBLY COMPONENTS 1. Min.23/32-inch T&G Wood Structural Panels. A construction adhesive must be applied to the top of the joists prior to placing sheathing. The sheets shall be installed with their long edge perpendicular to the joists with end joists centered _ 2 over the top flange of joists and staggered one joist spacing with adjacent sheets. 2. AJS9 Joists at 24"o.c.or less. 3 3. Two layers'/"Type C or two layers%"Type X gypsum board SOUND ASSEMBLY COMPONENTS When constructed with resilient channels See the US version of the Boise Cascade Fire Design& Add carpet&pad to fire assembly: STC=54 IIC=68 or Installation Guide for specific assembly information and Add 3'/V glass fiber insulation to fire assembly: STC=55 IIC=46 or other fire resistive options or contact your local Boise Add /e an additional layer of minimum sheathing and STC=61 IIC=50 Cascade representative. 9'/"glass fiber insulation to fire assembly: Floor Framing w Additional roof framing details available with BC FRAMERS software NOTEWhen installing Boise Cascade EWP The illustration below is showing several suggested G AJSe blocking or 2x4"squash"block on each products with treated wood. applications for the Boise Cascade EWP products. side required when supporting a load-bearing use only connectors/fasteners It is not intended to show an actual house under wall above. that are approved for use with construction. the corresponding wood treatment. NO MIDSPAN BRIDGING IS REQUIRED FOR ALUOIST11 PRODUCT VERSA-LAM®header or an AJSe header. 11k"knockout holes at FOR INSTALLATION STABILITY, approximately 12"o.c. Temporary strut lines(1x4 min.)8'on are pre-punched. center max.Fasten at each joist with 2-8d nails minimum. Dimension lumber is not suitable for use as a rim board in ALUOIST11 floor systems. AJSI rim joist. ° See Floor Details page 5. See page 8 for allowable hole sizes , ® � and location. t � BOISE CASCADE"Rimboard. See pages 6 and 27 of the VERSA-LAM®LVL beam. ALLJOIST11 Specifier Guide. Endwall blocking as required per governing building code. For load-bearing cantilever details, see page 9. A1Se Blocking is required when joists are cantilevered. Web Stiffener Requirements See Web Small Gap: ,Stiffener � Web Nailing Schedule 4"min., Nailing 2"max. i ScheduleWeb 2"min,t chart /Width r AJS®Series Joist Depth Nailing 4"max. i r 140 Gap 150 9'h'— 11%" 3-10d 20 Clinch 190 14"— 16" 5-10d _ Nails 25 2"min.'1 —Tight Fit Web Stiffener 4"max._ required when concentrated loa NOTES exceeds 1000 lbs - Web stiffeners are optional except as noted below. Web stiffeners applied to Web stiffeners are always required for 18"and deeper AJS",joists at all bearing both sides of the joist web locations. Structural Panel -• Stiffener Web stiffeners are always required in hangers that do not extend up to support the top flange of the AJS Joist. Web stiffeners may be required with certain Minimum Thickness sloped or skewed hangers or to achieve uplift values. Refer to the hanger manufacturer's installation requirements. In No Minimum Web stiffeners are always required in certain roof applications. See Roof AJS9'Series Hanger Hanger Width Framing Details on page 7. • Web stiffeners are always required under concentrated loads that exceed 140/150/20/190 1" 1'/i' 25/16" 1000 pounds. Install the web stiffeners snug to the top flange in this situation. Follow the nailing schedule for intermediate bearings. 25 2x4 lumber(vertical) Web stiffeners may be used to increase allowable reaction values.See AJS° Design Properties on page 26 of the ASG or the BC CALC®software. c,sa _las"ac;c:E:'&'•ALLJ0151=;+nstailation:wide- E:19%2013 Floor Framing Details Additional floor framing details available with BC FRAMER°software END BEARING DETAILS I - AJs® AJSe rim joist. blocking. i \ . I [[ Dimension lumber I Nail BOIS Is not suitable for CASCADE- use asrimboard E Rimboard to with A15°Joists. AJS°Joists with Dimension lumber is not Blocking may be required Sd nail into suitable for use as rim perpendkular to wall, each flange. board with AIS*Joists. E consult design professional 02xledger. Use of AJS•rimjoist re vires 2x6 of record antl/or local building official - wall for minimum joist bearing j ■YIk� BOISE CASCADE' ---i One 8d nail �/ Rimboard Top Flange or Face Mount /each side at Joist Hanger 1 bearing Solid block all posts �g J Note AJS'floor from above joist must be to bearing designed to carry bearing minimum below. wall above when not Y bearing length € stacked over wall ` To limit splitting flange,start nails at least 11h" below. from end.Nails may need to be driven at an Blocking required underneath braced wall VERSA-LAM' angle to limit splitting of bearing plate. panels and shear walls,consult design professional of record. I N i E R M E D I ATE BEARING DETAILS_ AJS1 Joist Slope Cut Reinforcement �6 Detail below restores original allowable For load bearing wall above Blocking may be required,consult design professional t> bleSquasb Bbckilaticai Load[lb/ft] she value to cut end of AJS°joist.AJS° �r Stacked over wall below). of record and or local building official.( Joist shall not be used as a collar or rafter tension tie. Joist Spacing[in) ® Size 12 , 16 19.2 24 x 6 min.rafter.Rafr sail 2.4 4463 3347 2789 2231 n supportetl by ridge h Load bearing 2x6 7013 5259 4383 3506 "her upper bearing c wall above �i�[■ 6 -. f",6" (staekedover 1. Squashblocksaretobeinfullcontact � '�" -rax. } wall below) with upperfloorand lowerwall plate. - - - AIS* AJS1bloc Joist= \ Heel F";epth L 2. Capacities shown are fora double Depth blocking. 2x block. squash blocks at see Nail block with one SOd nail into each flange, or better, table below) Backer block Double AJS®Joist ®j 2x blocking required at bearing,not shown for clarity). (minimum 12" Connection Sheathing or H/. min.plywood/OSB rated sheathing as reinforce I wide).Nail with rimboard ment.Install reinforcement with face grain horizontal. Joist 10-10d nails Filler Block closure Install on both sides of thejoist,tightto bottom flange. Han er (see chart below Hanger ( ) AJS• �/4"gap between reinforcement and bottom of top flange. • blocking Apply construction adhesive to contact surfaces and • g fasten with 3 rows of min.10d box nails at 6"O.C. t required for Alternate nailing from each side and clinch. Web-61ler cantilever. Minimum Heel Depth Filler block.Nail �' Ill E with 10-10d nails Nailing 12" i End Wall Roof PHcb on-center Beadng 6/12 7/12 8/12 9/12 10/12 12/12 Backer block required where top flange I Connection valid for all For load bearing cantilever,see pages 9 , Joist hanger load exceeds 250 lbs j applications.Contact Boise Cascade and 10.Uplift on backspan shall be 2 r.4 435" 4/„” 4'a' 4°." 4V." 4/." Install ti to to flan a EWP Engineering for specific conditions. 2 x 6 3%k 3%,"" 2s/„' 234" 2%„" 2'ti" [ tight p nge- g Pe considered in all cantilever designs. LATERAL SUPPORT AJS®Joist to support: WEB STIFFENER REQUIREMENTS • AJS®Joists must be laterally supported at the ends - 2-8d nails,one on each side of the web,placed See Web Stiffener Requirements on page 4. with hangers,AJS®rim joists,rim boards,AJS° 1%inches minimum from the end of the AJS®Joist blocking panels or x-bracing. AJS®blocking panels or to limit splitting. PROTECT AJSc JOISTS FROM THE WEATHER x-bracing are required at cantilever supports. SheathingtoAJS®joist,rimjoist,blocking: AJS'Joists isintended only for applications that • Blocking maybe required at intermediate bearings for - Prescriptive residential floor sheathing nailing requires provide permanent protection from the weather. floor diaphragm per IRC in high seismic areas,consult 8d common nails @ 6"a.c.on edges and @ 12"o.c.in Bundles of product should be covered and stored off local building official. the field IRCTable R602.3(1).Closer nail spacing may of the ground on stickers. MINIMUM BEARING LENGTH FOR AJSa'JOISTS be required per design professional of record. AJSa RIM JOISTS AND BLOCKING • 1%inches is required at end supports. 3%inches is - 14 gauge staples may be substituted for 8d nails if required at cantilever and intermediate supports. the staples penetrate at least 1 inch into the joist. Vertical Load • Longer bearing lengths allow higher reaction values. - Wood screws may be acceptable,contact local Transfer Capacity Refer to the building code evaluation report or the building official and/or Boise Cascade EWP Joist Depth (pif) BCCALC software. Engineering for further information. -.... NAILING REQUIREMENTS 9%, 1875 -"" • AJS®rim joist,rim board or closure panel to AJS® BACKER AND FILLER BLOCK DIMENSIONS Joist: 11�/s" 1680 - Rims orclosure panel 11/4 inchesthickand less: I Backer Block 2-8d nails,one each in the top and bottom flange. AJS°Series 1 Thickness Filler Block Thickness 14" 1500 - AJS°140/150/20/190 rim joist:2-16d box nails, 140 16" 1340 one each in the top and bottom flange. 150 1%"or two 2x + "wood panel AJS°25 rimjoist Toe-nail top flange to rimjoist 20 wood panels — 1)Web stiffeners required at each end of blocking panel. with 2-10d box nails,one each side of flange. 190 Distance between stiffeners must be less than 24". • AJS®rimjoist,rim board or AJS®blocking panel to 25 2x lumber Double 2x_lumber support: • Cut backer and filler blocks to a maximum depth equal - When used for shear transfer,follow the building- 8d nails at 6 orches center. to the web depth minus 1/4"to avoid a forced fit. designer's specification. • For deeper AJS®Joists,stack 2x lumber or use multiple pieces of 3/4"wood panels. ":..;...I CASTe'Installation Guide"08129,2013 Roof Framing AJS° Rafters Additional roof framing details available with BC FRAMERS software 17 The ridge must be supported FOR INSTALLATION STABILITY, VERSAng w LVL beam or to Temporary strut lines-(1.x4 min.) -- —�- load-bearing wall. 8 ft.on center maximum.Fasten Blocking or other lateral at each joist with two 8d nails minimum. support required at end _ supports. 0 When installing Boise Cascade EWP products with treated wood,use only connectors, (/ fasteners that are approved for use with the Blocking not corresponding wood treatment. shown for clarity. AJS®Rafter Header Multiple AJS11 Rafters may be required. SAFETY WARNING DO NOT ALLOW WORKERS ON AJS'a JOISTS UNTIL ALL HANGERS,AJS- SERIOUS ACCIDENTS CAN RESULT FROM INSUFFICIENT ATTENTION TO RIM JOISTS,RIM BOARDS,AJS1'BLOCKING PANELS,X-BRACING AND PROPER BRACING DURING CONSTRUCTION. ACCIDENTS CAN BE AVOIDED TEMPORARY 1x4 STRUT LINES ARE INSTALLED AS SPECIFIED BELOW. UNDER NORMAL CONDITIONS BY FOLLOWING THESE GUIDELINES: • Build a braced end wall at the end of the bay,or permanently install The ends of cantilevers must be temporarily secured by strut lines on the first eight feet of AJS'Joists and the first course of sheathing. As both the top and bottom flanges. an alternate,temporary sheathing may be nailed to the first four feet of Straighten the AJS°Joist to within%inch of true alignment before AJS11 Joists at the end of the bay. attaching strut lines and sheathing. • All hangers,AJS9 rim joists,rim boards, AJS blocking panels,and Remove the temporary strut lines only as required to install the x-bracing must be completely installed and property nailed as each permanent sheathing. AJSt Joist is set. p g' • Failure to install temporary bracing may result in sideways buckling or • Install temporary 1 x4 strut lines at no more than eight feet on center as roll-over under light construction loads. additional AJS Joists are set. Nail the strut lines to the sheathed area, or braced end wall,and to each AJS°Joist with two 8d nails. AJS'Ceiling Joist with Bevel End Cut(For Limited-Access Attics Only) Joist End 101,6111 AJS Joist shall not be used as collar/tension tie. Roof rafter shall be Minimum Depth 2 x 4 2 x 6 supported by ridge beam or other upper bearing support. Heel 9is' 2%" 1'h" Plywood/OSB Sheathing or Rafter Strut Roof Rafter Depths 117/8" 3'f" 21/d' 1x4 Nailer @Max.4'-0"o.c. Ceiling Loads: 14" 4'/2" 3'h" Minimum Heel Depth Live Load=10 psf Notes: (See table at right) Dead Load=7 psf 1)Detail is to be used only for ceiling joists with no 12 2X Blocking access to attic space. Min.6 " 91/2".IVA",14"or 16" Web 2)Ceiling joist must be designed to carry all roof load " AJS1 Series Ceiling Joist Filler transferred through rafter struts as shown. 4 24"o.c.Maximum3)AJS ceiling joist end reaction may not exceed 550 pounds. 3%"Minimum Bearing 4)Minimum roof slope is 6/12. (2x4 Wall)Each End 5)Nail roof rafter to AJS®top flange with 1-16d sinker Maximum Span Lengths Without Roof Loads or box nail. 91h"AJS°'140,150,20,190,25 19'-6" 6)1x4 nails shall be continuous and nailed to an end wall braced to the roof diaphragm. 117/8"AJS®140,150,20,190,25 22'-0" 7)Install a 24"long web stiffener on each side of 1a4"AJS®tao,tso,20,19tso,25 24'-s" AJS9Joist at beveled ends. Nail roof rafter to AJSe If roof loads transfer to ceiling joists through struts,analyze with BC CALL® Joist per building code requirements for ceiling joist software,not exceeding end reaction limit stated in Note 3(see right). to roof rafter connection. Roof Framing Details Additional roof framing details available with BIC FRAMER®software Rimboard VERSA-LAM"blocking. 2x beveled plate for slope iOd nails- 2x4 one side for 1.35 PLF max. Ventilation"V"cut at 6"o.c. 2x6 one side for 240 PLF max. greater than 1/4/12 1/3 of length,Y2 of depth R b d V VER� I*n2x4 on 'm oar Ventilation a"s 2 X6 on "3 of length, o.c Backer block. Thickness per i 2x4 x corresponding blocking AJS6 series. 2x block for soffit port AJSO blocking support. Max. 2'-6 Holes cut Flange of AJSO Joists may be birdsmouth cut only at Simpson VPA or USP TMP connectors or equal can I 4'-0"'horiz. for ventilation. the low end of the joist Birdsmouth cut AJSO joist be used In lieu of beveled plate for slopes from I must bear fully on plate,web stiffener required each 3/12 to 12/12. 2'-6"horiz. side.Bottom flange shall be fully supported. Z_ a �G i Backer block Rimboard VERSA-LAM®blocking. Ventilation"V"cut: (minimum 12"wide). 1/3 of length,1/2 of depth Joist Nail with 10-iOd nails. Hanger Rim boa rd V /3 / Ventilation of Flange I.v Tight ftt e nge of AJS*Joists may be DO NOT bevel-Cut joist M Fla for birdsmouth cut only at the beyond inside face of wall,except Ity.0 liller block.Nail stability. low end of the joist. for specific conditions in details BI with 10-10d nails. shown on pages 6 and 15 of the Birdsmouth cut AJS6 Joist if m, must bear fully on plate,web ALLJOIST*Specifier Guide. stiffener Backer block required where top flange m stiffener required each side. joist hanger load exceeds 250 lbs. 7-6- a.." Install tight to top flange. Simpson or USP LSTA24 Simpson or USP LSTA24 strap where slope AJSOBlocking: exceeds 7/1.2(straps maybe required for low., L Double joist may be required strap,nailing p r //-Row on each slopes In high-wind areas). Nailing per governing L when L exceeds rafter governing build�,ng code. side of ridge building code. spacing. (2'- or alternate. many Blocking as required. Holes cut for or alternate. 47 Holes ventilation. VERSA-LAM* Nail outrigger 0 LVL support beam. through AJS1 web. ERSA-LAM* 2"x outrigger LVV L support notched around AJS9 beam. Beveled web stiffener top flange.Outrigger on each sidespacing no greater i Double-beveled plate,connect to ridge . End Wall. than 24"on-center. with 2 rows 16d nails at 12"o.c. Simpson LSSIJI or USP TMIJ hanger. LATERAL SUPPORT - AJS'1 Joist to support: WEB STIFFENER REQUIREMENTS • AJS®Joists must be laterally supported at the ends - 2-8d nails,one on each side of the web,placed - See Web Stiffener Requirements on page 4. with hangers,AJS®rim joists,rim boards,AJS® 1%inches minimum from the end ofthe AJS®Joist blocking panels orx-bracing. AJS1 blocking panels or to limit splitting. PROTECT AJS"JOISTS FROM THE WEATHER x-bracing are required at cantilever supports. - Sheathing to AJS®joist,rim joist,blocking: AJS`1 Joists are intended only for applications that • Blocking may be required at intermediate bearings for Prescriptive residential roof sheathing nailing provide permanent protection from the weather. floor diaphragm per IRC in high seismic areas,consult requires 8d common nails @ 6"o.c.on edges Bundles of AJS*Joists should be covered and stored local building official. and @ 12"o.c.in the field IRC Table R602.3(1). off of the ground on stickers. Closer nail spacing may be required per design MAXIMUM SLOPE MINIMUM BEARING LENGTH FOR AJS'JOISTS professional of record. - Unless otherwise noted,all roof details are valid for * 1%inches is required at end supports. 3%inches is :or 8d nails if 14 gauge staples may be substituted I slopes of 12 in 12 or less. required at cantilever and intermediate supports, the staples penetrate at least I inch into the joist. * Longer bearing lengths allow higher reaction values. Wood screws may be acceptable,contact local VENTILATION Refer to the building code evaluation report or the building official and/or Boise Cascade EWP The 1%inch,pre-stamped knock-out holes spaced BC CALC®software. Engineering for further information. at 12 inches on center along the AJS®Joist may BACKER AND FILLER BLOCK DIMENSIONS all beknockedoutand used for cross ventilation. NAILING REQUIREMENTS Deeperjoists than what is structurally needed may • AJSO rim joist,rim board or closure panel to AJS6'Joist: Badw Block Flift Block Thickness be advantageous in ventilation design. Consult local - Rims or closure panel 11/4 inches thick and less: AJS*Sefts Thickness 140 building official and/or ventilation specialist for 2-8d nails,one each in the top and bottom flange. specific ventilation requirements. - AJSO 140/150/20/190 rim joist:2-16d box nails, 150 11/8"or two%" 2x +%"wood panel 20 wood panels - BIRDSMOUTH CUTS one each in the top and bottom flange. 190 AJS11 Joists maybe birdsmouth cut only at the low - AJS®25 rim joist:Toe-nail top flange to rim joist 25 2 x_lumber Double2x-lumber end support. AJS"Joists with birdsmouth cuts may with 2-10d box nails,one each side of flange. cantilever up to T-6"past the low end support. The • AIS®rim joist,rim board or AJS'1 blocking panel Cut backer and filler blocks to a maximum depth equal bottom flange must sit fully on the support and may to support: to the web depth minus 1/4"to avoid a forced fit. not overhang the inside face of the support. High - 8d nails at 6 inches on center. For deeper AJS®Joists,stack 2x lumber or use multiple end supports and intermediate supports may not be birdsmouth cut. - When used for shear transfer,follow the building pieces of 3/4"wood panels. designer's specification. AJS° Joist Hole Location & Sizing AJS11 Joists are manufactured with 11/2" round perforated knockouts in the web at approximately 12"on center Minimum spacing-2x greatest dimension D of largest hole(knockouts exempt) D DO NOT (see table below) ( (see table below) cut or notch , flange i DO 6 cut in web area No holes(except knockouts) A 1�/2"round hole may be as specified allowed in bearing zones cut anywhere in the web. Do not cut holes Provide at least 3"of larger than 1%' clearance from other holes. round in cantilevers. Minimum distance from support, listed in table below, is required for all holes greater than 1'/z' Select a table row based on joist depth and the actual joist span rounded up to the nearest table Round Hole Diameter[in] 2 3 4 5 6 61/ 7 8 8-1/8 9 10 11 12 13 span. Scan across the row to the column headed by the Rectangular Hole Side[in] - - 2 4 6 6 - - - - - - - appropriate round hole diameter or rectangular hole side. Use 8 2'-0" 12'-5" Z-111"' 3'-5"^3'-10" 4'-0" 1 i the longest side of a rectangular hole. The table value is the Any Span i —�_ closest that the centerline of the 9/z I �ft� 12 3'-0' 3'-8" 4'-5" 5'-1" 5'-10" 6'-0" j I _ hole may be to the centerline of Joist __-___.._..,___.. _._ _ the nearest support. r16 4'-0" 4'-11" 5-11 6'-10" 7'-9" 8'-0" ] The entire web may be cut out. DO NOT cut the flanges.Holes Round Hole Diameter[in] 2 3 4 5 6 6'/z 7 8 8'/a 9 10 11 12 13 apply to either single or multiple joists in repetitive member Rectangular Hole Side[in] - ) 2 3 4 5 7 8 - conditions. - -- -------� --- ---=---- ------ ^T • For multiple holes,the amount 8 1'-0' V-5" 'V-10". 2'-Y 2'-8 2'-11' 3-1" T-6" 3'-11 of uncut web between holes must equal at least twice the diameter(or longest side)of the Any 12 1'-5' 2'-1" 2 9" 3-5' 4'-0' 4'-4" 4'-8" 6-4" 5'-11" largest hole. 11'/e Span _ Joist [ft] 1'W'round knockouts in the web 16 1-11 2'-10" T-8" 4 6' , 5'-5" 5'-10" 6'-3" 7'-1" 17'-10"J . i may be removed by using a _......__. — T— short piece of metal pipe and 20 2-5' 3-6" 4'-7" 5'-8" 6'-9-7'-3" 7'-10";81-111, 9'-10" j hammer. • Holes may be positioned verti- Round Hole Diameter(in] 2 3 4 5 6 6'/ 7 8 8'/n 9 10 11 12 13 tally anywhere in the web. The _.._ joist may be set with the 1%" E Rectangular Hole Side[in] - 2 3 3 5 6 6 8 9 knockout holes tumed either up or down. 8 1'-0" 1'-1" 1'-2" 1-4" j 1'-8" `1'-11" 2'-1" 2'-6" !2'-10" 2'-11" 3-4" 3-9" This table was designed to apply to the design conditions 12 1'-0" 1'-1" V-4" 2'-0" 2'-7" 2'-11' : 3'-2" 3 10" 4'-4' 4'-5" 5'-0" 5'-7 I covered bles elsewhere in this publication. Use the Any ( Span l BC CALC®software to check 14" IN 1'-0' 1'-1" (1'-10" 2'-8 3'-5" 3'-10' 4'-3" 5-1" 5'-9" 5'-11' 6'-8" 7'-6" other hole sizes or holes under Joist _.__.__. __. _.. ...i other design conditions. It may 20 1'-0' . 1'-3" 2'-4" 3'-4" 4'-4' 4'-10' 5'-4" 6-4" T-3" 7'-4" 8'-5 9'-5" be possible to exceed the limita- tions of this table by analyzing -------------- i a specific application with the 24 1'-0' 1'-7" 2'-9" 4-0' 5-2' 5-10" 6'-5" T-8" , 8'-8" 8'-10' 10'-1" 11'-Yl BC CALC®software. Round Hole Diameter[in] 2 3 4 5 6 6'/: 7 8 8% 9 10 11 12 13 Rectangular Hole Side[in] - - - - - - 2 3 5 5 6 8 9 10 8 1'-0" 1'-1" 1'-2" 1'-2" 1'-3" 1'-3" 1'-3" 1'-8" 2'-0" 2'-1" 2'-5" 2'-10" 3'-2" 3'-7" 12 1'-0" 1'-1" 1'-2" 1'-2" 1'-4" 1'-8" 1'-11" 2'-6" 3'-0" 3'-1" 3'-8" 4'-3" 4'-10" 5'-5" Any 16" Span 16 1'-0" 1'-1" 1'-2" 1'-2" 1'-10" 2'-2" 2'-7" 3'-4 4'-0" 4'-2" 4'-11" 5'-8" 6'-5" 7'-2" Joist A 20 1'-0" 1'-1" 1'-2" 1'-4" 2'-3" 2,-9" 3'-3" 4'-3" 5'-1" 5'-2" 6'-2" 7'-1" 8'-1" 9'-0" 24 1'-0" 1'-1" 1'-2" 1'-7" 2'-9" 3'-4" 3'-11" 5'-1" 6-1" 6'-3" 7'-4" 8'-6" 9'-8" 10'-10' s AJS®190 Joist Depth AJS®140 Joist Depth :r ___"_.. _................"..._."_.._.._.. _... ............. __.._.. ................,_.-_._..---..-.._..__-_______ ...... ._.... .._....__ In ___ __.... in __.._ C, 16" 14" 11%' 9%' Joist Series 16" 14 11%" 9%' Joist Series N. A W W W W W N N N A W W W W W N N N A W W W W W N N N A W W W W W N N N Roof Truss A W W W W W N N N A W W W W W N N N A W W W W W N N N A W W W W W N N N R00f TRUSS Omm A N O mm.A. Omm A N0mm A O m m A NOmmA OMmAN O W0) San ft Om m A N 0 m mA 0m m A N OODmA O m m A NONm A Om mA N OOD m A San ft IT] - 0 0 0 0 0 0 0 O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O.0 0 0 0 O O:OO 0 0 0 0 0 0 XX.� (n In 0 0 0 0 0 0 O O O S 0 0 0 0 0 O O 0 0 0 0 0 0 0 0 0 0 0 N N »0 0 0 0 O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O O I X X-+ -+ -+ O O O O � � N O w O X X X Or 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0€� -` 0 0 0 0 0 OIX X X X X X-` O VVV//J77JJJ(((nnn CCC< < VVVVVV»>>>> C C _ C C G ffffff������ C EE N _ 0 �.0-`.-+.-+ -+���..G O x X X x N.-�-� -` <X.X x x.X X X X.N X.XX X X X-` -' O X.X.X Xx X X X.X N J �- = [n fn fn U1[n(n V) N(((///»>. U) A o 0 0 O O O O O . -` . C O O O CO G G G G G O O O --` (Cn C�n 0 O X X N -` -` -` -+ O O X X X X X X X N N N « G O O O O -` 0 0 0 0 X X X X-�-' -' O O X X X X X X X X X N N \\tmm�{JJ J O IX- jnnn(V!n>VVVVVVfllllll((/n)f ((((nnnn� X X X X X X X XXX X N X X X X X X X X X d ((((nnnnX((((((nnnnnnX((((((���jnnn UUUUUUf111)11(((((nnnnn' X X X X X -` X X X XXX X X X X X X X X X X X X d N AJS®25 Joist Depth AJS®150 Joist Depth r in in 16" 14" ill/." 9Yi' Joist Series 16" 14" 11'/e" 9'/z' Joist Series 0 A w W W W N N N A W W W W W N N N A W WW W W N N N A W WW W W N N N Roof TRUSS AW W W W W N N N A W W W W W N N"14 W W W WPN N N A W W W W W N NN Roof Truss O M.m A N O m m A O N m A N 0 m m A O m m A N 0 m m A 0 OD m A N O Oo m A .S an ft O OD m A N 0 OD m A O m m A N 0 OD m A 0 m m A N O CO m A 0 M m A N0 CO m A San ft W G®. 0 0 0 0 0 0 0 0,0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.0 0o N N oa 0 0 0 �W„ 0 0 0 0 0 0 0 0 0l0 0 0 0 0 0 0.0 0 0 00 0 0 00 0_IX X X X N N -+ --` - A `1 0 OIO 0 0 0 0 0 0 0 OWN - 0 CL -` 0 0 0 0 �• O W O �o o � r �� N n N (> O 3 X X X N N N-- O XX X X X.X X X.X ,Np, �.�..0�-` pjx X X N �. -`.OIX X X X.x X X x.N A ' T�; 00 0 0 O O O 0 0 O O O 0 0 0 - - 0 0 0 0 0 0 X X NN--`-` -` O O X X X X X X X X N N N -` -� g�g O O O X N N -+ -+ -• - O O I X X X X X X X N -+ i ^S << M Cf)UU11 ((nom N J X- - - -����X X X X - - �g X.X.X.X X X x- -I I x X X X X X X X X A 35 m�� oZ AJS 20 Joist Depth = ,V in d C D oa s X c }C ra Cn o 16" 14" 11%" 9%' Joist Series o _ ((DD ro N - �'�(0(D(D-a (D O. Q O _ ro ro d O S A A W W W W W N N N A W W W W W N N N A W W W W W N N N A W W W W W N N N ROOF T(USS O. n d 7 O N N N C 2-' O m m A N 0 m m A O m m A N 0 OD m A 0 OD m A N O m m A O m m A N 0 00 m A Span ft J c n c1 �n (DQ �M d (DD �N(0 j 0= N ry o 0 0 0 0 0 000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 � _ �� O a Q �C) ID N D0 0 U U co '� 111 000000000000000000000000000N» 00000 � �_ �'� A 3 CO mD p crno ro°?3r� ro o ss( 5 N D 0 0 �'� "� >0 nAro ro ro m (D 7N O 7 �� 01-0() N N N ® O O O (c(n (O �O_ 3 6- yro o f /� v m c c ca (n < N d G� O O Z7�0 O N N C W cn cn�0 0 0 0 0 0 �0 0 0 0 0 0 � � O O O O O O X X X N N N � �O N n ro 7 N -I O (D r _ p (D aro pro` _ ^' a3 ITi ���`<��� o � � , oXXXX - - - �XxxxxxxxN ^ a Q O C o O N O cn d O (CD o 01(n U1 U)(n V) (n t' 6 CD N p N 'D 3 9-p(D S Z7 a. Q. y .< 0 7 cn a O O' —N D7 ro 0 0 O O O O O 0 0 0 0 0 0 0 0-+ -+-+ 0 0 0 0 0 0 X X N N N-+ -+ O �� N O 7'� (n O <<<<<<<<<<CC <<<<..<< N N N N a c)(O N ro �_ O O <G«« O O O -�-+ «< O O O X N N 0 0 X X X X X x N N N m (" fD .(D N N (n Cl)V1(n U)U) (nn(n(n N (� (D A (O N N ro X- --` --` -cn U)cf)�x x x X- -+ gx xxXXX X N - X X xxx XXxx A � Reinforced Load Bearing Cantilever Detail PLYWOOD/OSB REINFORCEMENT (If Required per Table on page 9) 23/32^min.plywood/OSB or rimboard closure.Nail with blocking Joist 23 /3z'Min.x 48"long plywood/OSB gd nail into each flange. J blocking rated sheathing must match the full / required for depth of the AJS8 Joist. Nail to the cantilever Roof Span -.—2'-^ AJSe Joist with 8d nails at 6"o.c. and nail with 4-8d nails into backer Structural Panel block.When reinforcing both sides, reinforcement stagger nails to limit splitting. Install with horizontal face grain. T '— 2'-0^ ^These requirements assume a "••` 100 PLF wall load and apply to AJS,' Joists.Additional support may be • The tables and details on pages 9 and 10 indicate the required for other loadings.See e of reinforcements,if an that are required for load- BC CALC software. 2'-0^ type y' q Backer block bearing cantilevers up to a maximum length of 2'-0". Contact Boise Cascade EWP Cantilevers longer than 2'1 cannot be reinforced. Engineering for reinforcement 2'-0^ However,longer cantilevers with lower loads requirements on AJSe Joist depths may be allowable without reinforcement.Analyze greater than 16". Uplift on back span shall be specific applications with the BC CALCI'software. considered in all cantilever designs ricl ;Ledge Load Bearing gCant�l r r ' Brick Ledge With Blocking Panels (a Brick Ledge Without Blocking Panels Load bearing wall. 12"min.length of 23/32" plywood/OSB reinforce- BOISE CASCADE® ment nailed to top and Provide full Rimboard. bottom flanges. depth blocking Brick between joists. wall. 5"max. 1, 31h"min. Edge of hole shall be a (� 2x10 sill plate for 2x6 wall, min.of 3"from end of 2x8 sill plate for 2x4 wall. blocking panel. 3Load bearing wall. Notes: Notes: 1.Use 23/32'min plywood/OSB rated (8d)nails at 3"on center except 9'/2" 1.Use 23/32"min plywood/OSB rated (8d)nails at 3"on center except 9'/a" sheathing.Install full depth of joist joists,install nails at 2'/2"on center. sheathing.Install full depth of joist joists,install nails at 21/2"on center. with face grain parallel to joist. 2.Provide full depth blocking with face grain parallel to joist. 2.See page 5 for joist and rimboard Plywood reinforcement to bear fully between joists. Plywood reinforcement to bear fully connection details. on wall plate.Nail plywood to top 3.Edge of hole shall be at a minimum on wall plate.Nail plywood to top and bottom joist flanges with 2%' of 3"from end of blocking panel. and bottom joist flanges with 21/2' Roof Roof Live Load(psf) Joist Truss 20 psf 30 psf 40 psf 1 50 psf Brick Ledge Depth Span Joist Sp acin O.C. Reinforcement Table (inches) (ft) 12" 16" 19.2" 12" 16" '19.2" 12" 16" 19.2" 12" ' 16" 19.2" 24' 0 o 0 0 0 1 0 1 1 0 1 1 Table Design Assumptions 26' 0 0 0 0 0 1 0 1 1 0 1 2 28' 0 0 0 0 0 1 0 1 " 1 0 1 2 Roof Loading: 15 psf dead load plus 9h" 30' o 0 0 0 0 1 0 1 1 1 1 2 a 100 PLF wall self-weight, in addition 32' o o 1 0 1 1 0 1 2 1 2 2 to roof live load shown. Maximum 2'-6" 34' 0 0 X o X X o 1 x 1 2 x 36' o x x o x x 1 x l x f x X overhangs assumed on roof trusses. 24' o o 0 0 0 0 0 0 0 0 0 1 Floor Loading:40 psf live load plus 26' o 0 0 0 0 0 0 0 0 0 0 1 10 psf dead load, backspans not to 28' o 0 0 0 0 ' o o ' 0 1 0 1 ' 1 P P 11'/8' 30' o 0 0 0 0 0 0 0 1 0 1 1 exceed maximum floor spans shown on 32' 0 0 0 0 0 0 0 0 1 0 1 1 page 3. 34' 0 0 0 0 1 1 0 1 1 0 1 1 36' 0 0 0 0 1 1 0 1 1 0 1 x KEY TO TABLE: 24' 0 0 0 0 0 0 0 0 0 0 0 0 0 = No Reinforcement Required 26' o o 0 0 0 0 0 0 0 0 0 0 1 = Reinforcement Required One Side of Joist 28' 0 0 0 0 0 0 0 0 0 0 0 1 14" 30' o 0 0 0 0 o 0 0 0 0 0 1 2 = Reinforcement Required Both Sides of Joist 32' o 0 0 0 0 0 0 0 0 0 0 1 x = Use Deeper Joists or Closer Spacing 34' 0 0 0 0 0 0 0 0 1 0 0 1 36' 1 o o 0 I o o 0 I o o 1 0 1 x Boise Casaoe E.VVT-'•ALL.J^IST.-Installation Gude•€;E:19:2013 Non,-L. , Bearing Wall Cantilever Details AJS9 Joists are intended only for applications that Fasten the 2x8 minimum to the AJS®Joist by nailing through the backer block provide permanent protection from the weather. and joist web with 2 rows of 1 od nails at s"on center.Clinch all nails. 0 AJS6Joist blockingsWood backer block 2x Closure ee Wood Structural page 6 o/Guide 2x8 minimum 6 Specifier Guide A15 Joist Panel Closure , /blocking — f . . . . Section View Drywall Ceiling or Minimum I%Tines Back Span Maximum ` Wood Structural .. Panel Soffit Cantilever Length Back Span' Back Span Maximum i Nott t to exceed 4'-0" 3�h" • bearing /a Back Span These details apply to cantilevers with uniform loads only. Not to exceed 4'-0^ • It may be possible to exceed the limitations of these details by analyzing a specific application with the BC CALC"'software. Large Rectangular Holes in AJS° Joists r .� mr Hole size table based on maximum uniform load of 40 psf live load and 15 psf dead load, at maximum spacing of 24"on-center. Single Span Joist Multiple Span Joist Maximum Hole Size r—See Max Hole S¢e on hole 1 Chart for Joist Depth Joist Simple Multiple holeok g See MaxMaz Hole Size on 1hJoist Span r Minimum 2x diameter/ Depth Span Span ��%Joist—.- / Chart joist Depth lh Joist—_I width of largest hole San Soon I 91�" 6"x 12" 6"x 7„ .......... ....... 8"x 13" 8"x 8" Simple Span Joist 6'-0'Min 14" 9"x 16" 8"x 13" Multiple Span Joist 1.2'-0'Min I Multiple Span lout 12'-0'Mint - Notes: 10"x 14" 9"x 11" Additional holes may be cut in the web provided the meet Larger holes may be possible for either Single or v d v 1r'x 1s° 10"x 1a° Multiple an joists-, use BC CALCO sizing software the specifications as shown in the hole distance chart shown 16" - P p 1 g above or as allowed using BC CALC6 sizing software. 12 x 15 11"x 12" for specific analysis. AJS® Jo1sts Connection Details Connection on Steel Beam Connection with Hanger Hanger Connections to AJS Headers on Steel BeamBacker blocks shall be at least 12"long per hanger. Attachment of nailer per Nails shall be clinched when possible. design professional of record. Verify capacity and fastening requirements Attachment of of hangers and connectors. nailer per design professional of Backer record. Block 1/4"to 2" gap Steel beam. 'Top Mount" "Face Mount" Backer block shall Backer block shall I Backer block be tight to bottom be tight to bottom optional. of top flange with of top flange with 01/4"to 2"gap at top 1/4"to 2"gap at top Steel beam. of bottom flange. of bottom flange. Boisk ascade FLAP•Ai_t..OJST"Installation Guide-C)8!29,2()!3 13011E CASCADE® Rimboard BOISE CASCADE° Rimboard Product Profiles itU. �r 91/211 117/8" 14" 16" 11/8" 1" 15/1s' 13/411 BOISE CASCADE® BOISE CASCADE® VERSA-LAM® VERSA-LAM® RIMBOARD OSB RIMBOARD* 1.41800* 2.0 3100* *18—24 inch deep rimboard are special order products, contact local supplier or Boise Cascade representative for product availability. Perpendicular 0 Parallel G See chart for vertical load capacity. See chart for vertical load capacity. 1h"dia through bolts (ASTM A307 Grades A&B, SAE J429 Grades 1 or 2, or higher)with washers and nuts or 1k"dia lag Exterior screws(full penetration) wood sheathing 350 Ib capacity for 1Ys"&thicker rim, 300 Ib capacity for i"rim,per fastener Treated Ledger- , • useonyfastener 1 • that are approved to - • • , use with correspond r;: • woad treatment. • BOISE CASCADE®Rimboard t Design of moisture conrol Min. 8d nails at 6"o.—per IRC. by others(only structural Connection per design professional of Min. 8d nails at 6"o.c per IRC. components shown above) For information regarding record's specification for shear transfer. Connection per design professional offloot mspe connection of exterior decks t. record's specification for shear transfer. interior Bois systems per the 2009cerin IRC,section 502.2.2.3. contact Boise Cascade EWP Engineering. BOISE A RADE® Jrnr,boarc R Vertical Load Capacity Specific Allowable Design Values Product Uniform[plfl Point Ib Gravity 18"& 22"& 18"& ??"& for Modulus Compression 16" 20" 24" 16" 20' 24" Maximum Floor Diaphragm Lateral Flexural of Horizontal Perpendicular Depth Depth Depth Depth Depth Depth Lateral Capacity Nail Stress Elasticity Shear to Grain &Less &Less &Less &Less &Less &LessPb/ft] Design Ib/in IbAn _[[bring Iblin 1"BOISE CASCADE® RIMBOARD(2)&® 3300 1650 1650 3500 3500 3500 180 0.5 Limited span capabilities,see note 2 1 BOISE CASCADE. RIMBOARD OSB rs 1h"BOISE CASCADE® 4400 3000 3000 3500 3500 3500 180 0.5 Limited span capabilities,see note 2 RIMBOARD OSB p _._.............._._ _ — --.1..— _-.—. Permitted per buflding code for 15/4' all nominal 2'thick framing blocked VERSA-LAMB 1.4 1800(') 6000 5450 — 4450 4450 — and unblocked diaphragms 0.5 1800 1,40D 000 225 525 -----.____._—. -- (4"nail spacing&greater) Permitted per building code for 1°1, 5700 4300 — 4300 3900 — all nominal T thick framing blocked 0.5 2800 2,000,000 285 750 VERSA-LAMO 2.0 3100(') and unblocked diaphragms (4'nail spacing&greater) Closest Allowable Nail Spacing-Narrow Face[in) Notes 10d,12d 1. Per ICC ESR-1040. Product 8d 8d 10d&12d 16d Common&j 16d 2, See Performance Rated Rim Boards, Box Common Box Box 16d Sinker Common APA EWS#W345K for further product 1"BOISE CASCADE® 3 3 information. RIMBOARD rel 1"or 1Y."8011E CASCADE® 3. Not all products and depths may be RIMBOARD OSB al 3 3 See note 2 for nailing information available,check with Boise Cascade representative for product availability. Vh6'VERSA-LAM'1.41800 ial 3 3 3 3 4 6 13/."VERSA-LAMB 2.0 3100 'l 2 3 3 3 4 6 s:;ade EIWT-1•PILL 0IS., lnsuallatlon Guioe-06119/2013 AJS° Design Properti End Reaction[lbs] Intermediate Reaction[Ibs] AJS® Moment Shear 1'/i'Bearing 3'/2' Bearing 3Y� Bearing 5'/. Bearing Joist Depth Weight M EI x 106 K x 106 V -1F.,............. Series inches If ft-16s) Ib-ins Ibs fibs] No WS"' WSh' No WSM WS No WSM) WS(2) No WS()I WS(2) [inches] [pJ { J [ l [ J [ J 9'/1 2.2 2450 182 5.2 1160 950 1240 : 1175 1480 2350 1 2450 2350 2450 AJS8 11'/8 2.5 3175 310 6.6 1490 955 1335 1215 1595 2390 2800 2390 2800 140 14 2.8 3825 457 7.8 1790 960 1420 1250 1700 2430 3130 2430 3130 16 3.1 4435 623 9.0 i 2065 970 1500 1285 1800 2465 3435 2465 3435 9'h 2.2 2820 194 5.2 1160 950 1240 1175 1480 2350 2450 '; 2350 2450 AJS® 1178 2.5 3650 331 6.6 1490 955 1335 1215 1595 2390 2800 2390 2800 150 14 2.84390 487 7.8 1790 960 1420 1250 1700 2430 3130 2430 3130 16 3.1 5090 664 9 0 2065 970 1500 1285 1800 2465 '. 3435 ' 2465 3435- 9'/ 2.5 3395 232 5.2 1160 950 1240 1175 1480 2350 ++ 2450 2350 2450 AJS® 11'/8 2.8 4400 394 6.6 1490 955 1335 1215 1595 2390 2800 2390 2800 20 14 3.0 5295 578 7.8 1790 960 1420 1250 1700 2430] 31_30 2430 3130 16 3.3 6140 786 9.0 2065 970 1500 1285 1800 2465 1 3435 2465 3435 9'h 2.5 3895 244 5.2 1160 'i_ 950 1240 1175 1480 2350 , 2450 2350 2450 AJS® 111/8 2.8 5045 414 6.6 1490 955 1335 1215 1595 2390 [ 2800 2390 2800 190 14 3.0 6070 608 7.8 1790 960 1420 1250 1700 2430 ¢ 3130 2430 3130 16 3.3 -7040 827 _9.0 2065 970 1500 1285 1800 2465 3435 2465 3435 9'h 3.1 5370 322 5.3 1160 950 1240 1175 1480 2600 '' 2850 2_600 2850 AJS® 111/8 3.4 6960 545 6.7 1490 955 1335 1215 1595 2690 3190 2690 3190 25 143.7 8380 798 7.9 1790 960 1420 1250 1700 2770 3500 2770 3500 16 ___ 3.9 9720 1082 9.1 2065 970 1500 1285 1800 2850 3800 mm2856 _..3800 NOTES: (1) No web stiffeners required. 0 _ 5W14 + w12 (2) Web stiffeners required. 384 EI K (3) Not applicable,web stiffeners required. • Moment,shear and reaction values based upon a load duration of 100% 4 = deflection [in] and may be adjusted for other load durations. w = uniform load[Ib/in] • Design values listed are applicable for Allowable Stress Design(ASD). 1 = Clear Span [in] • No additional repetitive member increase allowed. EI = bending stiffness[Ib-int] BUILDING CODE EVALUATION REPORT K = shear deformation coefficient[lb] - ICC ESR 1144(IBC, IRC) VERSA-LAM") Design \/Clues Allowable Allowable i Moment Allowable Allowable Moment I Width Depth I Weight Shear Moment of Inertia Width Depth Weight Shear Moment of Inertia Grade I in in Ib/ft Ib ft-!b in" Grade in in Ib/ft IbI Ift-Ib in' Q E Lo 1 3/2 1.5 998 776 5.4 5'/. 8.0 5237 6830 63.3 �- N 1'/s 5'/z 2.4 1568 1821 20.8 5'h 8.4 5486 7457 72.8 >GQ 7% 3.2 2066 3069 47.6 7'/. 11.0 7232 12566 166.7 3'/z 1.8 1164 1058 6.3 9'/. 14.1 9227 19908 346.3 5'/3 2.8 1829 2486 24.3 -- --- -- - 7'/. 3.7 2411 4189 55.6 91/ 14.5 9476 20937 375.1 9Y. 4.7 3076 6636 115.4 51/4 11'/. 17.1 11222 28814 622.9 9'/ 4.8 3159 6979 125.0 117/8 18.1 11845 31913 732.6 11'/. 5.7 3741 9605 207.6 0 14 21.3 13965 43552 1200.5 0 11'/ 6.0 3948 10638 244.2 co16 24.4 15960 56046 1792.0 14 7.1 4655 14517 400.2 a 18 27.4 17955 70011 2551.5 0 1 16 8.1 5320 18682 597.3 20 30.4 19950 85428 3500.0 18 9.1 5985 23337 850.5 Q 224 36.5 23940 120549 6048.0 24 12.2 7980 40183 2016.0 Q 9% 16.6 12303 26544 461.7 5'/2 5.6 3658 4971 X48.5 � _ Q 7'/. 7.4 4821 1 8377 111.1 j 9'/2 17.1 12635 27916 500.1 UJ ! 9'/. 9.4 6151 13272 2308 11% 20.2 38✓1 . .. .. .. 14963 38419 830.6 9/2 9.6 6318 13958 1 250.1 117/8 214 15794 42550 976.8 3,/ 11'/4 11.4 1 7481 19210 415.3 7 14 25.2 i 18620 58069 1600.7 117/8 12.1 7897 21275 488.4 _.m_.___...._. __.._ _....._._.... i ......... 1...._.... 16 28.8 21280 74728 2389.3 14 14.2 9310 29035 800.3 - 16 16.2 1 10640 37364 1194.7 18 32.4 23940 93348 3402.0 18 18.3 1 .46674 f 1701.0 20 36.0 26600 113904 { 4666 7 _.. 20 20.3 13300 56952 2333.3 24 43.2 31920 160732 8064.0 8,oise Casuade`-:lam-A I..L.E:>IS r Inctaliation.guide•ijg,29 2ii`.. h VERSA-LAM° Design Properties . y= 2 Equivalent Tension Compression Specific Gravity Modulus of Horizontal ? Parallel to Compression Perpendicular to for Fastener Elasticity. Bending Shear _ Grain^ Parallel to Grain Grain Design E(x 106 psi)i'I F (psl tzxal < F sl(2,,41 F z,ts) aI rotsl Design Property Grade b (P ) (psi) F�,l(psi) F 1(ps1� (SG) VERSA-LAMGBeams 2.03100 2.0 3100 285 2150 3000 750 0.5 VERSA-LAMS Studs 1.72650 1.7 2650 285 1650 3000 1 750 0.5 i I VERSA-LAM®Columns 1.82750 1.8 2750 285 1825 3000 750 0.5 1. This value cannot be adjusted for load duration. 5. Tension value shall be multiplied by a length factor,(4/L)"e where L= 2. This value is based upon a load duration of 100%and may be adjusted for other load durations. member length[ft]. Use L=4 for members less than four feet long. 3. Fiber stress bending value shall be multiplied by the depth factor,(12/d)'re where d=member 6. Stress applied parallel to the gluelines. depth[in]. Design properties are limited to dry conditions of use where the 4. Stress applied perpendicular to the gluelines. maximum moisture content of the material will not exceed 16%. Multiple Member Connectors Side-Loaded Applications" Designing Connections for Maximum Uniform side Load[plf] Multiple VERSA-LAMO Members Nailed h"Dia.Through Bok"I X"Dia.Through Bok�') Number 2 rows 16d 3 rows 16d 2 rows 2 rows @ 2 rows 2 rows @ 2 rows @ 2 rows e Of Sinkers @ Sinkers @ 24"o.c. 12 o.c. @ 6"o.c. 24"oc. 12"O.C. @ 6'o.c. When using multiple ply VERSA-LAM beams to create a wider Members 12"o.c. 12"o.c. sta ered sta ered sta ered sta 'redesta Bred staggered member,the connection of the plies is as critical as determining the 1%"VERSA-LAMS(Depths of 18"and less) beam size. When side loaded beams are not connected properly, 2 470 705 505 1010 2020 560 1120 2245 the inside plies do not support their share of the load and thus the Sat 350 525 375 755 1515 420 840 1685 load-carrying capacity of the full member decreases significantly. The 4(3) use bolt schedule 335 670 1345 370 745 1495 following is an example of how to size and connect a multiple-ply 3'/i'VERSA-LANDS VERSA-LAMB floor beam. 2j3) use bolt schedule 855 1715 N/A 1125 2250 N/A Given: Beam shown below is supporting residential floor load I%"VERSA4_AW(Depths of 24") (40 psf live load,10 psf dead load)and is spanning 16-0". Number /: Nailed ' "Dia.Through Bolt") X"Dia.Through Bolt(') Beam depth is limited to 14". of 3 rows 16d 4 rows 16d 3 rows @3 rows @ 3 rows @ 3 rows @ 3 rows @ 3 rows @ Hangers not shown Members Sinkers @ Sinkers @ 24"o.c.8" 18"o.c.6" 12"o.c.4" 24"e.c.8" 18"0.c.6" 12"o.c.4" for clarity 12"o.c. 12'o.c. staggered staggered staggered staggered staggered staggered 2 705 940 755 1010 1515 840 1120 1685 ~ 312j 525 705 565 755 1135 630 840 1260 4i3j use bolt schedule 505 670 i 1010 560 745 1120 1.Design values apply to common bolts that conform to ANSII h"boks and 2h"for% bolts. Bolt holes shall be the same ASM standard standard B18.21-1981(ASTM A307 Grades A&B, diameter as the bolt. SAE J429 Grades 1 or 2,or higher).A washer not less than a 2.The nail schedules shown apply to both sides of a 3-member standard cut washer shall be between the wood and the bolt beam. head and between the wood and the nut.The distance from 3.T wide beans must be top-loaded or loaded from both sides the edge of the beam to the bolt holes must be at least 2'for (lesser side shall be no less than 25%of opposite side). Find: A multiple 1?4"ply VERSA-LAMr that is adequate to support the design:loads and the member's proper connection schedule. Top-Loaded Applidations 1. Calculate the tributary width that beam is supporting: For top-loaded beams and beams with side loads with less than those shown: 14'12+18'12=16' Maximum uniform Load Plies Depth Naffing From One Side 2. Use PLF tables on pages 30-32 of ASG or BC CALCe to Depths 11/e'&less 2 rows 16d box/sinker nails @ 12"o.c. 400 pff size beam. (2)1'/,"plies Depths 14"-18" 3 rows 16d box/sinker nails @ 12"o.c. 600 pff A Triple VERSA-LAMS 2.0 3100 13/."x 14"is found to adequately support the design loads Depth=24" 4 rows 16d box/sinker nails @ 12"o.c. 800 pff 3. Calculate the maximum plf load from one side Depths 11'/s"&less 2 rows 16d box/sinker nails @ 12"o.c 300 pff (the right side in this case). (3)1'/V plies a) Depths 14"-18" 3 rows 16d box/sinker nails @ 12"o.c. 450 pff Max.Side Load=0&12)x(40+10 psf)=450 plf Depth =24" 4 rows 16d box/sinker nails @ 12"o.c. 600 pff 4. Go to the Multiple Member Connection Table,Side-Loaded (4)1%""plies Depths 18"&less 2 rows 1/2"bolts @ 24"o.c.,staggered 335 pff Applications,1'/."VERSA-LAMB,3 members Depth =24" 3 rows 1/2"bolts @ 24"o.c.,staggered every 8" 505 pff 5. The proper connection schedule must have a capacity greater than Depths 18"&less 2 rows 1/2"bolts @ 24"o.c.,staggered 855 plf the max.side load: (2)3'h"plies Depth 20"-24" 3 rows 1/2"bolts @ 24"o.c.,staggered every 8" 1285 pff Nailed:3 rows 16d sinkers @ 12"o.c: 1. Beams wider than 7"must be designed by the engineer of record. specific connections with VERSA-LAMS 525 plf is greater than 450 plf OK 2.All values in these tables may be increased by 15%for snow4oad 5.Connection values are based upon the 2005 NDS. Bolts:'/2'diameter 2 rows @ 12"staggered: roofs and by 25%for non-snow load roofs where the building 6.FastenMaster TrussLok,Simpson Strong-Tie SDS,and 755 If is greater than 450 If OK code allows. USP WS screws may also be used to connect multiple p g p 3.Use allowable load tables or BC CALCI software to size beams. member VERSA-LAM"beams,contact Boise Cascade EWP 4.An equivalent specific gravity of 0.5 may be used when designing Engineering for further information. noise Casc:aje E,NT "AL.LJOIST,•installation Guide•0811912013 VERSA LAM® Beam Details/Allowable Nailing/Holes . r. . VERSA-LAMO Beam Details Bearing at concrete/masonry walls Bearing for door or window header Beam to beam connector Bearing at column Provide Strap per code if top plate is moisture barrier and not continuous over header. Verify hanger %"air lateral restraint space capacity with at bearing. required hanger between manufacturer VERSA-LAM® concrete column and wood. Column connector per design professional ;t;■ :1+ Trimmers :il1ki :t;tr,>! of record 11 Slope seat cut Bevel cut r Beam to concrete/masonry walls Bearing framing into wall i Wood top plate must be flush with inside of wall Strap per code if Sloped seat cut 1` Hanger top plate is not Not to exceed continuous inside face t of bearing. DO NOT bevel cut VERSA-LAM" beyond Inside face of wall without approval from Blocking not Boise Cascade EWP Engineering—_, Moisture barrier between t• shown for clarity. or BC CALL•software analysis. +" concrete and wood VERSA-LAM'installation Notes Minimum of'F"air space between beam and wall pocket or adequate barrier must be VERSA-LAM®beams are intended for interior applications only and should be kept as dry provided between beam and concrete/masonry. as possible during construction. Adequate bearing shall be provided. If not shown on plans,please refer to load tables in Continuous lateral support of top of beam shall be provided(side or top bearing framing). your region's Specifier Guide. Closest Allowable Nail Spacing Nailing Parallel to Glue Lines o Products (Narrow Face) Nailing Nailing Parallel to Glue Lines(Narrow Face)i'i Perpendicular to Glue Lines ode Face) Nail Size VERSA-LAM® 1.4 1800 Rimboard VERSA-LAMB VERSA-LAM® 15/t6 1'/V 3/V&Wider All Products O.C. End O.C. End O.C. End O.C. End [inches] inches [inches) inches inches inches inches Inches C l f' ) C l [' l [inches] [inches] [inches] [inches] z_ 8d Box 3 1'/ 2 1 2 '/ 2 '/ 8d Common 3 2 3 2 2 1 2 1 - Nailing Perpendicular to 10d&12d Box 3 _:_2_ 3 .._..... 2 2 1 2 1 ........._—.-- - -- Glue Lines Wide Face 16d Box 3 2 3 2 2 1 ____._.... ....2 i ( ) �---------- -------_- _--_-_.----------_-___�____--..--._.. 10d&12d Common 4 3 4 3 2 2 2 2 Nailing Notes 16d Sinker 4 3 4 3 2 2 2 2 1) For 13/."thickness and greater,2 rows _._. of nails(such as for a metal strap)are 16d Common 6 4 6 3 2 2 2 2 allowed(use 1/2"minimum offset between • Offset and stagger nail rows from floor sheathing and wall sole plate. rows and stagger nails). • Simpson Strong-Tie A35 and LPT4 connectors may be attached to the side VERSA-LAM®/VERSA-RIMr. Use nails as specified by Simpson Strong-Tie. Allowable Holes in. VERSA-LAM° Beams Notes See Note 3 1.Square and rectangular holes are not permitted. 2.Round holes may be drilled or cut With a hole saw '/a Depth anywhere within the shaded area of the beam. 3.The horizontal distance between adjacent holes must be Depth at least two times the size of the larger hole. 1/3 Depth 4.Do not drill more than three access holes in any four foot long section of beam. 5.The maximum round hole diameter permitted is: '/3 span °/9 span End Bearing Intermediate Bearing Beam Depth Max.Hole Diameter 6.These limitations apply to holes drilled for plumbing or wiring access only. The size and location of holes drilled for fasteners are 5'/2" 3/4" governed by the provisions of the National Design Specification®for 71/4" 1" Wood Construction. 7. Beams deflect under load. Size holes to provide clearance where 91/4"and greater 2" required. 8.This hole chart is valid for beams supporting uniform load only. For beams supporting concentrated loads or for beams with larger 1:;:>i&e(asrade Evr�•A!A.j0ISr Installation Guide•08/29/201, holes,contact Boise Cascade EWP Engineering. Handling and Storage of Engineered Wood Products Site Storage Site Handling Protect AJS®Joists and VERSA-LAM® � from the weather. -- Unload from truck carefully using DO NOT lift AJS® Joists by top flange. � appropriate equipment. ��,.. '/z [ ,Joist v�-�n•Ir ti�RSA-uw Keep at least 3 'off the ground, more in wetter l` areas.Align stickers one above another and 1 space a maximum of 15 feet apart. Do not drop AJS®Joists from height. Avoid lifting AJS®Joists horizontally. This damage can be prevented Leave AJS®Joists banded together until ready Fork radius causes face of forks reduces A"thick spacer on by making sure that all joists are first two joists to rise sitting on the flat portion of the to install. above fork. lift to%" (W thick spacer virtually forks.This can be accomplished eliminates lift) by making sure that the forks are 73 not fully extended into the unit A spacer may be required on the front face of the forks in order to assure that the joists sit on the flat portion of the forks and do not come in contact with the radius area of the forks.This pro- _, s cedure will equalize the pressure Flange'crushing or break- on the flanges of all joists. age of outer AJS®Joist may occur at fork radius. AJS,*Fork Radius Crushing BCI,*Joists,VERSA-LAM`and ALLJOIS7 must be stored,installed and used in accordance with the (� Boise Cascade EWP Installation Guide,building codes,and to the extent not inconsistent with the Boise Cascade EWP Installation Guide, usual and customary building practices and standards. VERSA-LAM", If in doubt ask! For the ALLJOIST';and BCI Joists must be wrapped,covered.and stored off of the ground on stickers at all closest Boise Cascade r times prior to installation. VERSA-LAM'.ALLJOISTg and BCI,*'Joists are intended only for applications EWP distributor/support that assure no exposure to weather or the elements and an environment that is free from moisture from center,call any source,or any pest,organism or substance which degrades or damages wood or glue bonds. Failure ,1-800-232-0788 to correctly store, use or install VERSA-LAW,ALLJOIS7,and BCP,*Joist in accordance with the Boise Cascade EWP Installation Guide will void the limited warranty. . r.------ J BOISE CASCADE,TREE-IN-A-CIRCLE,BCI,BC CALC,BC COLUMN,BC FRAMER,BC RIM BOARD,BOISE GLULAM,SIMPLE FRAMING SYSTEM, VERSA-LAM,VERSA-RIM,VERSA-STRAND,and VERSA-STUD are trademarks of Boise Cascade Company or its affiliates. The information in this document pertains to use in the For information about UNITED STATES ONLY;Allowable Stress Design. Refer to Boise Cascade Engineered Wood Products, the ALLJOIST Specifier Guide Canada for use in Canada. including sales terms and conditions, Limit States Design. warranties and disclaimers. Your Dealer is: visit our website at www.BCewp.com Boise Cascade Engineered Wood Products Great products are only the beginning. Copyright©Boise Cascade Wood Products, L.L.C. 2013 If no dealer is listed, call 1-800-232-0788 AIG US 08/29/2013 OFFICE COPY JS fi'yL`Jr` Building Permit Application Updated 10/9/18 City of Atlantic Beach Building Department "ALL INFORMATION 800 Seminole Road,Atlantic Beach, FL 32233 HIGHLIGHTED IN GRAY Phone: (904)247-5826 Fax: (904) 247-5845 Email: Building-Dept@coab.us IS REQUIRED. Job Address:��f � f�l tIVIle 1CV1 Permit Number: T� P) C)C)3 Z Legal Description Z&/V- d?G D12 -,Z5-0?��a RE# ,ol7�do�r-Gloo6 Valuation of Work(Replacement Cost)$ Heated//C/o�oled SF_ �� / Non-Heated/Cooled � 11 • Class of Work: I INew *dditionIt � xommercial �eration ❑Repair ❑Move Demo ❑Pool ❑Window/Door • Use of existing/proposed structure sl ) Residential • If an existing structure,is a fire sprinkler system installed?: r Yes ®No • Will trees be removed in association with proposed roiect? es must submit separate Tree Removal Permit QNo Describe in detajlthe type of work to be performed: , oe,� >> Florida Product Approval# for multiple products use product approval form Property Owner Information Name Address 1&757',4644S' City State / Zip� f>hone A&t,,(/ E-Mail Owner or Agent(If Agent,Power of Attorney or Agency Letter Required) n/a Contractor Information Name of Company Qualifying gent Address City yl State Zip_ Office Phone Job Site Contact umber 19 State Certification/Registration#_!'�Ci.����SS E-Mail ,e"074-1 Architect Name&Phone# Engineer's Name&Phone# -."e t Workers Compensation Insurer OR Exempt E Expiration Date O _ Application is hereby made to obtain a permit to do the work and installations as indicated.I certify that no work ori stallation 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, CO ULT WITH YOUR LENDER OR AN ATTOR RE RECORDING YOURh!PCFJ0F MMENCEMENT. re of Owner or Agent) ure o ontractor) Signed and swornto (or affirmed)before me this t�day of - Signed and sworn to(or affirmed)b fore me this n ay of UC X11 b by �� S' XXc -2A)k�J by 101a gn-atur Notary) ( ignature d Notary) NOTES _- --- 1. NON-IMPACT RESISTANT GLAZING OPTION - .090' _ MINIMUM SSB GLAZING IN MOLDED FRAMES SCREWED __,_---- SEENOTE SHEET P3 TOGETHER WITH A MINIMUM OF(6) 18.1" SCREWS FOR 13 CA HORIZ nNGIE 2 FORR U-B-BAH INSTAA LLATION FORMA AR GLAZING WITH A MAXIMUM LENGTH OF 16.75" OR(/0) AT ENE AT EN( 18x1'SCREWS FOR GLAZING N17H A MAXIMUM LENGTH OF 13 CA FLAG ANGLE BOTTOF 39" INSTALLED IN TOP OR INTERMEDIATE SECTION(WITH I CHANGI OR WITHOUT DECORATIVE INSERTS)MEETS UNIFORM DOOR GAUGE STATIC DESIGN PRESSURES SHOWN ON THIS DRAWING. 16 GA MIN HORIZ LOUVEF GLAZING SHALL HAVE A MAXIMUM HEIGHT OF 13.75'. TRACK A CHANGI GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET FROM I THE REQUIREMENTS FOR 1WND-BORNE DEBRIS REGIONS. 5/16x1-5/8• LAG SCRFV6 NFEET FROM I STAMP) 2. IMPACT RESISTANT GLAZING OPTION -IMPACT (MIN 3 AS / - GRT 3� RESISTANT GLAZING SYSTEM MAY BE INSTALLED IN TOP SHOWN) / OR INTERMEDIATE SECTION(WITH OR WITHOUT DECORATIVE P4 AD( 16 GA MIN VERT 18 CA OPERATOR STILE FACTORY INSERTS). GLAZING SHALL BE 1/4' SHALL HAVE TRACK ADDED ADHERED TO CENTER OF TOP SECTION-OR EQUAL.GLAZING SHALL HAVE A ADDED MAXIMUM HEIGHT OF 15.21'AND A MAXIMUM LENGTH OF20 GED CAAT 2' 50.08'. GLAZING IS IMPACT RESISTANT AND DOES MEET 5/16x1-5/8'LAG- - ANP MODEL THE REQUIREMENTS FOR MIND-BORNE DEBRIS REGIONS. SCREW AT EACH lo NOTE E SEE DETAIL E ON SHEET 2 FOR ASSEMBLY DETAILS. JAMB BRACKET - LOUVEF GLAZED SECTION REWIRES REINFORCEMENT BRACKETS RESIST, ATTACHED TO U-BAR ON UPPER INTEGRAL RIB(SEE 1/4-20x9/16'TRACK CRT 6) DETAIL G SHEET 2), 18 GA J-STRUT SCREWED TO LONER BOLT AND 1/4-20 HEX INTEGRAL RIB OF SECTION AND OPERATOR STILE TO BE NUT AT EACH JB JAMB _ _ - - P5 MOI FACTORY INSTALLED.INSTALLER SHALL FIELD INSTALL(1) BRACKET LOCATION BRACKI FAT 1/4-14x7/8" SELF DRILLING CRIMPTITE SCREW TO ATTACH TRACK THE J-STRUT TO THE INTEGRAL RIB AND OPERATOR STILE AT THE CENTERUNE OF THE DOOR PER DETAIL F ON GRT 47 SHEET 2. E3 P6 AD[ 3. VINYL OR WOOD DOOR STOP NAILED A MAXIMUM OF 6' RESIST, O.C. MUST OVERLAP TOP AND BOTH ENDS OF PANELS SHEET ADDED MINIMUM 7/16' TO MEET NEGATIVE PRESSURES. NIUMBEI CHANGI �— INCREA 4. KEY LOCK, SLIDE LOCK,OR OPERATOR REWIRED. 15 GA STIFFENE TO LIF Ta JAMB BRACKETS I TO 8'- At 5. SECTION SHALL BE CONSTRUCTED WITH FOAMED IN SEE SCHELOULE FOR C I TRACK PLACE POLYURETHANE FOAM INSULATION CHEMICALLY QUANITY, LOCATION, TRA BONDED TO 30 GA MINIMUM FACER STEEL AND A AND TYPE HEET CRT 7/ POLYLAMINATE BACKER, OR 32 GA STEEL BACKER. END TYP CAP TO HAVE A MINIMUM 1.1'DEPTH. P7 UP( KEY LOCK OR SLIDE LOCK CRT 8) 6. THE DESIGN OF THE SUPPORTING STRUCTURAL (NOT REWIRED WITH P8 ER.' ELEMENTS SHALL BE THE RESPONSIBILITY OF THE OPERATOR- SEE NOTE ADDED PROFESSIONAL OF RECORD FOR THE BUILDING OR 4). SLIDE LOCK SHOWN STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING FOR CLARITY BACKEF CODES FOR THE LOADS LISTED ON THIS DRAWING. ENO ESC 57 7. DOOR JAMB TO BE MINIMUM 2x6 STRUCTURAL GRADE LUMBER. REFER TO JAMB CONNECTION SUPPLEMENT FOR NOTE, (4)SECTION ATTACHMENT TO SUPPORTING STRUCTURE. SOLID DOOR SHOWN. SEE SHEET 2 FOR U-BAR _ D B. LOUVER OPTION - .040"MINIMUM LOUVERS IN MOLDED LOCATIONS ON ODORS BQ _�'��� FRAMES SCREWED TOGETHER WITH MINIMUM OF(6) WITH OTHER SECTION HEET 2 /8x1"SCREWS INSTALLED IN THE BOTTOM SECTION. QUANTITIES AND SEE LOUVERS ARE NOT IMPACT RESISTANT AND DO NOT MEET NOTES 1 AND 2 ON THIS _ THE REQUIREMENTS FOR WIND-BORNE DEBRIS REGIONS. SHEET FOR GLAZING OPTIONS. JAMB BRACKET SCHEDULE SUPERIMPOSED DESIGN PRESSURE N . JAMWFAT -3/4- A CENTERLINE AM 11111111/ DOOR NO. OF BRACKETS RACKETS MEASURED FROM BOTTOM LOADS ON SUPPORTING STRUCTURE HEIGHT SECTIONS(EACH JAMB) F TRACK(ALL DIMENSIONS 3 2') MAX DOOR \\\Y .SNE,J.KO 777j� 7'-0" 4 4 3 01), 45-I 4 (QI, 83'(JB DOOR HEIGHT UNIFORM LOAD EACH JAMB (PLF) �P' 7'-0 4 4 0'(JB, 42 JB.63-1 4'(JB WIDTH \ Q: •, IY-0 S 5 3'(01, 34 JB, 47-1 4' q, 67' q 8'-0' ALL +ID7.6/-123.2 No.77945 y ' 8'-0' 5 5 0'(JB, 29-3/4" JB, 48" JB, 66' JB) 9'-O" ALL +121.1/-t38.6 5 8-0 IGH UFT OOFPITCH BELOW )k JB)FOLLOWING DIMENSION DENOTES SLOTTED JAMB BRACKET ATTACHED TO TRACK WITH 1/4-200/16'TRACK BOLT AND NUT. 0)FOLLOWING DIMENSION DENOTES OUICK INSTALL JAMB BRACKET INSTALLED IN BUTTERFLY SLOT. NO ADDITIONAL HARDWARE NEEDED TO ATTACH TO TRACK. ;0 STATE OF LL DOORS WITH HIGH LIFT,ROOF PITCH, AND/OR GREATER THAN 8'IN HEIGHT REWIRE USE OF CONTINUOUS WALL ANGLE. SEE SUPPLEMENT TRACK CHART FOR DETAILS. %C�s' •��ORIDA•.•'��\� _ STATIC PRESSURE RATINGS APPROVED SIZES SCALE: N.T.S. Wayne DESIGN s G \\� N (PSF): +26.90/-30.80 MAX WIDTH: W-0" DATE 77 �� /ONAL D a I t o nTEST(PSF): +40.35/-48.20 MAX HEIGHT: 8'-9" DRAWN 3/7/ 77F11111111\\ COUNTY K ROAD 160 IMPACT/CYCLIC RATED (YES/N0: YES MAX SECTION HEIGHT:21"CHECKED 4/6/ OWAJ YNE xoRNISN,PE GARAGE DOORS- 4576 MODELS 5120/9100/9605 WA MOUNT NOPE,OHIO ' T FL PE 77945 TX PE 117665 A DIVISION OF OVERHEAD DOOR CORPDRAIAANG P 3395 ADDISON DRIVE PROFESSIONAL DICINEER'S SEAL PROV,DEO ONLY FOR PENSACOLA,FLORIDA 32514 WINDLOAD SPECIFICATION OPTION CODE 0228 318 VERMCARON OF WINDLOAD CONSTRUCTION DETAILS. 850 474-9890 13 GA ADJUSTABLE TOP PLACE U-BAR OVER INTEGRAL RIB 13 CA ADJUSTABLE ATTACH BOTTOM BRACKET FIXTURE ATTACHED TO WITH THE(8)PRE-PUNCHED TOP FIXTURE TO BOTTOM U-DAR WITH(2) o P3 CH PRE-PUNCHED HOLES �� HOLES EACH ENO FACING UPWARD 1/4-14x7/8" SELF DRILLING FORMA IN BOTTOM OF U-BAR / AND ATTACH THRU END CAP AT �' CRIMPRIE SCREWS U-BAF WITH (2) 1/4-14x5/8" EACH END WITH(2) 1/4-14x7/8' AT ENI CRIMPTITE SCREWS SELF DRILLING CRIMPTITE SCREWS SOTTO: FOR STANDARD TRACK AND(3) CHANG O 1/4-14x7/8 SELF DRILLING GAUGE CRIMPTITE SCREWS FOR LOW �__. LOUVEI HEADROOM TRACK (2 OF WHICH CHANG ARE USED TO ATTACHED THE TOP IMPACT BOTTOM BRACKET IDENT11 BRACKET AS SHOWN). FROM DETAIL A LOW HEADROOM TRACK STAMP DETAIL A GRT 3, P4 AD 13 GA ROLLER SLIDE ATTACHED TO RESIST PRE-PUNCHED HOLES IN TOP OF U-BAR PUCE U-BAR OVER INTEGRAL RIB WITH ADDED WITH 2)1/4-14x5/8 CRIMPTITE SCREWS. THE(8)PRE-PUNCHED HOLES EACH END (5) SECTION DOORS AT E USE NElt1NG HOLE III SLIDE TO ENSURE FACING UPWARD AND ATTACH THRU END GLAZED ONLY ON IMPACT —� WITH (6)3', 20 CA, MODEL GLAZED SECTION - 11 80 KSI U-BARS NOTE PROPER ALIGNMENT OF ROLLERS CAP AT EACH EFA WITH(2)1/4-14x7/8' CA REINFORCEMENT SELF DRILLING CRIMPTITE SCREWS LOCATED OVER LOUVEI 15 CA HINGE ATTACHED / FXCFPIION: U-BAR PLACED OVER TOP BRACKET ATTACHED INTEGRAL RIBS AS RESIST RIB ON THE BOTTOM SECTION SHALL ONLY WITH((4 1/4-14x7/B' SHOWN CRT 6, WITH (4)I/4-1425/8' SELF b IW11G CRIMPTITE SCREWS(2 OF o BE ATTACHED THRU END CAP AT EACH CRIMPn1E SCREWS 2 P5 MO WHICH ARE FACTORY ENO WITH(1) 1/4-14x7/B*SELF DRIWNG THROUGH BOTH ( (4)SECTION DOORS BRACK CRIMPTITE§CREW LOCATED ON THE WITH(5)3', 20 OA, FAT d ATTACHED) 1 BOTTOM FLANGE OF THE U-BAR BRACKET AND U-BAR) BD K51 U-BARS \ NOTE: DUE TO CLEARANCES REQUIRED TO LOCATED OVER TRACK 2'NYLON SILENT INSTALL SCREWS AT THE ENDS OF THE DETAIL G INTEGRAL RIBS AS GRT 4, GLIDE ROLLER WITH O� U-BARS, ALL U-BARS SHALL BE SHOWN 4'STEM INSTALLED ON SECTIONS PRIOR TO PB AD DETAIL B INSTALLING ROLLER SLIDES AND TOP (1) 1/4-14x7/8" SELF DRILLING CPoMPTITE RESIST FIXTURE ON THE U-BARS. SEE SCREW AT CENTER UNE OF DOOR THRU ADDED ATTACHMENT NOTES Otl THIS SHEET. J-STRUT k OPERATOR BRACKET. NUMBS CHANG PLACE U-BAR OVER NOTE_ J-STRUT h SCREW ONLY REQUIRED INCRE/ 18 GA HINGE ATTACHED ON IMPACT GLAZED SECTIONS SEE NOTE INTEGRAL RIB AND ATTACH WITH (8)1/4-20x5/8'(2' 2 SHEET 1 _ �6LIFT A CRIMPTITE SCREWS(2 OF sem— WITH TIT 1SCREWS THRU WHICH ARE FACTORY CRIMPTITE SCREWS 7HRU TRACK ATTACHED, J C WHICH PRE-PUNCHED HOLES AT ARE FIELD INSTALLED INTO EACH INTERMEDIATE HINGE CRT 7, TOP LEAF, AND I OF LOCATION(1 THRU FLANGE •/ P7 UP NHICH IS FIELD INSTALLED OF U-BAR AND BOTTOM THRU PRE-PUNCHED HOLE HINGE LEAF AND 1 THRUWEB OF U-BAR 0 CRT e, IN U-BAR) INTEGRAL RIB OF SECTION) ADDED P8 ER. BACKEI DETAIL C / ESC 5, 12 GA BOTTOM BRACKET FACTORY ATTACHED WITH / "0 (3) 1/4-14x5/8' PLACE U-BAR OVER INTEGRAL RIB WITH CRIMPnTE SCRE NOTCH DOWN TO CLEAR BOTTOM BRACKET AND ATTACH THRU END CAP U-BAR ATTACHMENT NOTES AT EACH END PATH (1) 1/4-14x7/8" DETAIL F I. ALL SELF DRILLING CRIMPTITE SCREW AS U-BARS SHALL BE PLACED OVER INTEGRAL FOR IMPACT RESISTANCE, �-J SHOWN AND USE(1) 1/4-14x7/8'SELF RIBS AND ATTACHED THRU PRE-PUNCHED HOLES BOTTOM BRACKET MUST BE DRILLING CRIMPTITE SCREW ACROSS THE WITH(2)1/4-14x5/8'CRIMPnTE SCREWS AT EACH SCREWED TO THE BOTTOM BOTTOM OF THE BOTTOM U-BAR AT INTERMEDIATE HINGE LOCATION.(2)1/4-14x7/8 U-BAR WITH EACH PRE-PUNCHED HOLE AT EVERY SELF DRILLING CRIMPTITE SCREWS AT EACH ENO CAP (2) 1/4-14x7/8'SELF AI HINGE LOCATION.USE(1)1/4-20x5/8" (EXCEPT ANDOTH U-BARS E BOTTOM 4-14xSECTIO1 - SEE DRILLING CRIMPTITE SCREWS. CRIMPTITE SCREW AT ALL OTHER CRIDETAIL B AND 0 THIS SHEET), 1 MIDWAY x5/8" [ SEE IMPACT BOTTOM BRACKET PRE-PUNCHED HOLE LOCATIONS. END OF SCREWS INTERMEDIATE APPROXIMATELY MIDWAY BETWEEN DETAIL THIS SHEET. END (1 DOOR AND INTERMEDIATE CRE LOCATION, 1 AND(t) 1/4-14x5/8• CRIMPTITE SCREW APPROXIMATELY 8'FROM EACH END. THERE SHALL BE A TOTAL OF(12)SCREWS ATTACHING EACH r8x3/4"MIN STAINLESS U-BAR EXCEPT BOTH U-BARS ON BOTTOM SECTION SCREWS WITH STAINLESS - -` SHALL HAVE A TOTAL OF(10) SCREWS EACH. \\Illllllf/// BACKED RUBBER WASHERS 3-1/2. O.C. MAX— NON-STRUCTURAL DECORATIVE 2. WITH THE EXCEPTION OF THE(8)PRE-PUNCHED _1 n ITER WINDOW TRIM HOLES N F THE TOP OF EACH END USED FOR ------ ATTACHMENT OF THE ROLLER SLIDES AND THE(6) [ ,•' •\,\CENSE�• �� 1/4'POLYCARBONATE PRE-PUNCHED HOLES IN THE BOTTOM OF EACH END Q;• •,.y 1/8'BEAD GE / USED FOR THE ATTACHMENT OF THE TOP FIXTURE ULTRAGLAZE f AND UNLESS NOTED OTHERWISE ON THIS NO.77845 - *f 55G4000AC L__ SPECIFICATION DRAWING,ALL PRE-PUNCHED HOLES STRUCTURAL I IN ALL U-BARS SHALL BE ATTACHED TO THE DOOR SEALANT OR KITH 1/4-14x5/8'CRIMPTITE SCREWS. b L EQUIVALENT 3. 20 GA U-BARS SHALL BE STAMPED '34' -�0 . STATE OF �(V` FACER STEEL l I APPROXIMATELY B'FROM EACH END. 4ORIOJ Wayne STATIC PRESSURE RATINGS APPROVED SIZES SCALE: N.T.S. S/olygt EG`����y,'�r_ i i / DESIGN (PSF): +26.90/-30.80 MAX WIDTH: 9'-0' DATE /IIIIIIll\\\ / Fj��fl \ _ _ / TEST PSF): +40.35/-46.20 MAX HEIGHT: 8'-9* DRAYM 3/7A �� -� (Dalton. IMPACT/CYCLIC RATED (YES/NO): YES MAX SECTION HEIGHT:21"CHECKED 4/6/10 OWAWNE J.KORNISH,PE NON-STRUCTURAL 4576 COUNTY ROM GARAGE DOORS 160 DECORATIVE INNER _ / MODELS 5120/9100/9605 SHEET MOUNT HOPE,OHI) WINDOW TRIM FL PE 77945 TX PE 117866 A DIVISION OF OVERHEAD DOOR CORI DRAIMNG P 3395 ADDISON DRIVE F� � QNE sA SEAL PR VIDEDl�IUF� � PENSACOLA.FLORIDA 32514 WINDLOAD SPECIFICATION OPTION CODE 0228 318 oF I.— 474-8890 SIDE-HINGED FIBERGLASS DOOR UNIT 8'-0"DOUBLE DOOR WITH/WITHOUT SIDELITES 149'MAX. OVERALL FRAME WIDTH 21" MAX 36.375" MAX. GENERAL NOTES D.L.O. - --PANEL WIDTH 37.5" MAX. 1. EVALUATED FOR USE IN LOCATIONS ADHERING TO W/ASTRAGAL FRAME WIDTH THE FLORIDA BUILDING CODE AND WHERE PRESSURE REQUIREMENTS AS DETERMINED BY ASCE 7, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, DOES NOT EXCEED THE DESIGN PRESSURES LISTED, 2. WHEN INSTALLED IN THE HIGH VELOCITY HURRICANE ZONE (HVHZ), HURRICANE PROTECTIVE SYSTEM (SHUTTERS) IS REQUIRED. 3. WHEN INSTALLED IN THE WIND-BORNE DEBRIS REGION, EXCLUDING THE HIGH VELOCITY HURRICANE ZONE (HVHZ), �± HURRICANE PROTECTIVE SYSTEM IS NOT REQUIRED ON OPAQUE PANELS OR PANELS WITH IMPACT GLASS, BUT IS REQUIRED ON PANELS WITH NON-IMPACT GLASS. 4. POLYURETHANE CORE FLAME SPREAD INDEX OF 50 w Q O = AND SMOKE DEVELOPED INDEX OF 60 PER ASTM E84. 5. PLASTICS TESTING OF FIBERGLASS FACING: m n TEST DESCRIPTION DESIGNATION RESULT rA SELF IGNITION TEMP ASTM D1929 752 'F > 650 'F RATE OF BURNING ASTM D635 0.56 IN MIN SMOKE DENSITY ASTM D2843 53.4% TENSILE STRENGTH" ASTM D638 3.2% DIFF 6. PLASTICS TESTING OF LITE FRAME MATERIAL: TEST DESCRIPTION DESIGNATION RESULT LA SELF IGNITION TEMP ASTM D1929 740 'F > 650 'F RATE OF BURNING ASTM D635 0.77 IN MIN SMOKE DENSITY ASTM D2843 13.4% TENSILE STRENGTH* ASTM D638 -7.50% DIFF * COMPARATIVE TENSILE STRENGTH AFTER WEATHERING DOUBLE DOOR UNIT W/ IS DELITFS Addendum toNAN / 4500 HOURS XENON ARC METHOD 1 Cerlilieat6i&b.: M,ionb4� Reviewed By. - - Date 11 it ® ® ® ® ® ® ® ® Poo ® ® ® ® ® ® ® LE 11 i I 1 11 R LH SINGLE DOOR UNIT DOUBLE DOOR UNIT SINGLE DOOR UNIT SINGLE DOOR UNIT SINGLE DOOR UNIT WISIDELITES DOUBLE DOOR UNIT W/SIDELITES WITH SIDELITE WITH SIDELITE WHERE WATER INFILTRATION PERFORMANCE IS --- DESIGN PRESSURE RATING REQUIRED TO BE 15% OF DESIGN PRESSURE TABLE OF CONTENTS CONFIG MAX WIDTH INSWING OUTSWING INSWING OUTSWING OUTSWING* SHEET # DESCRIPTION X 37.5' +70.0 -70.0 +70.0 -70.0 +19.0 -19.0 +70.0 -70.0 +70.0 -70.0 1 TYPICAL ELEVATIONS & GENERAL NOTES XX 74 +50.5 -50.5 +55.0 -50.5 +19.0 -19.0 +40.0 -40.0 +55.0 -50.5 2 ANCHORING LOCATIONS & DETAILS OX or XO 75 +50.5 -50.5 +55.0 -50.5 +19.0 -19.0 +40.0 -40.0 +55.0 4-50,53 ANCHORING LOCATIONS & DETAILS 0X0 112.5 +50.5 -50.5 +55.0 -50.5 +19.0 -19.0 +400 -40.0 +55.0 KURT OXXO 149 +50.5 -50.5 +55.0 -50.5 +19.0 -19.0 +40.0 -40.0 +55.0 FLO s High Dam Threshold Design 6" — SEE DETAIL — 6" "E" 3" 3" — 3" 3" — 3" 3" 3f I — 6" 6" — f 6" 6" — 6" 6" n 3" r Nr — — U p N — — I'lN a a r M cn a Ln r SEE DETAIL "D" J 1 - - W O i0 W W to N ir W N O fkf :2 U 1 B B B SEE DETAIL = SEE DE NIL HO — "C" N " 6" 6" I I I I I r61 3„ — — 3" 3" — — — 3 — I 3"f T— T6" 6" -- I- 3" 6" — — SEE DETAIL —d — 6" "F" #8 x 2-1/2" Adder n to NAM CelfilmbmNo.. W RevewedBY ASTRAGAL RETAINER BOLT #10 x 2" DateRevirwea MUST BE DRILLED THROU #8 x 2-1/2" #10 x 5/8" DETAIL "E" ASTRAGAL THE THRESHOLD & INTO STRUCTURE DEEP ENOUGI • #10 x 1-3/4" ATTACH ASTRAGAL RETAINER BOLT FOR A 1.375" THROW #10 x 5/8" STRIKE PLATE TO FRAME #8 x 2-1/2" #10 x 3/4" AS SHOWN. DETAIL "F" ASTRAGAL #10 x 2" 0.124' ANNEALED DECORATIVE INSERT DOW 832 FRAME / DOOR 0.090" SAFLEX (NOA 15-1201.11) ( .0124' TEMP. DETAIL "C" 0.124" ANNEALED — --*—.0124' TEMP. \` / #6 X 1-1/ DETAIL "D" TYPICAL / 1.75" 1.047 DOW 832 +t DOW 832 �---�� DOW 832 1.375" �. :. EXTERIOR , INSWING THRESHOLD OUTSWING THRESHOLD HIGH DAM /S THRESHOLD TYPICAL GLAZING DETAIL TYPICAL GLAZING DETAIL IMPACT RATED GLASS NON—IMPACT GLASS SEE DETAIL "E" SHT. 2 6" — — 6" — 6" 6" 3„ —� 3" 3" — — — 3" 3 I 3" 3" — � 3' I I 6» I,— 6" I I I II6" 3 "6 I I I I f I `n " 3" . M 0 f N p W - - W Q M Q a a SEE DETAIL < "D" SHT. 2 — — o � W w N W W � U � 1 DETAIL A ctOv "C" SHT. 2 — 3" 3" — 6" — — — 6" I 6" 6' �+ II II II r I II 3»6» lt� 3» — — 3" 6»3, 3" — 3 — 3" I_ 3" SEE DETAIL " f ATTACHMENT DETAIL "F"' SHT. 2 6» — — 6" 1. ANCHOR ANALYSIS FOR LOADING CONDITIONS PREPARED, SIGNED AND SEALED BY LUIS R. LOMAS, PE (FLORIDA #62514) WITH THE LOWEST (LEAST) FASTENER RATING FROM THE DIFFERENT FASTENERS 1.25" } BEING CONSIDERED FOR USE. JAMB, HEAD, AND MIN 1 ° 0.25" THRESHOLD FASTENERS ANALYZED FOR THIS UNIT INCLUDE SHIM #10 WOOD SCREWS OR 3/16" TAPCONS. A PHYSICAL I �— HARDWARE SCHEDULE SHIM MUST BE PLACED IN SHIM SPACE AT EACH ANCHOR CL-- P; LOCATION. TAPCON EDGE DISTANCE MIN 2-5/8". / 1. KWIKSET SERIES 400 GRADE 3 CYLINDRICAL LATCH AND WOOD SCREW EDGE DISTANCE MIN 3/4". r`"` SERIES 980 GRADE 1 DEADLOCK HARDWARE TO BE INS1 2. MULLIONS TO BE 2-1/2" X 4-3/8" STRUCTURAL GRADE TYPICAL MASONRY AT 10-1/2" CENTERLINE. FJ PINE ON CONTINUOUS HEAD AND SILL UNITS. BACK TO ANCHOR INSTALLATION MORTISE BUTT HINGES."" X 4FULL M BACK JAMB UNITS JOINED WITH 1" X 1/2" LONG 2. 4 _ CORRUGATED EASTERNERS LOCATED 3" FROM EACH END AND MAX 7" O.C. OR #10 X 2" FLAT HEAD WOOD 1.50" SCREWS LOCATED 6" FROM EACH END AND MAX 12" O.C. MIN I 0.25" 3. THE WOOD SCREW SINGLE SHEAR DESIGN VALUES COME FROM ` MAX Addendum toNAMI ANSI/AF&PA NDA FOR SOUTHERN PINE LUMBER AND ACHEIVEMENT SHIM CertkmlionW.: ,Y1Q�cfltT�, OF 1-1/2" MINIMUM EMBEDMENT. THE TAPCON MUST ACHIEVE CL—' �` rteReviewed By. MINIMUM EMBEDMENT OF 1-1/4". w Dalehene" ' :. 4. WOOD BUCKS BY OTHERS MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO STRUCTURE. TYPICAL WOOD BUCK 5.—MINIMUM DESIGN VALUE STRENGTH OF ANCHORS 171 LBS. ANCHOR INSTALLATION SIDE-HINGED FIBERGLASS DOOR UNIT 8'-0"GLAZED DOUBLE DOOR WITH/WITHOUT SIDELITES 149'MAX. OVERALL FRAME WIDTH 21" MAX 36.375" MAX. GENERAL NOTES -D.L.O.- - PANEL WIDTH 37.5" MAX. W/ASTRAGAL FRAME WIDTH 1. EVALUATED FOR USE IN LOCATIONS ADHERING TO THE FLORIDA BUILDING CODE AND WHERE PRESSURE REQUIREMENTS AS DETERMINED BY ASCE 7, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, DOES NOT EXCEED THE DESIGN PRESSURES LISTED. 2. WHEN INSTALLED IN THE HIGH VELOCITY HURRICANE ZONE (HVHZ), HURRICANE PROTECTIVE SYSTEM (SHUTTERS) IS REQUIRED. 3. WHEN INSTALLED IN THE WIND-BORNE DEBRIS REGION, EXCLUDING THE HIGH VELOCITY HURRICANE ZONE (HVHZ), co N HURRICANE PROTECTIVE SYSTEM IS NOT REQUIRED ON a PANELS WITH IMPACT GLASS, BUT IS REQUIRED ON PANELS WITH NON-IMPACT GLASS. ; 4. POLYURETHANE CORE FLAME SPREAD INDEX OF 50 z x AND SMOKE DEVELOPED INDEX OF 60 PER ASTM E84. 3 _j 4 5. PLASTICS TESTING OF FIBERGLASS FACING: n a TEST DESCRIPTION DESIGNATION RESULT SELF IGNITION TEMP ASTM D1929 752 'F > 650 'F RATE OF BURNING ASTM D635 0.56 IN MIN SMOKE DENSfTY ASTM D2843 53.4% TENSILE STRENGTH* ASTM D638 3.2% DIFF 6. PLASTICS TESTING OF LITE FRAME MATERIAL: TEST DESCRIPTION DESIGNATION RESULT SELF IGNITION TEMP ASTM D1929 740 'F > 650 'F RATE OF BURNING ASTM D635 0.77 IN MIN SMOKE DENSITY ASTM D2843 13.4% TENSILE STRENGTH* ASTM D638 -7.507 DIFF Addendum to NW " COMPARATIVE TENSILE STRENGTH AFTER WEATHERING DOUBLE DOOR UNIT W/SIDELITES CertdlC2liotlNO: 4500 HOURS XENON ARC METHOD 1 Reviewed By. Date Rwe LL I L J L-Ai SINGLE DOOR UNIT DOUBLE DOOR UNfT SINGLE DOOR UNIT SINGLE DOOR UNIT SINGLE DOOR UNIT W/SIDELITES DOUBLE DOOR UNIT WISIDELITES WITH SIDELITE WITH SIDELITE __-- WHERE WATER INFILTRATION PERFORMANCE IS TABLE OF CONTENTS DESIGN PRESSURE RATING REQUIRED TO BE 15% OF DESIGN PRESSURE SHEET # DESCRIPTION CONFIG MAX WIDTH INSWING OUTSWING INSWING OUTSWING J� 1 TYPICAL ELEVATIONS & GENERAL NOTES X 37.5 +40.0 -45.0 t+4131 -47.0 +19.0 -19.0 +40.0 -40.0 XX 74 +40.0 -45.0 -47.0 +19.0 -19.0 +40.0 -40.0 2 ANCHORING LOCATIONS & DETAILS OX or XO 75' +40.0 -45.0 -47.0 -19.0 +40.0 -40.0 3 ANCHORING LOCATIONS & DETAILS 0X0 112.5 +40.0 -45.0 -47.0 +19.0 -19.0 +40.0 -40.0 KURT FLO OXXO 149 +40.0 -45.0 -47.0 -40.0 # 6" — SEE DETAIL — 6" 3" "E" 3" '06" 6.. —L 3' 3" 3" — 3" 3" -- IT I I I I � 6" 6- 6- 6" � I I 1 tl in 3" co `N r I r tO M p N M t0 N Q U ^ — M V) 0- >1 r1 SEE DETAIL _ "D" o — — w o l0 W w i0 N O: w N O 0= Ld _ I 8 DB — SEE DETAIL a SEE DE IL H "C" ILD A IN "C" — `l — — — N I — 6" 3" 1 10 — 6" 6" 6" 1111r II 3" — 3. 3" — 3 — I 3»� T-- - 3" SEE DETAIL 6" "F" #8 x 2-1/2" Addendum to NAN CertfiAion k: Oop6%n ReviewedBf.. ASTRAGAL RETAINER BOLI #10 x 2" Date ReviZ MUST BE DRILLED THROU THE THRESHOLD & INTO #8 x 2-1/2" #10 x 5/8" DETAIL "E" ASTRAGAL STRUCTURE DEEP ENOUG. #10 x 1-3/4" ATTACH ASTRAGAL RETAINER BOLT FOR A 1.375" THROW #10 x 5/8" •� STRIKE PLATE TO FRAME #8 x 2-1/2" #10 x 3/4" AS SHOWN. DETAIL "F" ASTRAGAL #10 x 2" 0.124' ANNEALjug DECORATIVE INSERT FRAME / DOOR o.oso• sAELE,c (NOA ,s—,201.1 (OPTIONAL) Dow e3z0124' TEMP. 0.124• ANNEA .0124" TEMP. � #6 X 1-1/ DETAIL "C"DETAIL "D" TYPICAL 0.962" DOW 8321- �" DOW 832 1 1.75" 1 1.047" Dow 832 11.375" T T T EXTERIOR INTE6t4S FXT RIOR INTERiC, INSWING THRESHOLD OUTSWING THRESHOLD HIGH DAM O/S THRESHOLD TYPICAL GLAZING DETAIL TYPICAL GLAZING DETAIL IMPACT RATED GLASS NON—IMPACT GLASS SEE DETAIL "E" SHT. 2 6" — 6" — 6" 6.. _ 3" 3" � { — 3^ 3" — I0 n M iA Nn Q N —( 0 W- Q M d a N } SEE DETAIL "D" SHT. 2 — — a O O W N W W SEE DETAIL A N "C" SHT. 210 — 3" 3" — 6" - - - - 6" { _ 6" 6" _ { II II I II - 6" — 3" 6^ 3" SEE ATTACHMENT DETAIL "F" SHT. 2 s" —� — s^ DETAIL 1. ANCHOR ANALYSIS FOR LOADING CONDITIONS PREPARED, SIGNED AND SEALED BY LUIS R. LOMAS, PE (FLORIDA #62514) WITH THE LOWEST (LEAST) FASTENER RATING FROM THE DIFFERENT FASTENERS 1.25" BEING CONSIDERED FOR USE. JAMB, HEAD, AND MIN ° _' 0.25" THRESHOLD FASTENERS ANALYZED FOR THIS UNIT INCLUDE MAX #10 WOOD SCREWS OR 3/16" TAPCONS. A PHYSICAL SHIM SHIM MUST BE PLACED IN SHIM SPACE AT EACH ANCHOR CL—� �— HARDWARE SCHEDULE LOCATION. TAPCON EDGE DISTANCE MIN 2-5/8". =° 1. KWIKSET SERIES 400 GRADE 3 CYLINDRICAL LATCH AND WOOD SCREW EDGE DISTANCE MIN 3/4". _ SERIES 980 GRADE 1 DEADLOCK HARDWARE TO BE INS 2. MULLIONS TO BE 2-1/2" X 4-3/8" STRUCTURAL GRADE TYPICAL MASONRY AT 10-1/2" CENTERLINE. FJ PINE ON CONTINUOUS HEAD AND SILL UNITS. BACK TO ANCHOR INSTALLATION ---- 2. 4" X 4" FULL MORTISE BUTT HINGES. BACK JAMB UNITS JOINED WITH 1" X 1/2" LONG _ CORRUGATED FASTERNERS LOCATED 3" FROM EACH END . AND MAX 7" O.C. OR #10 X 2" FLAT HEAD WOOD 1.50» SCREWS LOCATED 6" FROM EACH END AND MAX 12" O.C. MIN I 0.25" AX 3. THE WOOD SCREW SINGLE SHEAR DESIGN VALUES COME FROM s HIM ANSI/AF&PA NDA FOR SOUTHERN PINE LUMBER AND ACHEIVEMENT CL yl �— AdUEndumloNAttq OF 1-1/2" MINIMUM EMBEDMENT. THE TAPCON MUST ACHIEVE MINIMUM EMBEDMENT OF 1-1/4". _ RE"a�ed sy: 4. WOOD BUCKS BY OTHERS MUST BE ANCHORED PROPERLY TOD3IB REY EWft1 TRANSFER LOADS TO STRUCTURE. TYPICAL WOOD BUCK L5. MINIMUM DESIGN VALUE STRENGTH OF ANCHORS 171 LBS. —ANCHOR INSTALLATION ELEVATION 72" Notes: 3" HEAD DETAIL x 1. Installation depicted based off c o p' 8" on center 1 1/4" Min. Penetration. a structural test report #98644.01 `y 2. Fasteners are #6 x 1-5/8" sa 3. Wood buck installations are ass S—P—F (G=0.42) or denser. Buc shall be greater than the t a ODDC� width. Tapered or partial with h bt be Min Edge Distance " a� not allowed. Wood buck shall be L) a to the structure to resist all de C: 0 loads. 00 4. Screw lengths shall be sufficient ro guarantee 1 1/4" penetration in buck. 5. Maximum shim thickness of 1/4 permitted at each fastener locat Shims shall beload bearing, non—compresibible type. 6. The drawings depict the details a meet the structural load reqs They do not address the air infi water penetration, intrusion or tt performance requirements of the Anthers (See Detoils) ❑ installation. 7. Installation shown is that of the window for the design pressure Caulk under nailing and the design pressure claimed fin entire perimeter door sizes smaller than shown, I before fastening. head, sill and jamb fasteners 3" SILL DETAIL each corner and 8" on center. [ pressures of smaller door sizes #6 x 1 5/8" Screw limited to that of the test unit. t�- SIZE AND DESIGN PRESSURE CHART /f6 x 1 5/8" ScrewFASTENER TYPE AND SPACING SHOWN WILL ALLOW DESIGN PRESSURES UP TO +40/-50 UNITS UP TO 7; (SEE TEST REPORTS FOR INDIVIDUAL UNIT S12E AND APPLICABLE DESIGN PRESSURE LIM ■■■■ INSTALLATION INSTRUCTIONS V.M.R. & FASTENER SCHEDULE — FINn Edge Distance " �. JAMB DETAIL Windows&Doors 910/3910 Sliding Glass Door "OX" NONE Gratz, PA "'a 910 X0 In! AV REVWOW. REV DESCRIPTION NOTES: 15. FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE USE 1/4" TA 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUE REQUIREMENTS OF THE FLORIDA BUILDING CODE. 7/8" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATI01 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY INSTALLATION DETAILS. TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 16. FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE #14 SMS 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMI 4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2- WINDOW UNITS MUST BE STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS A ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED DETAILS. 17. ALL FASTENERS TO BE CORROSION RESISTANT. INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO 18. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT B 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFI FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY A. WOOD: MINIMUM SPECIFIC GRAVITY OF G=0.42 BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH B. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI, MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH Fm=2,000PSI M 6. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED D. METAL STRUCTURE: STEEL 18GA (.048") FY=33KSI/FU=52KSI OR COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF ALUMINUM 6063—T5 FU=30KSI .048" THICK MINIMUM THE ARCHITECT OR ENGINEER OF RECORD. 19. APPROVED CONFIGURATIONS: OX, X0, XX, OXXO, PX, XP, PXXP, PIX, XIP, 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS XIO, PIIX, XIIP, XIIX, 011X, XIIO, PIIIX, XIIIP PROVIDED. 20. DOOR ASSEMBLIES INSTALLED IN AREAS WHERE OVERHANG RATIO IS EQUAL 8. FOR FRAME INSTALLATION SHIM AS REQUIRED AT EACH ANCHOR LOCATION WITH LOAD THAN 1.0 DO NOT REQUIRE WATER INFILTRATION RESISTANCE. BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT. SHIM STACK TO BE 1/4". 9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10, WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL: EXTRUDED ALUMINUM 6005—T5. 12. UNITS MUST BE GLAZED PER ASTM E1300-04/09, SEE SHEET 24 FOR GLASS DETAILS. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS NOT REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE #14 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ, PA 17030 TABLE OF CONTENTS SERIES 120/130/140 ALUMINUM SLIDING SHEET N0. DESCRIPTION GLASS DOOR — IMPACT NOTES 1 NOTES DRAWN: DWG N0. 2 — 3 ELEVATION, ANCHORING LAYOUTS AND CHARTS R.S. 08-03086 4 PLAN VIEWS SOLLE NTS JDATE 04/13/17 1SHEET 1 OF 24 5 — 23 INSTALLATION DETAILS L.ROBERTOLOMAS P.E. 1432 WOODFORD RD LEWISVILLE,NG 27023 24 GLAZING AND SILL RISER DETAILS 434-688-0609 rllomasOftmaspe.com REVISIONS REV DESCRIPTION 191" MAX FRAME WIDTH 6" MAX 16" 6" MAX --I MAX O.C. 6" MAX Chart#1:Units with (2) ANCHORS Number of anchor locations required PER LOCATION Frame Frame Wi SEE CHARTS Height 48.00 60.00 72.6 #1, #2 & #3 (in) H&S Jamb H&S Jamb H&S , FOR NUMBER 80.00 4 6 a 6 5 OF LOCATIONS 80.00 4 6 4 6 5 90.00 a s a s s 96.00 4 7 4 7 5 96" 16" MAX MAX O.C. FRAME HEIGHT O x x �( Chart#2:Units with 3 /� /� „ Number of anchor locations required Frame Frame WI Height 7200. 90.00 108.6 (in) H&S Jamb H&S Jamb JH&S 80.00 5 6 6 6 7 84.00 5 6 6 6 7 9 .00 5 6 6 6 7 966.00 5 7 6 7 7 6" MAX — Chart#3:Units with 4 SERIES 120 ALUMINUM SLIDING GLASS DOOR- IMPACT 2, 3, &4 TRACK OXXX Number of anchor locations required Frame Frame Wi EXTERIOR VIEW Height 96.00 120.00 144.6 FINLESS&FLANGE INSTALLATION (in) H 8 S Jamb H 8 S Jamb H&S " 80.00 7 6 8 6 10 84.00 7 6 8 6 10 90.00 7 6 8 1 6 10 WITH STANDARD SILL WITH 2 518"&3 1/2"SILL EXTENDERS 96.00 7 7 8 1 7 10 DESIGN PRESSURE RATING IMPACT RATING DESIGN PRESSURE RATING IMPACT RATING +15.01-55.OPSF LARGE AND SMALL +55.OPSF LARGE AND SMALL MISSILE IMPACT MISSILE IMPACT MISSILE LEVEL D, WIND ZONE 3 MISSILE LEVEL D,WIND ZONE 3 WHERE WATER PENETRATION RESISTANCE IS REQUIRED WHERE EATER PENETRATION RESISTANCE IS REQUIRED MI WINDOWS AND DOORS LLC WITH STANDARD SILL,25/8"&3 112"SILL EXTENDERS 650 WEST MARKET STREET DESIGN PRESSURE RATING IMPACT RATING GRATZ, PA 17030 NOTES: LARGE AND SMALL SERIES 120/130/140 ALUMINUM SLIDING 1. MAXIMUM PANEL SIZE.485/8"x931/2" +55.OPSF MISSILE IMPACT GLASS DOOR — IMPACT 2. MAXIMUM D.L.O.:40 5/8"x 85 112" ELEVATION MISSILE LEVEL D, WIND ZONE 3 WHERE WATER PENETRATION RESISTANCE IS NOT REQUIRED DRAWN: DWG NO. R.S. 08-03086 SCALE NTS DATE 04/13/17 SNEET2 OF 24 HARDWARE SCHEDULE L.ROBERTO LOMAS P.E. A. ITANDEM ROLLER ASSEMBLY,2 PER PANEL,8"FROM EACH END OF BOTTOM RAIL, 1432 WOODFORD RD LEWISVILLE,NC 27023 B.ILOCK HANDLE,1 PER OPERABLE PANEL AT LOCK STILE,39"FROM THE BOTTOM RAIL 434-688-0609 r/lomasC01domaspe.com REVIswN: REV DESCRIPTION 191" MAX FRAME WIDTH 16" 6" MAX I"t- MAX O.C. 6" MAX 6" MI I I — — — — — — — — — AX I HOOK STRIP (1) ANCHOR PER LOCATION SEE CHART 1 SHEET22&FOR I I NUMBER OF I 96„ I 16" LOCATIONS MAX I MAX O.C. I FRAME HEIGHT I I v v I I I POCKET UNDER I SEPARATE 4PPROVAL POCKET UNDER I I TO BE REVIEWED BY SEPARATE APPROVAL I TO BE REVIEWED BY I i BUILDING OFFICIAL BUILDING OFFICIAL I I 6" MAX I L — — — — — — — — — — — — — — J SERIES 120 ALUMINUM SLIDING GLASS DOOR-IMPACT 2 3 &4 TRACK(PIXXIP) HEAD AND SILL (2) ANCHORS PER LOCATION. SEE CHART #1, #2 & #3 EXTERIOR VIEW FOR NUMBER OF LOCATIONS FINLESS&FLANGE INSTALLATION WITH HOOK STRIP WITH STANDARD SILL WITH 2 518"&3 1/2"SILL EXTENDERS DESIGN PRESSURE RATING IMPACT RATING DESIGN PRESSURE RATING IMPACT RATING +15.0%55.OPSF LARGE AND SMALL t55.OPSF LARGE AND SMALL MISSILE IMPACT MISSILE IMPACT MISSILE LEVEL D,WIND ZONE 3 MISSILE LEVEL D,WIND ZONE 3 WHERE WATER PENETRATION RESISTANCE IS REQUIRED WHERE EATER PENETRATION RESISTANCE IS REQUIRED WITH STANDARD SILL,25✓8"8 3 1/2"SILL EXTENDERS MI WINDOWS AND DOORS LLC650 WEST MARKET STREET DESIGN PRESSURE RATING IMPACT RATING GRATZ, PA 17030 LARGE AND SMALL SERIES 120/130/140 ALUMINUM SLIDING t55.OPSF MISSILE IMPACT GLASS DOOR — IMPACT NOTES: ELEVATION 1. MAXIMUM PANEL SIZE:48 518"x 93 1/2' MISSILE LEVEL D,WIND ZONE 3 2. MAXIMUM D.L.O.:40 5/8"x 851/2" WHERE WATER PENETRATION RESISTANCE IS NOT REQUIRED DRAWN: DWG No. R.S. 08-03086 SCALE NTS DATE 04/13/17 SHEET OF 24 HARDWARE SCHEDULE L.ROBERTO LOMAS P.E. A ITANDEM ROLLER ASSEMBLY 2 PER PANEL,8"FROM EACH END OF BOTTOM RAIL 1432 WOODFORD RD LEWISVILLE,NC 27023 B. LOCK HANDLE,1 PER OPERABLE PANEL AT LOCK STILE,39"FROM THE BOTTOM RAL 434-688-0609 A/omasolllomaape.com REVISIONS REV DESCRIPTION Lp POCKET POCKET kl� I -c XO (OX OPPOSITE) XX XIP (PIX OPPOSITE) PXXP 0POCKET POCKET POCKET =1 t "' XP (PX OPPOSITE) PIXXIP OXXO POCKET XIX XIO (OIX OPPOSITE) PIIX (XIIP OPPOSITE) LAYOUTS SHOWN AS REF PANELS MA Y BE MIXED & NECESSARY XIIO (OIIX OPPOSITE) MIX MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ, PA 17030 SERIES 120/130/140 ALUMINUM SLIDING POCKE GLASS DOOR — IMPACT PLAN VIEWS DRAWN: DWG NO. R R.S. 08-03086 scaLE NTS 0 E 04/13/17 SHE OF 24 L.ROBERTO LOMAS P.E. PIIIX (XIIIP OPPOSITE) 1432 WOODFORD RD LEWISVILLE,NC 27023 434.666-0609 rllomas@lrlomaspe.com REVISIONS 5/8" MIN. REV DESCRIPTION WOOD FRAMING I EDGE DISTANCE I OR 2X BUCK BY OTHERS 1 3/8" MIN. EMBEDMENT 1 3/8" MIN. 1/4" MAX. EMBEDMENT II~ SHIM SPACE BACKER ROD 1/4" MAX. & APPROVED SHIM SPACE SEALANT 5MIN. EDGE DISTANCE #14 WOOD SCREW #14 WOOD SCREW ow WOOD FRAMING INTERIOR OR 2X BUCK BY OTHERS EXTERIOR NOTES: 1. INTERIOR AND EXTERIOR FINISHES,BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE BACKER ROD ®r � DESIGNED IN ACCORDANCE WITH ASTM E2112 & APPROVED SEALANT JAMB INSTALLATI( WOOD FRAMING OR 2X BUC #14 WOOD SCREW SILL TO BE SET IN A BED OF APPROVED SEALANT BACKER ROD & APPROVED 1/4" MAX. SEALANT SHIM SPACE 1 3/8MIN MI WINDOWS AND DOORS LLC EMBEDMENT 650 WEST MARKET STREET GRATZ, PA 17030 SERIES 120/130/140 ALUMINUM SLIDING WOOD FRAMING GLASS DOOR - IMPACT OR 2X BUCK5 8" MIN 2 TRACK FINLESS INSTALLATION DETAILS BY OTHERS EDGE DISTANCE DRAWN: DWG NO. I R.S. 1 08-03086 VERTICAL CROSS SECTION SCALEDATE SHEET WOOD FRAMING OR 2X BUCK INSTALLATION NTS 04/13/17 5 OF 24 L.ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE,NC 27023 434-688-0609 rllomas@lriornaspe.com REVISIONS 5/8" MIN. REV OMRIPnON EDGE DISTANCE METAL STRUCTURE �{ 1/4" MAX. BY OTHERS i r SHIM SPACE BACKER ROD 1/4" MAX. T— & & APPROVED SHIM SPACE 5/8" SEALANT MIN. EDGE DISTANCE #14 SMS OR SELF DRILLING SCREW X14 SMS OR SELF DRILLING SCREWS INTERIOR EXTERIOR METAL NOTES: STRUCTURE 1. INTERIOR AND EXTERIOR FINISHES,BY OTHERS, BY OTHERS NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE BACKER ROD DESIGNED IN ACCORDANCE WITH ASTM E2112 & APPROVED JAMB INS TALLATl( Of—"7W— SEALANT METAL STRUCTURE IM #14 SMS OR SELF DRILLING SCREW SILL TO BE SET IN A BED OF APPROVED SEALANT BACKER ROD & APPROVED SEALANT 1/4" MAX. � SHIM SPACE MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ, PA 17030 SERIES 120/130/140 ALUMINUM SLIDING METAL GLASS DOOR — IMPACT STRUCTURE2 TRACK FINLESS INSTALLATION DETAILS BY OTHERS 5/8" MIN. EDGE DISTANCE DRAWN: DW NO. I R.S. 08-03086 VERTICAL CROSS SECTION scALE NTS DATE 04/13/17 SHEET 6 OF 24 METAL STRUCTURE INSTALLATION L-RoeERro LOMAs P.E. 1432 WOODFORD RD LEWISVILLE,NC 27023 434-688-0609 dlomas@IAomaspe.com 2 3/16" MIN 1 7/8" MIN. REVISIONSSEPARATION EDGE DISTANCE 1 REV oEscrOPnoN CONCRETE/MASONRY ' BY OTHERS � � a� . ° '. .., � .. � : .. • �° n °J. • ° EMBEDMENT EM EDMENT OPTIONAL 1X BUCK /4" MAX. SEE NOTES 3 — 7 —� SHIM SPACE SHEET 1 I a BACKER ROD 1/4" MAX. MIN. & APPROVED SHIM SPACE EDGE SEALANT DISTANCE 9 1/4" TAPCON • 2 3/16" MIN •• SEPARATION OPTIONAL 1 X BUCK SEE NOTE 3 — 7 SHEET 1 • EXTERIOR INTERIOR 1/4- TAPCON �• •. . CONCRETE/MASONRY ME BY OTHERS BACKER ROD & APPROVED SEALANT JAMB INSTALLATIOA CONCRETE/MASONRY INS 1/4" TAPCON SILL TO BE SET IN A BED OF NOTES: APPROVED SEALANT I. INTERIOR AND EXTERIOR FINISHES,BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE BACKER RODDESIGNED IN ACCORDANCE WITH ASTM E2112 & APPROVED MAX. SEALANT � SHHIMIM SPACE MI WINDOWS AND DOORS LLC T 650 WEST MARKET STREET GRATZ, PA 17030 OPTIONAL 1X BUCK n `. 1 1/4" MIN SERIES 120/130/140 ALUMINUM SLIDING SEE NOTE 3 — 7 ^ . GLASS DOOR — IMPACT �, EMBEDMENT SHEET 1 <' .a 2 TRACK FINLESS INSTALLATION DETAILS CONCRETE/MASONRY • °• a` DRAWN: DWG No. F • ,'a BY OTHERS � R.S. 08-03086 2 3/16" MIN 1 7/8 " MIN SCS NTS JDATE 04/13/17 SHE ET 7 OF 24 SEPARATION EDGE DISTANCE VERTICAL CROSS SECTION L.ROBERTO LOMAS P.E. CONCRETE/MASONRYLNSTALLATION 1432 WOODFORD RD LEWISVILLE,NC 27023 434-688-0609 rllomas@lHomaspe.com REVISIONS 5/8" MIN. REV DESCRIPTION EDGE DISTANCE FOR2X NG CKRS 1 3/8" MIN. EMBEDMENT 1 3/8" MIN. 1/4" MAX. EMBEDMENT I I~ SHIM SPACE BACKER ROD 1/4" MAX. —j F— & APPROVED SHIM SPACE 5/8" SEALANT MIN, EDGE DISTANCE #14 WOOD SCREW a #14 WOOD SCREW WOOD FRAMING OR 2X BUCK INTERIOR BY OTHERS NOTES: EXTERIOR 1. INTERIOR AND EXTERIOR FINISHES,BY OTHERS, ol NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE z—t DESIGNED IN ACCORDANCE WITH ASTM E2112 F—U7 0% #14 WOOD SCREW SILL TO BE SET BACKER ROD n i INA BED OF & APPROVED APPROVED SEALANT SEALANT JAMB INSTALLATI WOOD FRAMING OR 2X BU( BACKER ROD & APPROVED 1/4" MAX. SEALANT SHIM SPACE MS 1 3/8" MIN MI WINDOWS AND DOORS LLC EMBEDMENT 650 WEST MARKET STREET GRATZ, PA 17030 SERIES 120/130/140 ALUMINUM SLIDING WOOD FRAMING GLASS DOOR — IMPACT OR 2X BUCK3 TRACK FINLESS INSTALLATION DETAILS BY OTHERS 5/8" MIN f EDGE DISTANCE DRAWN: DWG NO. VERTICAL CROSS SECTION R.S. 08-03086 WOOD FRAMING OR 2X BUCK INSTALLATION SCALE NTS DATE 04/13/17 1SHEET 8 OF 24 L.ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE,NO 27023 434-688-0609 rllomas@lrlomaspe.com REVISIONS 5/8' MIN. REV DESCRIPTION rEDGE DISTANCE - METAL STRUCTURE 1/4" MAX. BY OTHERS ~1 f` SHIM SPACE BACKER ROD 1/4" MAX. & APPROVED SHIM SPACE 5/8" SEALANT MIN. EDGE DISTANCE #14 SMS OR SELF DRILLING SCREW #14 SMS OR SELF DRILLING SCREWS INTERIOR METAL EXTERIOR STRUCTURE NOTES: BY OTHERS 1. INTERIOR AND EXTERIOR FINISHES,BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 #14 SMS OR SELF DRILLING SCREW SILL TO BE SET BACKER ROD IN A BED OF & APPROVED SEALANT JAMB INSTALLAT APPROVED SEALANT METAL STRUCTURE 11 Lu BACKER ROD & APPROVED LLLJJJ SEALANT 1/4" MAX. SHIM SPACE MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ, PA 17030 SERIES 120/130/140 ALUMINUM SLIDING METAL GLASS DOOR - IMPACT STRUCTURE3 TRACK FINLESS INSTALLATION DETAILS BY OTHERS 5/8" MIN. VERTICAL CROSS SECTION EDGE DISTANCE DRAWN: DWG NO. I METAL STRUCTURE INSTALLATION R.S. 08-03086 SCALE NTS DATE 04/13/17 SHEET 9 OF 24 L.ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE,NC 27023 434-688-0609 rllomas@irlomaspe.com 4 7/16" MIN 1 7/8" MIN. REWSIONS SEPARATION EDGE DISTANCE 1 REv DEWMP'nON CONCRETE/MASONRY BY OTHERS ° 4 .., EMBEDMENT 1 1/4" MIN. ° ° d. d • EMBEDMENT 1/4" MAX. OPTIONAL 1X BUCK ;• _ ° SHIM SPACE SEE NOTES 3 — 7 T SHEET 1 o 1 7/8" BACKER ROD 1/4" MAX. MIN. v• & APPROVED SHIM SPACE EDGE SEALANT DISTANCE > .. 1/4" TAPCON NOTES: 1. INTERIOR AND EXTERIOR FINISHES,BY OTHERS, �• NOT SHOWN FOR CLARITY. 4 7/16 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE MIN v DESIGNED IN ACCORDANCE WITH ASTM E2112 SEPARATION • INTERIOR �.' r EXTERIOR 1/4" TAPCON n 1/4" TAPCON CONCRETE/MASONRY BY BACKER OTHERS 7 & APPRC SILL TO BE SET OPTIONAL 1 X BUCK SEALANT IN A BED OF SEE NOTES 3-7 JAMB INSTALLATION APPROVED SEALANT SHEET 1 CONCRETE/MASONRYINSTi BACKER ROD 1/4" MAX. & APPROVED SHIM SPACE SEALANT MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET —� GRATZ, PA 17030 OPTIONAL 1 X BUCK ° MIN SERIES 120/130/140 ALUMINUM SLIDING c d 1 1/4" SEE NOTE 3 — 7 GLASS DOOR — IMPACT d ' • ' ; EMBEDMENT SHEET 1 °` d ' • • 3 TRACK FINLESS INSTALLATION DETAILS CONCRETE/MASONRY •:. •• DPAWN: DWG No. BY OTHERS R.S. 08-03086 4 7/16" MIN 1 7/8" MINSCUE NTS °1� 04/13/17 SHEEP 10 OF 24 SEPARATION EDGE DISTANCE VERTICAL CROSS SECTION L.ROBERD LEWIS ILLE, 1432 WOODFORD RD LEW/SV/LLE,NC 27023 CONCRETE/MASONRY INSTALLATION 434-668-0609 rNomas@ftmaspe.com 41 REVISION'. 5/8" MIN, REV DESCRIPTION W000 FRAMING EDGE DISTANCE OR 2X BUCK BY OTHERS r 1 3/8" MIN EMBEDMENT 1/4" MAX.SHIM SPACE EMBEDMENT � 5/8" BACKER ROD 1/4" MAX. MIN. & APPROVED SHIM SPACE EDGE SEALANT DISTANCE #14 WOOD SCREW #14 WOOD SCREW WOOD FRAMING JF1 OR 2X BUCK BY OTHERS INTERIOR NOTES: EXTERIOR 1. INTERIOR AND EXTERIOR FINISHES,BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED/N ACCORDANCE WITH ASTM E2112 #14 WOOD SCREW SILL TO BE SET IN A BED OF APPROVED SEALANT BACKER ROD JAMB INS TALLATIC BACKER ROD & APPROVEDSEALANT WOOD FRAMING OR 2XBUC & APPROVED SEALANT 1/4" MAX. �--�-SHIM SPACE i 1 3/8" MIN MI WINDOWS AND DOORS LLC EMBEDMENT 650 WEST MARKET STREET GRATZ, PA 17030 SERIES 120/130/140 ALUMINUM SLIDING WOOD FRAMING I GLASS DOOR - IMPACT OR 2X BUCK 5/8" MIN ~iI 4 TRACK FINLESS INSTALLATION DETAILS BY OTHERS VERTICAL CROSS SECTION EDGE DISTANCE DRAWN: DWG N0, R WOOD FRAMING OR 2X BUCK INSTALLATION R.S. 08-03086 SCALE NTS DATE 04/13/17 SHEET 11 OF 24 L.ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE,NC 27023 434-688-0609 rllomasca Irlomaspe.com REVISIOn 5/8" MIN. DESCRIPTION EDGE DISTANCE 1/4" MAX. METAL SHIM SPACE STRUCTURE f BY OTHERS 5/8„ MIN. BACKER ROD 1/4" MAX. EDGE & APPROVED SHIM SPACE DISTANCE SEALANT #14 SMS OR SELF DRILLING #14 SMS OR SCREW SELF DRILLING SCREWS METAL STRUCTURE EXTERIOR INTERIOR BY OTHERS NOTES: 1. INTERIOR AND EXTERIOR FINISHES,BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE #14 SMS OR DESIGNED IN ACCORDANCE WITH ASTM E2112 SELF DRILLING SCREW o�L SILL TO BE SET IN A BED OF APPROVED SEALANT BACKER ROD JAMB INSTALLA & APPROVED METAL STRUCTURE BACKER ROD SEALANT & APPROVED SEALANT 1/4" MAX. SHIM SPACE -r MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ, PA 17030 SERIES 120/130/140 ALUMINUM SLIDING GLASS DOOR - IMPACT METAL STRUCTURE 4 TRACK FINLESS INSTALLATION DETAILS BY OTHERS EDGE DISTANCE DRAWN: DWG NO. VERTICAL CROSS SECTION R.S. 08-03086 METAL STRUCTURE INSTALLATION SCALE NTS DATE 04/13/17 SHEET 12 OF 24 L.ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE,NC 27023 434-688-0609 rllomas@lrlomaspe.com 4 7/16" MIN 1 7/8" MIN. REVISIONS CONCRETE/MASONRY SEPARATION EDGE DISTANCE 1 REl DEsmpnoN BY OTHERS .°• .d• °j • ,� d 1 1/4" MIN. 1/4" MAX. e' d' A. • .• 1 1/4" MIN. EMBEDMENT SHIM SPACE OPTIONAL 1X BUCK • ' . . • •• 'a. ° • EMBEDMENT SEE NOTES 3 — 7 a. 4. • • .•'. �. a •d' ° . SHEET 1 1 7/8" MIN. e e EDGE BACKER ROD DISTANCE ► v .: .. & APPROVED SHIM HIM SPACE MAX. SEALANT v • 1/4" TAPCON y 4 7/16" MIN a ' SEPARATION NOTES: • 1. INTERIOR AND EXTERIOR FINISHES,BY OTHERS, `e NOT SHOWN FOR CLARITY 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE EXTERIOR DESIGNED IN ACCORDANCE WITH ASTM E2112 INTERIOR •' ' • 1/4- TAPCON e ' O 1/4" TAPCON CONCRETE/MASONRY SILL TO BE SET BY OTHERS ° BACKER Rf IN A BED OF & APPROVI APPROVED SEALANT OPTIONAL 1X BUCK SEALAI SEE NOTE 3 — 7 SHEET 1 JAMB INSTALLATION DE BACKER ROD1/4" MAX. CONCRETE/MASONRYINSTALLA & APPROVED � SEALANT SHIM SPACE MI WINDOWS AND DOORS LLC OPTIONAL 1X BUCK 650 WEST MARKET STREET SEE NOTE 3 — 7 �� GRATZ, PA 17030 SHEET 1 •'•. " :. a • SERIES 120/130/140 ALUMINUM SLIDING d • 1 1/4" MIN GLASS DOOR — IMPACT ' d • .. . d, 44, •. •.� ': d EMBEDMENT 4 TRACK FINLESS INSTALLATION DETAILS . d •:. - • • •• •. DRAWN: DWG N0. { ° CONCRETE /MASONRY R.S. 08-03086 4 7/16" MIN 1 7/8" MIN s MASONRY SEPARATION EDGE DISTANCE c&E NTS DATE 04/13/17 SHEET 13 OF 24 BY OTHERS VERTICAL CROSS SECTION L.ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE,NC 27023 CONCRETE/MASONRY INSTALLATION 434-688-0609 rpomas®klomaspe.com 5/8" MIN. REVISION' EDGE DISTANCE WOOD FRAMING REV DESCRIPTION OR 2X BUCK BY OTHERS 1 3/8" MIN. EMBEDMENT ' 1 3/8" MIN. 1/4" MAX. BACKER ROD 1/4" MAX. EMBEDMENT I~ SHIM SPACE & APPROVED SHIM SPACE SEALANT 5/8" MIN. EDGE #14 WOOD SCREW DISTANCE #14 WOOD SCREW WOOD FRAMING INTERIOR OR 2X BUCK BY OTHERS EXTERIOR NOTES: 1. INTERIOR AND EXTERIOR FINISHES,BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE BACKER ROD zt DESIGNED IN ACCORDANCE WITH ASTM E2112 & APPROVED JAMB INSTALL SEALANT WOOD FRAMING OR 2X #14 WOOD SCREW SILL TO BE SET IN A BED OF APPROVED SEALANT BACKER ROD & APPROVED 1/4" MAX. SEALANT SHIMSPACE i 1 3/8" MIN MI WINDOWS AND DOORS LLC EMBEDMENT 650 WEST MARKET STREET GRATZ, PA 17030 WOOD FRAMING SERIES 120/130/140 ALUMINUM SLIDING OR 2X BUCK GLASS DOOR — IMPACT MIN 2 TRACK FLANGE INSTALLATION DETAILS BY OTHERS VERTICAL CROSS SECTION r EDGE DISTANCE f WOOD FRAMING OR 2X BUCK INSTALLATION DRAWN: DWG N0.R.S. 08-03086 ScALE NTS DATE 04/13/17 1 SHEET 14 OF 24 L.ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE,NC 27023 434-688-0609 rllomasCOlrlomaspe.com 5/8" MIN. 1.7 REv oEscPoe�roN EDGE DISTANCE METAL STRUCTURE BY OTHERS " MAX SHIMSPACE BACKER ROD 1/4�MAX & APPROVED SHIM SPACE 5/8" SEALANT MIN. EDGE DISTANCE #14 SMS OR 1 SELF DRILLING SCREW #14 SMS OR SELF DRILLING SCREWS INTERIOR EXTERIOR NOTES: METAL I. INTERIOR AND EXTERIOR FINISHES,BY OTHERS, STRUCTURE NOT SHOWN FOR CLARITY. BY OTHERS 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE BACKER ROD DESIGNED IN ACCORDANCE WITH ASTM E2112 & APPROVED #14 SMS OR SEALANT J SELF DRILLING AMB INSTAL"' SCREW METAL STRUCTURE SILL TO BE SET IN A BED OF APPROVED SEALANT BACKER ROD & APPROVED SEALANT 1/4" MAX. F SHIM SPACE -T MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ, PA 17030 METAL SERIES 120/130/140 ALUMINUM SLIDING STRUCTURE I GLASS DOOR — IMPACT BY OTHERS 5/8" MIN. 2 TRACK FLANGE INSTALLATION DETAILS VERTICAL CROSS SECTION EDGE DISTANCE DRAWN: DM No. METAL STRUCTURE INSTALLATION R.S. 08-03086 SCALE NTS DATE 04/13/17 SHEET 15 OF 24 L.ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE,AIC 27023 434-688-0609 rllomesgftmaspe.com 2 3/16" MIN 1 7/8" MIN. REWSIM. SEPARATION EDGE DISTANCE r REV DMPoPn0N CONCRETE/MASONRY BY OTHERS ted. a • • � 1 1/4" MIN. 1 1/4" MIN. OPTIONAL 1X BUCK • n' EMBEDMENT EMBEDMENT 1/4" MAX. SEE NOTES 3 — 7 SHIM SPACE SHEET 1 � a BACKER ROD 1/4" MAX. 1 MING" �• ° & APPROVED SHIM SPACE EDGE SEALANT DISTANCE > •.v .. ° 'v 1/4" TAPCON ° > 2 3/16" MIN ° . SEPARATION �. . 1/4- TAPCON INTERIOR CONCRETE/MASONRY ° BY OTHERS EXTERIOR OPTIONAL 1X BUCK BACKER ROD SEE NOTE 3 — 7 & APPROVED SHEET 1 SEALANT JAMB INSTALLATION 1/4" TAPCON CONCRETE/MASONRY INST, SILL TO BE SET IN A BED OF NOTES: APPROVED SEALANT I. INTERIOR AND EXTERIOR FINISHES,BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 BACKER ROD & APPROVED 1/4" MAX. SEALANT SHIM SPACE MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET OPTIONAL 1X BUCK _� GRATZ, PA 17030 SEE NOTE 3 — 7 • ' , SERIES 120/130/140 ALUMINUM SLIDING SHEET 1 ; °. 1 1/4" MIN EMBEDMENT GLASS DOOR — IMPACT �.. .a •' . ,!__ 2 TRACK FLANGE INSTALLATION DETAILS e CONCRETE/MASONRY '' ,', a' DRAWN: owc No. -T BY OTHERS R.S. 08-03086 2 3/16" MIN 1 7/8" MIN SEPARATION EDGE DISTANCE SCALE NTS DATE 04/13/17 1SHEET 16 OF 24 VERTICAL CROSS SECTION L.ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE.NC 27023 CONCRETE/MASONRY INSTALLATION 434-666-0609 rtlomas@6lomaspexom REVISIONS 5/8" MIN. REV DESCRIPTION WOOD FRAMING EDGE DISTANCE OR 2X BUCK BY OTHERS 1 3/8" MIN. EMBEDMENT 1 3/8" MIN. 1/4" MAX. EMBEDMENT I I~ SHIM SPACE 1/4" MAX. BACKER ROD I— SEALANT SHIM SPACE 5/8' & APPROVED MIN. EDGE DISTANCE #14 WOOD SCREW #14 WOOD SCREW WOOD FRAMING INTERIOR OR 2X BUCK BY OTHERS EXTERIOR NOTES: 1. INTERIOR AND EXTERIOR FINISHES,BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE ; z t z z DESIGNED IN ACCORDANCE WITH ASTM E2112 #14 WOOD SCREW BACKER ROD SI BED OF TO BE SET & AP$EALANDT JAMB INSTALLATIC APPROVED SEALANT WOOD FRAMING OR 2X BUC BACKER ROD & APPROVED 1/4" MAX. SEALANT Cj SHIM SPACE 1 3/8 MIN MI WINDOWS AND DOORS LLC EMBEDMENT 650 WEST MARKET STREET GRATZ, PA 17030 SERIES 120/130/140 ALUMINUM SLIDING WOOD FRAMING GLASS DOOR — IMPACT OR 2X BUCK 3 TRACK FLANGE INSTALLATION DETAILS BY OTHERS VERTICAL CROSS SECTION EDGE DISTANCE DRAWN: DWG N0. R WOOD FRAMING OR 2X BUCK INSTALLATION R.S. 08-03086 SCALE NTS DATE 04/13/17 s"EET 17 OF 24 L.ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE,NC 27023 434-688-0609 rllomasCalrlomaspe.com 5/8" MIN. REv DESCRIPTION REVISION! I EDGE DISTANCE METAL STRUCTURE BY OTHERS - SHIM SPACE BACKER ROD 1/4" MAX. & APPROVED SHIM SPACE 5/8„ SEALANT MIN. EDGE DISTANCE #14 SMS OR SELF DRILLING SCREW #14 SMS OR SELF DRILLING SCREWS INTERIOR EXTERIOR METAL STRUCTURE NOTES: BY OTHERS 1. INTERIOR AND EXTERIOR FINISHES,BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 Pr #14 SMS OR SELF DRILLING SCREW BACKER ROD SILL TO BE SET & APPROVED IN A BED OF SEALANT APPROVED SEALANT JAMB INSTALLA7 METAL STRUCTURE I BACKER ROD & APPROVED SEALANT 1/4° MAX. SHIM SPACE MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ, PA 17030 SERIES 120/130/140 ALUMINUM SLIDING METAL GLASS DOOR - IMPACT STRUCTURE BY OTHERS EDGE BDISTANCE 3 TRACK FLANGE INSTALLATION DETAILS VERTICAL CROSS SECTION DRAWN: DWG NO. METAL STRUCTURE INSTALLATION R.S. 08-03086 SCALE NTS DATE 04/13/17 1 SHEET 18 OF 24 L.ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE,NC 27023 434-688-0609 dlomas@Momaspe.com 4 7/16" MIN 1 7/8" MIN SEPARATION EDGE DISTANCE r R, DEscluanoN CONCRETE/MASONRY °• . .; • a BY OTHERS • ° ' a' % . °.: ' .., 1 1/4" MIN. °' • EMBEDMENT 1 1/4" MIN. OPTIONAL 1X BUCK ` ° • • • ° ° EMBEDMENT 1/4" MAX. SEE NOTES 3 — 7 SHIM SPACE SHEET 1 BACKER ROD 1/4- MAX. 1 MIN 7/8- N8" 1.• •. o & APPROVED SHIM SPACE EDGE SEALANT DISTANCE ° 1/4" TAPCON ' °a NOTES: 1. INTERIOR AND EXTERIOR FINISHES,BY OTHERS, NOT SHOWN FOR CLARITY. 4 7/16- 2. /16"2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE MI Npm v e DESIGNED IN ACCORDANCE WITH ASTM E2112 SEPARATION v INTERIOR ° a EXTERIOR v 1/4" TAPCON ° vO ' 1/4" TAPCON CONCRETE/MASONRY BY OTHERS BACKER ROC SILL TO BE SET OPTIONAL 1X BUCK & APPROVE[ in IN A BED OF SEE NOTE 3 — 7 SEALANT APPROVED SEALANT SHEET 1 JAMB INSTALLATION CONCRETE/MASONRY INSTl BACKER ROD & APPROVED 1/4" MAX. � SEALANT SHIM SPACE MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET OPTIONAL IX BUCK _ I GRATZ, PA 17030 SEE NOTE 3 — 7 4 • ° SERIES 120/130/140 ALUMINUM SLIDING SHEET 1 a a.. •'.• ° 1 1/4" MIN • :, • EMBEDMENT GLASS DOOR — IMPACT ° ' • 3 TRACK FLANGE INSTALLATION DETAILS •;, •• : . '_ •• °. DRAWN: DWG N0. b R.S. 08-03086 CONCRETE MASONRY 4 7/16" MIN 1 7/8" MIN BY OTHERS SEPARATION EDGE DISTANCE scALE NTS °�� 04/13/17 sNee1 19 OF 24 VERTICAL CROSS SECTION L.ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE,NC 27023 CONCRETE/MASONRYTNSTALLATION 434-666-0609 rllomas@6lomaspe.com Igil REVISION! 5/8" MIN. REv DESCRIPTION WOOD FRAMING r EDGE DISTANCE OR 2X BUCK BY OTHERS 1 3/8" MIN. r 1/4" MAX. 1 3/8" MIN. EMBEDMENT I f SHIM SPACE EMBEDME T 5/8" BACKER ROD Lj 1/4" MAX. MIN. 'j & APPROVED SHIM SPACE EDGE SEALANT DISTANCE #14 WOOD SCREW #14 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS INTERIOR NOTES: EXTERIOR 1. INTERIOR AND EXTERIOR FINISHES,BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 #14 WOOD SCREW MR Me SILL TO BE SET IN A BED OF APPROVED SEALANT BACKER ROD JAMB INSTALLATA BACKER ROD & APPROVED WOOD FRAMING OR 2X BUL & APPROVED SEALANT SEALANT 1/4" MAX. SHIM SPACE 1 1 3/8" MIN MI WINDOWS AND DOORS LLC EMBEDMENT 650 WEST MARKET STREET GRATZ, PA 17030 SERIES 120/130/140 ALUMINUM SLIDING GLASS DOOR - IMPACT WOOD FRAMING 5/8" MIN 4 TRACK FLANGE INSTALLATION DETAILS OR 2X BUCK CAL CROSS SECTION EDGE DISTANCE BY OTHERS VERTICAL DRAWN: DWG N0, F WOOD FRAMING OR 2X BUCK INSTALLATION R.S. 08-03086 SCALE NTS DATE 04/13/17 ISHEET20 OF 24 L.ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE,NG 27023 434-688-0609 rllomasL7alrfomaspe.com REVISIONS 5/8" MIN. REV DESCRIPTION EDGE DISTANCE 1/4" MAX. METAL SHIM SPACE STRUCTURE T I` BY OTHERS 5/8" MIN. BACKER ROD 1/4" MAX. EDGE & APPROVED SHIM SPACE DISTANCE SEALANT I #14 SMS OR SELF DRILLING #14 SMS OR SCREW SELF DRILLING SCREWS AIL METAL STRUCTURE INTERIOR BY OTHERS EXTERIOR NOTES: 1. INTERIOR AND EXTERIOR FINISHES,BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE #14 SMS OR DESIGNED IN ACCORDANCE WITH ASTM E2112 —IF !j SELF DRILLING SCREW M9 V mg mo SILL TO BE SET IN A BED OF APPROVED SEALANT BACKER ROD JAMB (NSTALLA7 & APPROVED METAL STRUCTURE I BACKER ROD v SEALANT & APPROVED SEALANT 1/4" MAX. SHIM SPACE _ MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ, PA 17030 SERIES 120/130/140 ALUMINUM SLIDING GLASS DOOR - IMPACT METAL yl STRUCTURE 4 TRACK FLANGE INSTALLATION DETAILS BY OTHERS 5/8" MIN. DRAWN: DWG NO. VERTICAL CROSS SECTION EDGE DISTANCE R.S. 08-03086 METAL STRUCTURE INSTALLATION SCALE NTS DATE 04/13/17 SHEET 21 OF 24 L.ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE,NC 27023 434-688-0609 rllomasCd)lrlomaspe.com 4 7/16" MIN 1 7/8" MIN. REYsON CONCRETE/MASONRYSEPARATION EDGE DISTANCE .EV DMPJPToN BY OTHERS a .. 4, .. ° 1 1/4" MIN. 1/4" MAX. ° • °, EMBEDMENT SHIM SPACE • a. ° • , , 1 1/4" MIN. ° •' , "4. . ' e • a ° EMBEDMENT 4. OPTIONAL 1X BUCK �. SEE NOTES 3 — 7 1 7/8" SHEET 1 MIN. v .. EDGE DISTANCE 9 .: BACKER ROD 1/4" MAX, o & APPROVED SHIM SPACE o SEALANT 1/4- TAPCON •° a 4 7/16" v MIN NOTES: SEPARATION 1. INTERIOR AND EXTERIOR FINISHES,BY OTHERS, NOT SHOWN FOR CLARITY. o°v 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE , DESIGNED IN ACCORDANCE WITH ASTM E2112 . EXTERIOR INTERIOR v 1/4" TAPCON IEIe e 1/4" TAPCON CONCRETE/MASONRY BY OTHERS .:"• ' .;,. jai SILL TO BE SET OPTIONAL 1X BUCK BACKER ROD YEN IN A BED OF SEE NOTE 3 — 7 & APPROVED APPROVED SEALANT SHEET 1 SEALANT JAMB INSTALLATION D BACKER R00 CONCRETE/MASONRY INSTAL & APPROVED 1/4" MAX. SEALANT SHIM SPACE MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET OPTIONAL 1X BUCK GRATZ, PA 17030 SEE NOTE 3 — 7 •� 4 —� SERIES 120/130/140 ALUMINUM SLIDING SHEET 1 e a . a., ,. ,.a e 4 1 1/4" MIN GLASS DOOR — IMPACT °e a •' EMBEDMENT ae 4 4 TRACK FLANGE INSTALLATION DETAILS •. ., • . , .•. . a •te a .. 4 ,° . .< WtAWN: DWG NO. 4 7/16" CONCRETE/MASONRY MIN 1 7/8" MIN R.S. 08-03086 _7 BY OTHERS SEPARATION EDGE DISTANCE scAu NTS DATE 04/13/17 1 SHEET 22 OF 24 VERTICAL CROSS SECTION L.ROBERTO LOMAS P.E. CONCRETE/MASONRY INSTALLATION 14.92 WOODFORD RD LEWISVILLE,NC 27023 434-688.0609 dlomas®Irlomaspe.com 1 3/8" MIN. I 1 3/8" MIN. REVISIOP REv EMBEDMENT EMBEDMENT DESCRIPTION WOOD FRAMING NOTES: OR 2X BUCK #14 WOOD WOOD FRAMING I.INTERIOR AND EXTERIOR FINISHES,BY #14 WOOD BY OTHERS SCREW OR 2X BUCK NOT SHOWN FOR CLARITY. SCREW BY OTHERS 2.PERIMETER AND JOINT SEALANT BY 01 DESIGNED IN ACCORDANCE WITH ASTM E 5/8" MIN. 5/8" MIN. EDGE DISTANCE HOOK STRIP EDGE DISTANCE HOOK STRIP i INTERIOR INTERIOR PANEL INTERLOCK PANEL INTERLOCK EXTERIOR EXTERIOR HOOK STRIP(M-g533)INSTALLATION HOOK STRIP(M-2534)INSTALLATION 2X BUCK/WOOD FRAMING 2X BUCK/WOOD FRAMING METAL STRUCTURE METAL STRUCTURE BY OTHERS BY OTHERS #14 SELF DRILLING #14 SELF DRILLING SCREW SCREW 1 5/8" MIN. 5/8" MIN, EDGE DISTANCE EDGE DISTANCE HOOK STRIP I HOOK STRIP INTERIOR INTERIOR FSERIES INDOWS AND DOORS LLC PANEL INTERLOCK 50 WEST MARKET STREET PANEL INTERLOCKGRATZ, PA 17030 20/130/140 ALUMINUM SLIDING GLASS DOOR - IMPACT HOOK INSTALLATION DETAILS EXTERIOR EXTERIOR DRAWN: DWG NO. R.S. 08-03086 R HOOK STRIP(M-2533) INSTALLATION HOOK STRIP(M-2534)INSTALLATION SCALE NTS DATE 04/13/17 S"E'23 OF 24 METAL STRUCTURE METAL STRUCTURE L.ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE,NC 27023 434-688-0609 rllomas@lrlomaspe.com RMSKM 1 1/4" MIN. REV DESCRIPTION 1 1/4" MIN. EMBEDMENT EMBEDMENT 1X BUCK BY OTHERS, 1X BUCK BY OTHERS, 1X BUCK TO BE a 1X BUCK TO BE a PROPERLY SECURED PROPERLY SECURED MASONRY/CONCRETE .. MASONRY/CONCRETE 1/4" TAPCON ; BY OTHERS 1/4" TAPCON ; BY OTHERS • • 1 3/4" MIN. HOOK STRIP MIN. HOOK STRIP y EDGE DISTANCE d'.. 1 3/4" a •. E EDGE DISTANCE INTERIOR INTERIOR 3/4" PANEL INTERLOCK PANEL INTERLOCK 3 1/2" EXTERIOR EXTERIOR HOOK STRIP(M-2533)INSTALLATION _HOOK STRIP(M-2534)INSTALLATION MASONRY/CONCRETE MASONRY/CONCRETE t 1/16" 3 1/2"SILL EXTENDER ALUMINUM 6063-T5.062"THICK 3/16" TEMP 3/16" ANN .100" HP PVB BY EASTMAN EXTERIOR 3/16" ANN STAINLESS STEEL INTERIOR BOX SPACEflF INUM GLAZINGALUBEADMI WINDOWS AND DOORS LLC 650 WEST MARKET STREET SILICONE SEALANT GRATZ, PA 17030 3/4" BITE SERIES 120/130/140 ALUMINUM SLIDING GLASS DOOR - IMPACT LR.S. LAZING AND SILL RISER DETAILS I OWO NO. GLAZING DETAIL 08-03086 DATE 04/13/17 SHEET 24 OF 24 L.ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE,NC 27023 434688-0609 rllomasomomaspe.com ELEVATION Notes: 72" 2" typ.- HEAD DETAIL 1. Installation depicted based off J 10" o.c" SHEATHING/OSB test report # B9099.01-109-4 Max. 2. Wood screws shall sotify the N 2" typ. SIZE HEADER AS NEEDED Design Specification for Wood T--- FLASHING CAULK UNDER NAILING Construction for material type 10' O.C. BY OTHERS FIN ENTIRE PERIMETER dimensional requirements. / Max. BEFORE FASTENING. 3. Wood buck installations are as! / 1— S—P—F (G=0.42) or denser. E Anchor shall be greater than the wind( (See Section Details) width. Tapered or partial width are not allowed. Wood buck s secured to the structure to re: o E= SO design loads. 4. Wood screw lengths shall be si MINIMUM to guarantee 1-1/4' penetratic 1 1 4 INCH PE TRATION wood buck. INTO STUD 5. Maximum shim thickness of 1/ permitted at each fastener loco Shims shall be load bearing, n( o compressible type. 6. These drawings depict the deto �a oO necessary to meet structural to requirements. They do not adc r Min Edge 7/16" air infiltration, water penetration SHIM AS or thermal performance requires REQUIRED the installation. DRYWALL 7. Installation shown is that of th _V0 window for the size shown and design pressure claimed. For ( sizes smaller than shown, local MUST ACHIEVE X SCREW (SHOWN WITH �" SHEATHING) fasteners approx 2' from come ME t-1/4" PENETRATION INTO STUD. more than 10' on center. Locc A"tI`�'CLEARANCE fasteners approx 2" from com( more than 10' on center. Des (ALL FOUR SIDES) SILL DETAIL of smaller window sizes are lin the test window. SIZE AND DESIGN PRESSURE CHART FASTENER TYPE AND SPACING SHOWN WILL ALLOW DESIGN PRESSURES UP TO +75 / -75 UNITS OF (SEE TEST REPORTS FOR INDIVIDUAL UNIT SIZE AND APPLICABLE DESIGN PRESSURE a SHEATHING Min Edge 7/16" .� „E o �� INSTALLATION INSTRUCTIONS V & FASTENER SCHEDULE — FIN— Q JAMB DETAIL M 'R°°tt° * "NAIL FIN" IS A GENERIC TERM WHICH Windows&Doors 3500HP Picture Window N MEANS "MOUNTING FLANGE". Gratz, PA NOT TO BE CONFUSED WITH -1/2- FRONT FLANGE 35( REVISION REV DESCRIPTION A I REVISED INSTALLATION DETAILS NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH 15. FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE #8 W REQUIREMENTS OF THE FLORIDA BUILDING CODE. SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT I 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETF TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE 16. FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE USE 3/16" TAPCON RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATI 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 112" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AN[ 4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE INSTALLATION DETAILS. ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED 17. FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE #8 SMS OR SELI INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STR MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION E 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY 18. ALL FASTENERS TO BE CORROSION RESISTANT. FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY 19. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USE MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BE 6. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED A. WOOD: MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI. COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH f'm=2,000PSI MINIMUIv 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS D. METAL STRUCTURE: STEEL 18GA (.048") FY=33KSI/FU=52KS1 OR PROVIDED. ALUMINUM 6063—T5 FU=30KSI 1/8" THICK MINIMUM 8. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4 9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL: EXTRUDED RIGID PVC. 12. UNITS MUST BE GLAZED PER ASTM E1300-04. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE #6 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. MI WINDOWS 650 WEST MARKET STREET GRATZ, PA 17030 TABLE OF CONTENTS 9660 AWNING WINDOW SHEET NO. DESCRIPTION 60" X 36" NON—IMPACT NOTES 1 NOTES DRAWN: DWG N0. p 2 ELEVATIONS V.L. 08-01315 3 — 9 1 INSTALLATION DETAILS SCALE NTS DATE 07/25/11 SHEET 1 OF 9 REVISI01 REV DESCRIPTION A REVISED INSTALLATION DETAILS 60" MAX FRAME WIDTH 60" MAX FRAME WIDTH 6" MAX 13" MAX O.C. 6" MAX 6" MAX 8" MAX O.C. 6" 1 • • • • • • • 6" MAX 6" MAX 13" 41 \ / MAX / \ 36" O.C. MAX _L_-_ / \ 36" 8„ • / / \ • FRAMEMAX / HEIGHT // \ FRAME MAX / \ / \ HEIGHT 0.C. • / \ 6" MAX - \ • 6" MAX 9660 AWNING WINDOW 9660 AWNING WINDOW EXTERIOR VIEW EXTERIOR VIEW FINLESS&FLANGE INSTALLATION EEFININSTALLATION DESIGN PRESSURE RATING IMPACT RATING +35PSF NONE NOTES: 1. MAXIMUM SASH SIZE: 58 3/8" X 34 3/8" 2. MAXIMUM D.L.O.: 53 1/8" X 29 1/8" MI WINDOWS 650 WEST MARKET STREET GRATZ, PA 17030 9660 AWNING WINDOW 60" X 36" NON-IMPACT ELEVATIONS DRAWN: DWG NO. V.L. 08-01315 SCALE NTS DATE 07/25/11 SHEET2 0F 9 7/16" MIN. REVISI( EDGE DISTANCE REV DESCRIPTION WOOD FRAMING OR 2X BUCK A REVISED INSTALLATION DETAILS BY OTHERS 1 1/4" MIN. EMBEDMENT b APPROVED SEALANT 1/4" MAX. Q SHIM SPACE 0 rI #8 WOOD o u SCREW �C�Oo❑a'❑ D 1 1/4" MIN. 1/4" MAX. EMBEDMENT f SHIM SPACE 7/16" MIN. �0 EDGE DISTANCE INTERIOR [Ell _ EXTERIOR INTERIORO #8 WOOD �O SCREW u WOOD FRAMING EXTERIOR OR 2X BUCK BY OTHERS APPROVED SEALANT SILL N BE JAMB INSTALLATION DETAIL =E1 00 '' OF SILICONE D WOOD FRAMING OR 2X BUCK INSTALLATION 4 APPROVED O SEALANT �qa l/4" MAX SHtM SPACE NOTES: WOOD FRAMING -! 1. INTERIOR AND EXTERIOR FINISHES,BYOTHERS, OR 2X BUCK 1 NOT SHOWN FOR CLARITY. BY OTHERS 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS 650 WEST MARKET STREET GRATZ, PA 17030 9660 AWNING WINDOW 60" X 36" NON-IMPACT FINLESS INSTALLATION DETAILS DRAWN: DWG NO. V.L. 08-01315 SCALE NTS DATE 07/25/11 SHEET OF 9 5/8" MIN REVISI rEV DESCRIPTION EDGE DISTANCE R METAL I STRUCTURE A REVISED INSTALLATION DETAILS BY OTHERS 1/4" MAX. SHIM SPACE APPROVED SEALANT Q �Qo oa o D #8 SMS OR 1/4" MAX. SELF DRILLING SHIM SPACE SCREW 1 s/a" MIN.- �OOO INTERIOR EDGE DISTANCE EXTERIOR INTERIOR o 0Ell — #8 SMS OR �� O SELF DRILLING SCREWS a� -- METAL EXTERIOR STRUCTURE «•s BY OTHERS APPROVED SILL MUST BE SET SEALANT O INA BED JAMB INSTALLATION DETAIL =00000 . OF SILICONE METAL STRUCTURE INSTALLATION 4 APPROVED o CI SEALANT 1/4" MAX. SHIM SPACE NOTES: METAL 1. INTERIOR AND EXTERIOR FINISHES,BY OTHERS, STRUCTURE NOT SHOWN FOR CLARITY. BY OTHERS 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 VERTICAL_CROSS_SECTION METAL STRUCTURE INSTALLATION MI WINDOWS 650 WEST MARKET STREET GRATZ, PA 17030 9660 AWNING WINDOW 60" X 36" NON-IMPACT FINLESS INSTALLATION DETAILS DRAWN: DWG NO. V.L. 08-01315 SCALE NTS DATE 07/25/11 SHEET OF 9 2 1/2" MIN. REVISP CONCRETE/MASONRY EDGE DISTANCE Rev DESCRIPTION BY OTHERS a A REVISED INSTALLATION DETAILS OPTIONAL IX BUCK n d ad e° ° 1 1/4" MIN. SEE NOTE 3 a ° a ° d EMBEDMENT SHEET 1 ° ` ° —� 1 1/4" MIN. EMBEDMENT OPTIONAL 1X BUCK SEE NOTE 3 APPROVED 1/4" MAX. SHEET 1 ° SEALANT SHIM SPACE ° a.. CONCRETE/MASONRY v SHIM SPACE n BY OTHERS 3/16" TAPCON ❑Oa � ° D3/16" TAPCON v IN u.uam — a El EXTERIOR EXTERIOR INTERIOR 2 1/2" MIN. ❑ EDGE DISTANCE v a EXT o' JAMB INSTALLATION DETAIL APPROVED o����Q"� SILL TO BE SET APPROVED SEALANT CONCRETE/MASONRYINSTALLATION SEALANT 4 IN A BED OF SILICONE OPTIONAL 1X BUCK C� 1/4 MAX. NOTES: SEE NOTE 3 SHIM SPACE 1. INTERIOR AND EXTERIOR FINISHES,BY OTHERS, SHEET 1 �C�O O NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE CONCRETE/MASONRY DESIGNED IN ACCORDANCE WITH ASTM E2112 BY OTHERS ° d ° ° d °a d ° a MI WINDOWS 8 650 WEST MARKET STREET d GRATZ, PA 17030 9660 AWNING WINDOW 60" X 36" NON—IMPACT VERTICAL CROSS SECTION FINLESS INSTALLATION DETAILS CONCRETE/MASONRY INSTALLATION DRAWN: DWG NO. V.L. 08-01315 SCALE NTS DATE 07/25/11 1 S4EET5 OF 9 Ar 7/16" MIN. REVISI EDGE DISTANCE REV DESCRIPTION WOOD FRAMING OR 2X BUCK A REVISED INSTALLATION DETAILS BY OTHERS 1 1/4" MIN. EMBEDMENT APPROVED SEALANT 1/4" MAX. BEHIND FLANGE SHIM SPACE #8 WOOD a SCREW �QDOOa EMBEDMENT f SHIM SPACE D 1 7/16" IN. 0�0 EDGE DISTANCE INTERIOR 010 EXTERIOR INTERIOR o �/8 WOOD SCREW ❑LJ WOOD FRAMING —� EXTERIOR OR 2X BUCK BY OTHERS APPROVED SEALANT SILL TO BE BEHIND FLANGE SET IN A BED JAMB INSTALLATION DETAIL 0 O0Q � OF SILICONE WOOD FRAMING OR 2X BUCK INSTALLATION Q APPROVED o 0 SEALANT BEHIND FLANGE 1/4" MAX SHIM SPACE NOTES: WOOD FRAMING 1. INTERIOR AND EXTERIOR FINISHES,BY OTHERS, OR 2X BUCK NOT SHOWN FOR CLARITY. BY OTHERS 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS 650 WEST MARKET STREET GRATZ, PA 17030 9660 AWNING WINDOW 60" X 36" NON—IMPACT FLANGE INSTALLATION DETAILS DRAWN: DWG N0. V.L. 08-01315 SCALE NTS DATE 07/25/11 SHEET OF 9 5/8" MIN __ REVISI, METAL EDGE DISTANCE REV DESCRIPTION STRUCTURE A REVISED INSTALLATION DETAILS BY OTHERS 1/4" MAX. SHIM SPACE APPROVED SEALANT Q E:l D #8 SMS OR 1/4" MAX. SELF DRILLING 1 SHIM SPACE SCREW 1 5MIN. -��0 INTERIOR EDGEE D�iIS-TA-NCE-- I � ❑ EXTERIOR INTERIOR 010� #8 SMS OR o SELF DRILLING SCREWS �O o a METAL �� EXTERIOR STRUCTURE BY OTHERS APPROVED D SILL MUST BE SET SEALANT IN A BED BEHIND FLANGE O001-1liQ OF SILICONE JAMB INSTALLATION DETAIL Q METAL STRUCTURE INSTALLATION APPROVED SEALANT ��� 1/4" MAX. BEHIND FLANGE SHIM SPACE NOTES: METAL —r I. INTERIOR AND EXTERIOR FINISHES,BY OTHERS, STRUCTURE i NOT SHOWN FOR CLARITY. BY OTHERS 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION MI WINDOWS 650 WEST MARKET STREET GRATZ, PA 17030 9660 AWNING WINDOW 60" X 36" NON-IMPACT FLANGE INSTALLATION DETAILS DRAWN: DWG NO. V.L. 08-01315 SCALE NTS DATE 07/25/11 SHEET OF 9 / REVISIO EDGE DISTANCE REV DESCRIPTION CONCRETE/MASONRY ° — BY OTHERS ° °p A REVISED INSTALLATION DETAILS d ° °e 1 1/4" MIN. OPTIONAL IX BUCK e ° ° ° °d '4 ° d ° EMBEDMENT SEE NOTE 3 ° SHEET 1 1 1/4" MIN. �Jti I�a EMBEDMENT APPROVED `--1 OPTIONAL IX BUCK SEALANT 1/4" MAX. SEE NOTE 3 BEHIND FLANGE C7 SHIM SPACE SHEET 1 3/16" TAPCON Q CONCRETE/MASONRY °a 1/4" MAX. o[] BY OTHERS SHIM SPACE Q�o❑�'�� °° o 3/16" TAPCON 1N7 a EXTERIOR INTERIOR o a Cf 2 1/2" MIN. EDGE ° DISTANCE ° EXTE o ° 0 SILL TO BE SET 0 00 ; IN A BED OF SILICONE APPROVED SEALANTT JAMB INSTALLATION DETAIL APPROVED SEALANT Q BEHIND FLANGE CONCRETE/MASONRYINSTALLATION BEHIND FLANGE o OPTIONAL 1X BUCK 1/4" MAX. NOTES: SEE NOTE 3 �n� 0 SHIM SPACE 1. INTERIOR AND EXTERIOR FINISHES,BY OTHERS, SHEET 1 NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE CONCRETE/MASONRY DESIGNED IN ACCORDANCE WITH ASTM E2112 BY OTHERS 4, ° ed e a � e ° MI WINDOWS d ° 650 WEST MARKET STREET -- ° GRATZ, PA 17030 9660 AWNING WINDOW 60" X 36" NON—IMPACT VERTICAL CROSS SECTION FLANGE INSTALLATION DETAILS CONCRETE/MASONRY INSTALLATION DRAWN: DWG No. V.L. 08-01315 SCALE NTS DATE D7/25/11 SHEETS OF 9 APPROVED REVI! SEALANT BEHIND FIN 1 1/4" MIN. REV DESCRIPTION #6 WOOD EMBEDMENT A REVISED INSTALLATION DETAILS WOOD SCREW FRAMING BY OTHERS 1/4" MAX. _� SHIM SPACE WOOD FRAMING _ 1/4" MAX 3/8" MIN EDGE DISTANCE BY OTHERS SHIM SPACE ��]a Q o ❑ 0 #6 WOOD a SCREW INTERIOR ED] D 1 1/4 OCJ MIN. EMBEDMENT ]0110 �O I � � O Li APPROVEDQ EXTERIOR INTERIOR SEALANT �0 �❑ BEHIND FIN 3/8" MIN EDGE DISTANCE EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION ED E] o a NOTES: o " 0 1. INTERIOR AND EXTERIOR FINISHES,BY OTHERS, NOT SHOWN FOR CLARITY. 00 0 F] 1/4" MAX 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE :311rJ -�1JJ F SHIM SPACE DESIGNED IN ACCORDANCE WITH ASTM E2112 3/8" MIN �- EDGE DISTANCE 6 WOOD WOOD SCREW FRAMING MI WINDOWS 1 1/4" MIN. BY OTHERS 650 WEST MARKET STREET APPROVED EMBEDMENT SEALANT GRATZ, PA 17030 BEHIND FIN VERTICAL CROSS SECTION 9660 AWNING WINDOW WOOD FRAMING OR 2X BUCK INSTALLATION 60" X 36" NON—IMPACT FIN INSTALLATION DETAILS DRAWN: DWG N0. V.L. 08-01315 SCALE NTS DATE 07/25/11 SHEET OF 9 REVISION REV DESCRIPTION NOTES: 15. FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBED 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATIO TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE 16. FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE USE 3/16" RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUE 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIO 4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE INSTALLATION DETAILS. ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED 17. FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE #8 SMS C INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOI MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALL) 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY 18. ALL FASTENERS TO BE CORROSION RESISTANT. FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY 19. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHC BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT E MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIF 6. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED A. WOOD — MINIMUM SPECIFIC GRAVITY OF G=0.42 COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF B. CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI. THE ARCHITECT OR ENGINEER OF RECORD. C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS D. METAL STRUCTURE: STEEL 18GA, OR ALUMINUM 6063—T5 1/8" T 20. GEOMETRIC SHAPES ARE ALSO APPROVED.OVED. APPROVED GEOMETRIC SHAPES PROVIDED. SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR 8. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED AT IN SHEET 2. GEOMETRIC SHAPES ARE NOT LIMITED TO SHAPES SHOWN HE EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL: EXTRUDED RIGID PVC. 12. UNITS MUST BE GLAZED PER ASTM E1300-04. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE #6 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 TABLE OF CONTENTS SERIES 3500 & 3540 FIXED WINDOW SHEET NO. DESCRIPTION 81" X 63" NON—IMPACT NOTES 1 NOTES DRAWN: DWC N0. 2 ELEVATIONS N.G. 08-02818 3 — 7 INSTALLATION DETAILS SCALE NTS DATE 9/13/12 SHEET 1 OF 7 REVISIOA REV DESCRIPTION 81" MAX. FRAME WIDTH 81" MAX. FRAME WIDTH 2" MAX. 10" MAX. 2" M O.C. 6" MAX. I / 18 MAX / / O.C. 10"/ O.C.O.C. 63" / -j 63" / MAX. MAX. FRAME / HEIGHT FRAME / HEIGHT 6" MAX. ' SERIES 3500&3540 FIXED WINDOW SERIES 3500&3540 FIXED WINDOW EXTERIOR VIEW EXTERIOR VIEW FINLESS&FLANGE INSTALLATION FIN INSTALLATION DESIGN PRESSURE RATING I IMPACT RATING DESIGN PRESSURE RATING IMPACT RATING t35.OPSF NONE t50.OPSF NONE NOTES: MI WINDOWS AND DOORS 1. MAXIMUM D.L.O.: 77 1/8" X 59 1/8" 650 WEST MARKET STREET 2. (2) 1" X 1/8" WEEPSLOT AT 2" FROM EDGE OF SILL FACE GRATZ, PA 17030-0370 SERIES 3500 & 3540 FIXED WINDOW 81" X 63" NON-IMPACT ELEVATIONS DRAWN: DWG N0. N.G. 08-02818 AlL SCALE NTS DATE 9/13/12 SHEET OF 7 REVISIONS REV DESCRIPTION 1 1/4" MIN. 1/4" MAX. WOOD FRAMING OR 2X BUCK 1/4" MAX. EMBEDMENT SHIM SPACE BY OTHERS METAL SHIM SPACE STRUCTURE BY OTHERS 7/16" MIN. o OC�C� APPROVED EDGE DISTANCE BACKER ROD a SEALANT & APPROVED 1/4' MAX. J SEALANT o SHIM SPACE #8 WOOD HEAD TO BE SET SCREW PINABEDOF HEAD TO BE SET IN A BED OF APPROVED SEALANT APPROVED SEALANT WOOD FRAMING EXTERIOR INTERIOR OR 2X BUCK EXTERIOR BY OTHERS INTERIOR BACKER ROC & APPROVE[ SEALANT SILL TO BE SET SILL TO BE SET JAMB INSTALLATION DETAI IN A BED OF IN A BED OF WOOD FRAMING OR 2X BUCK INSTALLA APPROVED SEALANT APPROVED SEALANT BACKER ROD o BACKER ROD o 0 r 1/4"& APPROVED a 1/4" MAX. & APPROVED HIM MAX. SEALANT SHIM SPACE SEALANT ❑ 1/4" MAX. SHIM SPACE 000 SHIM SPACE WOOD FRAMING METAL INTEF OR 2X BUCK STRUCTURE 5/8" MIN. o BY OTHERS BY OTHERS EDGE DISTANCE #8 SMS OR SELF DRILLING VERTICAL CROSS SECTION SCREWS METAL STRUCTURE INSTALLATION METAL VERTICAL CROSS SECTION STRUCTURE WOOD FRAMING OR 2X BUCK INSTALLATION BY OTHERS BACKER ROD & APPROVED SEALANT JAMB INSTALLATION DETAII METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 NOTES: SERIES 3500 & 3540 FIXED WINDOW 1.INTERIOR AND EXTERIOR FINISHES,BY OTHERS, 81" X 63" NON-IMPACT NOT SHOWN FOR CLARITY. FINLESS INSTALLATION DETAILS 2.PERIMETER AND JOINT SEALANT BY OTHERS TO BE DRAWN: DWG N0. i DESIGNED IN ACCORDANCE WITH ASTM E2112 N.G. 08-02818 SCALE NTS DATE 9/13/12 SHEET OF 7 REVISION: REV DESCRIPTION CONCRETE/MASONRYd ° CONCRETE/MASONRY 1 1/4" MIN. BY OTHERS G e BY OTHERS EMBEDMENT e ° a d d OPTIONAL 1X BUCK ° ° ° °n OPTIONAL IX BUCK 1/4" MAX. SEE NOTES 3 — 7 ° ° e ° A SEE NOTES 3 — 7 e` SHIM SPACE SHEET 1 SHEET 1 0 3/16" TAPCON o °v �DDo a BACKER ROD o° INTI & APPROVED 1/4" MAX. SEALANT o SHIM SPACE v a a � 0 HEAD TO BE SET o°:a IN A BED OF APPROVED SEALANT EXTERIOR INTERIOR MIN. o EDGE v Q DISTANCE 7 SILL TO BE SET a BACKER ROD IN A BED OF & APPROVED APPROVED SEALANT BACKER& APPROVED OD EXTEI SEALANT o o SEALANT OPTIONAL 1X BUCK 1 MAX. SEE NOTE 3 — 7 SHIM M SPACE SHEET 1 �� JAMB INSTALLATION DETAIL CONCRETE/MASONRYZNSTALLATION CONCRETE/MASONRY BY OTHERS C .° a .a o ed NOTES: ° 1.INTERIOR AND EXTERIOR FINISHES,BY OTHERS, a " e NOT SHOWN FOR CLARITY. d °° G 2.PERIMETER AND JOINT SEALANT BY OTHERS TO BE a e DESIGNED IN ACCORDANCE WITH ASTM E2112 VERTICAL CROSS SECTION MI WINDOWS AND DOORS CONCRETE/MASONRYINSTALLATION 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 3500 & 3540 FIXED WINDOW 81" X 63" NON—IMPACT FINLESS INSTALLATION DETAILS DRAWN: DWG NO. N.G. 08-02818 SCALE NTS DATE 9/13/12 1 SHEET OF 7 REVISIONS REV DESCRIPTION 1 1/4" MIN. _ 1/4" MAX. WOOD FRAMING -- EMBEDMENT SHIM SPACE OR 2X BUCK 1,4" MAX. BY OTHERS METAL SHIM SPACE T STRUCTURE 1 BY OTHERS DO�o 7/16" MIN. OC�O'a APPROVED EDGE DISTANCE BACKER ROD SEALANT & APPROVED 1/4" MAX. d a SEALANT o SHIM SPACE #8 WOOD UFA TO BE SET SCREW HEAD TO BE SET IN A BED OF Q IN A BED OF APPROVED SEALANT 4 APPROVED SEALANT WOOD FRAMING UCK EXTERIOR EXTERIOR INTERIOR OR BY OT2X ERS I �— BACKER ROC INTERIOR & APPROVE[ SEALANT SILL TO BE SET SILL TO BE SET JAMB INSTALLATION DETAG IN A BED OF IN A BED OF WOOD FRAMING OR 2X BUCK INSTALLA' APPROVED SEALANT APPROVED SEALANT BACKER o BACKER ROD o 1/4" MAX. & APPROVEED 1/4" MAX. & APPROVED SEALANT SHIM SPACE SEALANT EQ f SHIM SPACE T_ SHIM SPACE OOOo o 1 WOOD FRAMING METAL 5/8" MIN. INTER OR 2X BUCK STRUCTURE EDGE DISTANCE BY OTHERS BY OTHERS I J.� #8 SMS OR SELF DRILLING VERTICAL CROSS SECTION SCREWS _ METAL STRUCTURE INSTALLATION M ETAL , VERTICAL CROSS SECTION STRUCTURE WOOD FRAMING OR 2X BUCK INSTALLATION BY OTHERS BACKER ROD & APPROVED SEALANT JAMB INSTALLATION DETAII METAL STRUCTURE INSTALLATION 76MI WINDOWS AND DOORS 50 WEST MARKET STREET GRATZ, PA 17030-0370 NOTES: SERIES 3500 & 3540 FIXED WINDOW 1.INTERIOR AND EXTERIOR FINISHES,BYOTHERS, 81" X 63" NON—IMPACT NOT SHOWN FOR CLARITY. FLANGE INSTALLATION DETAILS 2.PERIMETER AND JOINT SEALANT BY OTHERS TO BE DRAWN: DWG NO. DESIGNED W ACCORDANCE WITH ASTM E2112 N.G. 08-02818 SCALE NTS DATE 9/13/12 SHEET OF 7 REV DESCRIPTION REVISIO! CONCRETE/MASONRY CONCRETE/MASONRY BY OTHERS a a ° BY OTHERS 1 1/4" MIN. a < ° c • EMBEDMENT OPTIONAL 1X BUCK • °° OPTIONAL IX BUCK a 1/4" MAX. S=E NOTES 3 — 7 ° ° ° 4 A SEE NOTES 3 — 7 SHIM SPACE SHEET 1 SHEET 1 a e° 3/16" TAPCON OOC�o BACKER ROD INTERIOR & APPROVED 1/4" MAX. a SEALANT o o SHIM SPACE ° e O 0 HEAD TO BE SET IN A BED OF" ° APPROVED SEALANT 2 1/2 a�� EXTERIOR INTERIOR MIN. ° EDGE DISTANCE J SILL TO BE SET BACKER ROD IN A BED OF & APPROVED APPROVED SEALANT BACKER ROD EXTERIOI SEALANT o o & APPROVED OPTIONAL 1X BUCK a 1/4" MAX. SEALANT SEE NOTE 3 - 7 SHIM SPACE SHEET 1 00�� JAMB INSTALLATION DETAIL CONCRETE&MASONRY INSTALLATION CONCRETE/MASONRY BY OTHERS ° .G ° ° - a ° NOTES: a ° e ° 1.INTERIOR AND EXTERIOR FINISHES,BY OTHERS. c ° NOT SHOWN FOR CLARITY. °.a. n 2.PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 VERTICAL CROSS SECTION MI WINDOWS AND DOORS CONCRETE/MASONRY INSTALLATION 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 3500 & 3540 FIXED WINDOW 81" X 63" NON-IMPACT FLANGE INSTALLATION DETAILS DRAWN: DWG NO. N.G. 08-02818 SCALE NTSDATE 9/13/12 7EET6 OF 7 REVISION 1T_T­­Dr-RIPTION APPROVED SEALANT BEHIND FIN 1 1/4" MIN. EMBEDMENT #6 WOOD WOOD SCREW FRAMING 1 4" MAX BY OTHERS W000 FRAMING -I / BY OTHERS I SHIM SPACE 1/4" MAX. I F SHIM SPACE 3/8" MIN #6 WOOD EDGE DISTANCE SCREW INTERIOR ff 1 1/4" MIN. EMBEDMENT 00 EXTERIOR INTERIOR APPROVED Q SEALANT 4 BEHIND FIN 3/8" MIN EDGE DISTANCE EXTERIOR 0 0 JAMB INSTALLATION DETAIL [ C�� 1/4" MAX WOOD FRAMING OR 2X BUCK INSTALLATION F-1. SHIM SPACE 3/8" MIN I NOTES: EDGE DISTANCE 1.INTERIOR AND EXTERIOR FINISHES,BY OTHERS, NOT SHOWN FOR CLARITY. #6 WOOD WOOD 2.PERIMETER AND JOINT SEALANT BY OTHERS TO BE SCREW FRAMING DESIGNED IN ACCORDANCE WITH ASTM E2112 1 1/4" MIN. BY OTHERS APPROVED EMBEDMENT SEALANT BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 3500 & 3540 FIXED WINDOW 81" X 63" NON-IMPACT FIN INSTALLATION DETAILS DRAWN: DWG N0. I N.G. 08-02818 SCALE NTS DATE 9/13/12 1 SHEET OF 7 ELEVATION 36' Notes; 2" typ. HEAD DETAIL 1. Installation depicted based off of max. J 10 o.c' Anchor structural test report 89171.01. (See Section Details) SHEATHING/OSB 2. Wood screws shall satify the Not 2" typ. SIZE HEADER AS NEEDED Design Specification for Wood �— FLASHING CAULK UNDER NAILING Construction for material type an 10" o.c. BY OTHERS FIN dimensional requirements. EN11RE PERIMETER mi ax. BEFORE FASTENING. 3. Wood buck installations ore assu _ S—P—F (G=0.42) or denser. Bui shall be greater than the window width. Tapered or partial width I are not allowed. Wood buck she secured to the structure to resis C14 7/16" Min Edge Distance design toads. 4. Wood screw lengths shall be sufl MINIMUM to guarantee 1-1/4" penetration 1 1/4 INCH/ wood buck.PENETRATION / INTO STUD 5. Maximum shim thickness of 1/4' eM permitted at each fastener locab( Shims shall be load bearing, non compressible type. 6. These drawings depict the details necessary to meet structural load requirements. They do not addre air infiltration, water penetration, SHIM AS or thermal performance requireme REQUIRED the installation. DRYWALL 7. Installation shown is that of the window for the size shown and 9 design pressure claimed. For wir sizes smaller than shown, locate /6 X 1-5/8' SCREW (SHOWN NTH SHEATHING) fasteners 2" from comers and nc MUST ACHIEVE 1-1/4" PENETRATION INTO STUD. than 10" on center. Locate head, a't4'CLEARANCE fasteners 2" from corners and nc than 10" on center. Design pres (ALL FOUR SIDES) SILL DETAIL of smaller window sizes are limite that of the test window. SIZE AND DESIGN PRESSURE CHART FASTENER TYPE AND SPACING SHOWN WILL ALLOW DESIGN PRESSURES UP TO +50/-60 UNITS UP TO 36 SHEATHING (SEE TEST REPORTS FOR INDIVIDUAL UNIT SIZE AND APPLICABLE DESIGN PRESSURE UMI 7/16" Min Edge Distance �� ■w �� INSTALLATION INSTRUCTIONS ren t Fxl.rlo. & FASTENER SCHEDULE — FIN— JAMB DETAIL M °ft°°cr 7�C'NAIL FIN' IS A GENERIC TERM WHICH Windows&Doors 3500HP Single Hung NONE MEANS 'MOUNTING FLANGE'. Gratz,PA ED12—00 (NOT TO BE CONFUSED WITH '1/2' FRONT FLANGE) REVISION'. REV DESCRIPTION A REVISED ANCHORS NOTES: B REVISED INSTALLATION DETAILS 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH 15. FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE USE 3/16" T REQUIREMENTS OF THE FLORIDA BUILDING CODE. SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUE 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIOP TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE INSTALLATION DETAILS. RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 16. FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE #8 SMS 0 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYON 4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLA ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED 17. ALL FASTENERS TO BE CORROSION RESISTANT. INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO 18. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOI MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT B 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIR A. WOOD: MINIMUM SPECIFIC GRAVITY OF G=0.42 FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY B. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI. BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH f'm=2,000PSI M MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. D. METAL STRUCTURE: STEEL 18GA (.048") FY=33KSI/FU=52KSI OR 6. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED ALUMINUM 6063—T5 FU=30KSI 1/8" THICK MINIMUM COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. 8. SHIM AS REQUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL: EXTRUDED RIGID PVC. 12. UNITS MUST BE GLAZED PER ASTM E1300-04. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE #8 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. MI WINDOWS AND DOORS 650 WEST MARKET ST GRATZ, PA 17030-0370 TABLE OF CONTENTS ERIES 3500 HP FLANGE PVC SINGLE HUNG WIND( SHEET NO. DESCRIPTION ALUMINUM REINFORCED — NON—IMPACT NOTES 1 NOTES DRAWN: DWG NO. F 2 ELEVATION R.L. 08-01729 3 — 5 INSTALLATION DETAILS SCALE NTS DATE 06/06/12 SHEET 1 OF 5 REVISIO 36" MAX FRAME WIDTH REV DESCRIPTION A REVISED ANCHORS 6" MAX 12 6" MAX MAX O.C. B REVISED INSTALLATION DETAILS 6" MAX / ANCHORS TO BE EQUALLY SPACED REFER TO CHART THIS PAGE OFOR NUMBER OF ANCHORS REQUIRED. 15" / MAX 0.C. Number of anchor locations required Frame Frame width(in) 72" Height 18.00 24.00 30.00 36.01 MAX (in) Head Jamb Head Jamb Head Jarn6—He_a­dVj FRAME 24.00 2 2 2 2 2 2 3 HEIGHT / 30.00 2 2 2 2 2 2 3 36.00 2 3E 2 3 2 3 3 42.00 2 3 2 3 2 3 3 / X 48.002 4 2 4 2 4 3 54.00 2 4 2 4 2 4 3 460.00 2 5 2 5 2 5 3 / 66.00 2 5 2 5 2 5 3 / 72.00 2 6 2 6 2 6 1 3 6" MAX SERIES 3500 HP FLANGE PVC SINGLE HUNG WINDOW EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING +50.01-60.OPSF NONE MI WINDOWS AND DOORS 650 WEST MARKET ST GRATZ, PA 17030-0370 ERIES 3500 HP FLANGE PVC SINGLE HUNG WINE ALUMINUM REINFORCED — NON—IMPACT ELEVATION DRAWN: DWG NO. R.L. 08-01729 SCALE NTS °ATE 06/06/1 2 SHEET Z OF 5 7/16" MIN. REVISIT EDGE DISTANCE REV DESCRIPTION WOOD FRAMING OR 2X BUCK A REVISED ANCHORS BY OTHERS 1 1/4" MIN. B REVISED INSTALLATION DETAILS EMBEDMENT �a BACKER ROD � 1/4" MAX. & APPROVED SHIM SPACE SEALANT O 0 1 1/4" MIN. 1/4" MAX. EMBEDMENT SHIM SPACE #8 WOOD SCREW 7/16" MIN. EDGE DISTANCE o INTERIOR #8 WO D SCREW INTERIOR WOOD FRAMING OR 2X BUCK I `3 BY OTHERS EXTERIOR Q 2 BACKER ROD EXTERIOR & APPROVED SEALANT JAMB INSTALLATION DETAIL SILL TO BE SET WOOD FRAMING OR 2X BUCK INSTALLA TION IN A BED OF APPROVED SEALANT BACKER ROD 0 E=& APPROVED �� 1/4" MAX. SEALANT SHIM SPACE NOTES: c::]==, 1. INTERIOR AND EXTERIOR FINISHES,BY OTHERS, WOOD FRAMING �T NOTSHOWN FOR CLARITY. OR 2X BUCK I 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE BY OTHERS DESIGNED IN ACCORDANCE WITH ASTM E2112 VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS 650 WEST MARKET ST GRATZ, PA 17030-0370 SERIES 3500 HP FLANGE PVC SINGLE HUNG WIN' ALUMINUM REINFORCED — NON—IMPACT INSTALLATION DETAILS DRAWN: DWG NO. R.L. 08-01729 SCALE NTS DATE 06/06/12 SHEET3 OF 5 REVISIC 3/4" MIN REV DESCRIPTION EDGE DISTANCE A REVISED ANCHORS METAL 1/4" MAX. 8 REVISED INSTALLATION DETAILS STRUCTURE v SHIM SPACE v BY OTHERS APPROVED SEALANT 0 1/4" MAX. SHIM SPACE �- INTERIOR #8 SMS OR 3/4" MIN. SELF DRILLING SCREW EDGE DISTANCE 0 #8 SMS OR SELF DRILLING SCREWS 0 EXTERIOR INTERIOR METAL � STRUCTURE BY OTHERS EXTERIOR BACKER ROD E & APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SILL TO BE SET IN A BED OF APPROVED SEALANT 0 BACKER ROD 0 � Q & APPROVED SEALANT 1/4" MAX. NOTES: METASHIM SPACE 1. INTERIOR AND EXTERIOR FINISHES,BY OTHERS, L OCT U R OTHERS E NOT SHOWN FOR CLARITY. BY O SYR -T 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE T DESIGNED IN ACCORDANCE WITH ASTM E2112 VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS 650 WEST MARKET ST GRATZ, PA 17030-0370 IERIES 3500 HP FLANGE PVC SINGLE HUNG WINE ALUMINUM REINFORCED - NON-IMPACT INSTALLATION DETAILS DRAWN: DWG N0. R.L. 08-01729 SCALE NTS DATE 06/06/12 SHEET OF 5 2 1/2" MIN. REVISIONS EDGE DISTANCE REV DESCRIPTION A REVISED ANCHORS CONCRETE/MASONRY BY OTHERS ° °j d a e °e ° 8 REVISED INSTALLATION DETAILS d ° . a 1 1/4" MIN. OPTIONAL 1X BUCK ° ° e ° • ° °d d ° EMBEDMENT 1 1/4" MIN. 1/4" MAX. SEE NOTES 3 - 7 ° EMBEDMENT SHIM SPACE SHEET 1 CONCRETE/MASONRY C= BY OTHERS ° BACKER ROD 1/4" MAX. ° & APPROVED SHIM SPACE SEALANT o OPTIONAL 1X BUCK ° SEE NOTES 3 - 7 3/16" TAPCON SHEET i 3/16" TAPCON v ° o INTERIOR El° EXTERIOR ° INTERIOR 2 1/2- MIN./2"MIN. v ° EDGE [~U] DISTANCE cc 'L--✓✓ a a 9 BACKER ROD & APPROVED EXTEi SEALANT JAMB INSTALLATION DETAIL CONCRETE/MASONRY INSTALLATION BACKER ROD & APPROVED NOTES: SEALANT o o 1. INTERIOR AND EXTERIOR FINISHES,BY OTHERS, �a 1/4" MAX. NOT SHOWN FOR CLARITY OPTIONAL 1X BUCK � SHIM SPACE 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE SEE NOTE 3 - 7 o� DESIGNED IN ACCORDANCE WITH ASTM E2112 SHEET 1 CONCRETE/MASONRY ° BY OTHERS . • MI WINDOWS AND DOORS d e , 650 WEST MARKET ST d GRATZ, PA 17030-0370 ERIES 3500 HP FLANGE PVC SINGLE HUNG WINI ALUMINUM REINFORCED - NON-IMPACT INSTALLATION DETAILS VERTICAL CROSS SECTION CONCRETEMASONRY INSTALLATION DRAWN: DWG NO. R.L. 08-01729 SCALE NTS DATE 06/06/12 SHEET OF 5 REV DESCRIPTION REVISIONS NOTES: 15. FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE # 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDME REQUIREMENTS OF THE FLORIDA BUILDING CODE. SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY 16. FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE USE 3/16" TAF TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBS- MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. DETAILS. 4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE 17. FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE #8 SMS OR ANCHORED THROUGH THE FRAME IN ACCCRDANCE WITH MANUFACTURER'S PUBLISHED SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATI MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. 18. ALL FASTENERS TO BE CORROSION RESISTANT. 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY 19. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIEI MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. A. WOOD: MINIMUM SPECIFIC GRAVITY OF G=0.42 6. WHERE 1X BUCK IS NOT USED DISSIMILAR. MATERIALS MUST BE SEPARATED WITH APPROVED B. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI. COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH Fm=2,000PSi MIN THE ARCHITECT OR ENGINEER OF RECORD. D. METAL STRUCTURE: STEEL 18GA (.048") FY=33KSI/FU=52KSI OR 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS ALUMINUM 6063—T5 FU=30KSI .048" THICK MINIMUM PROVIDED. 8. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FINLESS FRAME INSTALLATION SHIM AS REQUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11, FRAME MATERIAL: EXTRUDED RIGID PVC. 12. UNITS MUST BE GLAZED PER ASTM E1300-04/09. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE #6 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. MI WINDOWS AND DOORS, LLC. 650 WEST MARKET STREET GRATZ, PA 17030 SERIES 1650 DH PVC DOUBLE HUNG 38" X 77" NON — IMPACT TABLE OF CONTENTS NOTES SHEET NO. DESCRIPTION DRAWN: DWG NO. 1 NOTES A.R. 08-03291 2 ELEVATION AND CHARTS SCALE NTS DATE 08/06/18 1SHEET 1 OF 7 3 — 6 INSTALLATION DETAILS L.ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE,NC 27023 7 COMPONENTS 1 434-688-0609 rllomasoirlomaspe.com Ar REVISIONS 38„ FRAME WIDTH REV DESCRIPTION 38" 10" 2" MAX. MAX. 2" MAX. FRAME WIDTH O.C. CHART#1 2 TAA_3 MAX. Number o/anchors required of on / Height(in) Panelwidth.0 I 24.0 30.0 36.0 24" 10" / 24.0 2 2 2 MAX. MAX. O.C. SEE CHART #2 30.0 2 2 2 SEE CHART #1 FOR NUMBER OF O.C. FOR NUMBER OF �— X ANCHOR LOCATIONS 36.0 3 3 3 IL ANCHOR LOCATIONS REQUIRED 42.0 3 3 3 REQUIRED i 48.0 3 3 3 54.0 3 3 3 77 77" - 60.0 4 4 4 FRAME FRAME 88.0 4 4 4 HEIGHT HEIGHT 72.0 4 4 4 77.0 4 4 4 X Z X / / / CHART io Number of anchor locations Frame Frame Width Height 24.00 30.00 (in) HBS Jamb HBS Jamb H&, 3" MAX. 24.00 3 3 4 3 5 30.00 3 4 4 4 5 SERIES 1650 DH DOUBLE HUNG WINDOW_ SERIES 1650 DH DOUBLE HUNG WINDOW 36.00 3 5 4 5 5 FRAME INSTALLATION FRAME INSTALLATION 42.00 3 5 4 5 5 48.00 3 6 4 6 5 DESIGN PRESSURE RATING IMPACT RATING 54.00 3 6 4 6 5 60.00 3 7 4 7 5 66.00 3 8 4 8 5 +25.0%30.OPSF NONE 7200 3 8 4 8 5 77.00 3 9 4 9 5 FOR AREAS WHERE WATER INFILTRATION RESISTANCE IS REQUIRED DESIGN PRESSURE RATING IMPACT RATING +30.OPSF NONE FOR A REAS WHERE WA TER INFIL IRA TION MI WINDOWS AND DOORS, LLC. RESISTANCE IS NOT REQUIRED 650 WEST MARKET STREET GRATZ, PA 17030 38"X77"UNIT SHOWN.OTHER SIZES APPROVED AS LONG AS SERIES 1650 DH PVC DOUBLE HUNG FRAME AREA DOES NOT EXCEED 20.31 FT2 38" X 77" NON - IMPACT ELEVATIONS AND CHARTS HARDWARE SCHEDULE A (4)PLASTIC TILT LATCHES(RECESSED)AT ENDS OF TOP RAIL AND INTERIOR MEETING RAIL DRAWN: DWG NO. B. (4)CONSTANT FORCE BALANCE,TWO PER JAMB A.R. 08-03291 C. (4)METAL TILT PINS AT ENDS OF BOTTOM RAIL AND EXTERIOR MEETING RAIL D. (2)METAL LOCK WITH ADJACENT KEEPER AT 7"FROM THE ENDS OF INTERIOR MEETING RAIL SCALE NTS DATE 08/06/18 SHEET 2 of 7 E. ALUMINUM REINFORCEMENT(M•1911)AT EXTERIOR MEETING RAIL L.ROBERTO LOMAS P.E. F. ROLL-FORMED STEEL REINFORCEMENT(RF-104S-020)AT INTERIOR MEETING RAIL 1432 WOODFORD RD LEWISVILLE,NC 27023 G. ROLL-FORMED STEEL REINFORCEMENT(GVL-450)AT BOTTOM RAIL 434-688-0609 r#omasQlrlomaspe.com REVISONS REV DESCRIPTION WOOD FRAMING OR 2X BUCK BY OTHERS >< � 1 1/4" MIN. 1/4" MAX. 0 EMBEDMENT r SHIM SPACE HEAD TO BE SET D IN A BED of INTERIOR APPROVED SEALANT 7/16" MIN. o EDGE DISTANCE ALUMINUM REINFORCEMENT M-1911 #8 WOOD EXTERIOR OQ =❑ INTERIOR SCREW o STEEL WOOD FRAMING REINFORCEMENT OR 2X BUCK RF-104S-020 BY OTHERS APPROVED SEALANT EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION Q�Lr SILL MUST SET Ulllr-'ll IN A BED OFF APPROVED APPROVED nn SEALANT SEALANT --�JL� BEHIND FLANGE NOTES: 1. INTERIOR AND EXTERIOR FINISHES,BY OTHERS, WOOD FRAMING NOT SHOWN FOR CLARITY. OR 2X BUCK 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE BY OTHERS 1/4" MAX. DESIGNED IN ACCORDANCE WITH ASTM E2112 SHIM SPACE MI WINDOWS AND DOORS, LLC. 650 WEST MARKET STREET VERTICAL CROSS SECTION GRATZ, PA 17030 WOOD FRAMING OR 2X BUCK INSTALLATION SERIES 1650 DH PVC DOUBLE HUNG 38" X 77" NON — IMPACT INSTALLATION DETAILS DRAWN: DWG N0, A.R. 08-03291 SCALE NTS DATE 08/06/18 SHEET 3 OF 7 L.ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE,NC 27023 434-688-0609 rllomas@lrlomaspe.com REVISIONS REV DESCRIPTION METAL STRUCTURE BY OTHERS 1/4" MAX. O SHIM SPACE L_ INTERIOR O HEAD TO BE SET D IN A BED OF 7/16" MIN. APPROVED SEALANT EDGE DISTANCE ,�Qo ALUMINUM REINFORCEMENT D #8 SMS OR M-1911 SELF DRILLING SCREW � EXTERIOR ® �❑ INTERIOR OO STEEL METAL STRUCTURE �o D REINFORCEMENT BY OTHERS RF-1045-020 APPROVED SEALANT EXTERIOR JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SILL MUST SET INA BED OFF APPROVED APPROVED SEALANT nSEALANT SEALANT BEHIND FLANGE NOTES: 1. INTERIOR AND EXTERIOR FINISHES,BY OTHERS, METAL STRUCTURE NOT SHOWN FOR CLARITY. BY OTHERS2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE 1/4" MAX. DESIGNED IN ACCORDANCE WITH ASTM E2112 SHIM SPACE MI WINDOWS AND DOORS, LLC. 650 WEST MARKET STREET VERTICAL CROSS SECTION GRATZ, PA 17030 METAL STRUCTURE INSTALLATION SERIES 1650 DH PVC DOUBLE HUNG 38" X 77" NON - IMPACT INSTALLATION DETAILS DRAWN: DWG N0, A.R. 08-03291 SCALE NTS DATE 08/06/18 SHEET 4 OF 7 L.ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE,NC 27023 434-688-0609 rllomas*htmaspe.cam REVISION! REV DESCRIPTION CONCRETE/MASONRY BY OTHERS ° d ° Q ° e - ° ° d CONCRETE/MASONRY 1 1/4" MIN. BY OTHERS EMBEDMENT OPTIONAL 1 X BUCK SEE NOTE 3-7 �� a SHEET 1 U OPTIONAL 1 X BUCK a SEE NOTE 3-7 SHEET 1 ° F 1/4" MAX. 3/16° TAPCON °a SHIM SPACE HEAD TO BE SET D INT D IN A BED OF APPROVED SEALANT oa� ALUMINUM a ° REINFORCEMENT M-191 1 EXTERIOR ® �❑ INTERIOR 2" OD MIN. ° STEEL EDGE D REINFORCEMENT DISTANCE a RF-1040S-020 ° o APPROVED EXTE ° SEALANT JAMB INSTALLATION DETAIL SILL MUST BE SET CONCRETE/MASONRYINSTALLATION Q IN A BED OF APPROVED NOTES: SEALANT 1. INTERIOR AND EXTERIOR FINISHES,BY OTHERS, OPTIONAL IX BUCK 1/4" MAX. NOT SHOWN FOR CLARITY. SEE NOTES 3-7 SHIM SPACE 2. PER/METER AND JOINT SEALANT BYOTHERS TOBE SHEET 1 DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS, LLC. CONCRETE/MASONRY BY OTHERS ° ° d e e ` ° , ' 650 WEST MARKET STREET s GRATZ, PA 17030 ° d ° d ° ° 4 SERIES 1650 DH PVC DOUBLE HUNG ° 38" X 77" NON — IMPACT d e INSTALLATION DETAILS VERTICAL CROSS SECTION DRAWN: DWG NO. CONCRETE(MASONRY INSTALLATION A.R. 08-03291 SCALE NTS DATE 08/06/18 SHEET rJ OF 7 L.ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE,NC 27023 434-688-0609 r1lomas0lrlomaspe.com REVISION'. REV DESCRIPTION APPROVED SEALANT 1 1/4" MIN. WOOD BEHIND FIN EMBEDMENT FRAMING BY OTHERS 1/4" MAX 5/16" MIN 1/4" MAX. WOOD FRAMING SHIM SPACE EDGE DISTANCE _� SHIM SPACE BY OTHERS #6 WOOD ����❑ #6 WOOD SCREW SCREW INTERIOR 1 1/4" D MIN. EMBEDMENT 0 0 APPROVED EXTERIOR INTERIOR BEHINDSEALANT 0 FIN �16" MIN =Ej =17-1GE1 E DISTANCE �o Q EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: #6 WOOD SCREW 1. INTERIOR AND EXTERIOR FINISHES,BY OTHERS, Q a NOT SHOWN FOR CLARITY. 1/4" MAX 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE SHIM SPACE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS, LLC. 5/16" MIN 650 WEST MARKET STREET EDGE DISTANCE GRATZ, PA 17030 SERIES 1650 DH PVC DOUBLE HUNG WOOD 38" X 77" NON - IMPACT APPROVED -7FRAMING J FIN FRAME INSTALLATION DETAILS SEALANT 1 1/4" MIN BY OTHERS BEHIND FIN EMBEDMENT DRAWN. DWG N0. A.R. 08-03291 VERTICAL CROSS SECTIONF DALE 08/06/18 SHEET 6 OF 7 WOOD FRAMING OR 2X BUCK INSTALLATION L.ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE,NC 27023 434-688-0609 rllomasCmlrlomaspe.com Alk 3 7/8" 3 7/8" REVISIONS 3 31/32" REV DESCRIPTION FF p D 0 U D 2 1/4 2 15/32" O�❑ —T o ( �(/ 2 15/32" `— �0 1 7/16-16" 1 7/16" 1 SILL FRAME HEAD FRAME JAMB FRAME RIGID PVC(V-1039) RIGID PVC(V-1029) RIGID PVC(V-1034) 3 7/8" 3 7/8.. 3 31/32" D 29/32" O 0 7/16 E=' r--t 1 7/16" 1 7/16' � 3 31/32" 3 31/32" MEETING RAIL LINER 1 5/8" 3 3/4 � � STEEL,THICKNESS.019-(RF-104S-02( 25/32" —}---1 SILL FRAME WITH J-CHANNEL HEAD FRAME WITH J-CHANNEL JAMB FRAME WITH J-CHANNEL 9/16" FIN INSTALLATION FIN INSTALLATION FIN INSTALLATION f RIGID PVC(V-809) RIGID PVC(V-810) RIGID PVC(V-811) KEEPER RAIL LINER ALUMINUM 6063-T5(M-1911) 1 3/4" 1 1/2" 1 1/4" 1 3/4" I R D� D D D� 1 3/4" 1 3/4" 1 13/32" 1 13/32,. BOTTOM SASH BOTTOM RAIL BOTTOM SASH TOP RAIL TOP SASH BOTTOM RAIL TOP SASH TOP RAIL RIGID PVC(V-1005) RIGID PVC(V-675) RIGID PVC(V-674) RIGID PVC(V-673) MI WINDOWS AND DOORS, LLC. 1 1/4" 650 WEST MARKET STREET GRATZ, PA 17030 �{1 1/4 5/16" TTI 1 3/16" SERIES 1650 DH PVC DOUBLE HUNG 38" X 77" NON — IMPACT 1 13/32" 21/32" 1 3/4" 25/32' COMPONENTS AR N: DWG No. 08-03291 TOP SASH STILE BOTTOM SASH STILE GLAZING BEAD BALANCE COVER SCALE NTS DATE 08/06/18 SHEET 7 OF 7 RIGID PVC(V-671) RIGID PVC(V-1004) RIGID PVC(V-904) (6979) L.ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE,NC 27023 434-688-0609 rNomas®Irlomaspe.com ALLOWABLE DESIGN WIND PRESSURES IN PSF MASTIC SHORT SPAN TABLE - - . SOFFIT TYPE NAVE WIDTH IN WCHES ,F14.JTE A ERS' /IV EA CN IVAl L REM ,r9R E . /I LONG ROOFI N G ENVOY(ALIJ O,SVG2V2NAILS +169.1 +135.3 +96.6 N;,4VAhH rNAN/<.r AND % I� NEADS_: -OR STAPLES 1gryT�/ SVG12N20,SVGI2V20 � II 169.1 -135.3 -96.6 �, L°NC LEGS ANO y� (16 GA6E) SES TARLES ENVOY(ALUMINUM)12"'STAPLES +169.1 +96.6 - SVG12N20,SVG12V2o +135.3 177.0 NAILS -141.6 -101.1 ENVOY(ALUMINUM)6^, +338.2 +270.6 +193.3 SVG6N,svG6v -338.2 -270.6 -193.3 FR 19 M/N G, ENVOY(ALUMINUM)6",STAPLES +338.2 +270.6 +193.3 SV66N,SVG6V -354.01 - 283.2 -202.3 FACC�A rASCIA 1 ENDURANCE(ALUMINUM)12'•,NAILS +142.4 +113.9 +81.4 �,r L�6A,p p•• .".I r SVGN420144,SVGV420144 -142.4 -113.9 -81.4 , ENDURANCE(ALUMINUM)12",STAPLES +142.4 +113.9 +81.4 1 Lcip L L SVGN420144,SVGV420144 FA.rC/AJ 1- 1 177.0 -141.6 -101.1 ENVOY(ALUMN ,NALS +169.1 +135.3 +96.6jai TM1MSAS12219,IFAS12219,SAS12319,LCAS1239, Woo D 'S'r7fF/T .1�•E LFAS12319 SAX12219T LFAx12219T -169.1 -1353 -96.6 OR. >SOFFITTABLE,$' ,., •,• . ENVOY(ALUMINUM)l2",STAPLES +169.1 [135.3 i 96.6 M ETAL She TACLGS „F,p C1JAN)V$L. W i T H CAJE MASONR+f SAS122t9,LFAS12219,SAS12319,LCA312319, -177.0 -141.6 -101.1 TA/M � N " �� - LPAS12319,SAX12219T LFAX12219T .9AOkA/E 1? T R S7-4/.d Rl oe,Y WALL ENVOY QUAD(ALUMINUM)!6",NAILS +126.8 +101.5 +72.5 EAvQ WIoTH A/AIL6 o,o97tI�X%��-cN6 SAVE W)oTN sAS16419,LCAS16419, 126.8 101.5 72.5 S¢E TABLES @ 2¢ MAX/Aqv .f B•4 TAd�-ES / ENVOY QUAD(ALUMINULvO 16^,STAPLES +126.8 +101.5 +72.5 " A7 S!'AClNG _ SAS 16419.LCAS16419, -126. -106.2 -72. - EN216,LFCE2216,Sn(ALUMNUM)12",xn123 +142.4 +113.9 +81.4 SOOFF/TS WIfTH MASOn/Ry AgLOCk, 1.t/AL,,L$� SA512216,1FAS12216,SAS 12316,LCAS12316, LFAS12316 -142.4 -113.9 -81.4 NOT TO SCA L E - ENDURANCE(ALUMINUM)12",STnPLES +142.4 +113.9 +81.4 SAS 12216,LFAS 12216,SAS 12316.WAS 12316, -172. -141.6 +81.1 LFA512316 ECONOMY(ALUMINUI�SOFFIT 12 NAILS +115.7 +92.6 +66.1 _ FAST'!A/.I:AJ AT EACH NA SAS 12313,LFASI23I3,WAS 12313 -115.7 -92.6 /V 41 E/r#,t it /i II LO/v 6 ECONOMY(ALUMINUM)SOFFrr 12",STAPLES -66.1 iwAA-r a Ne A'J AT 6A CN .VA%L HIE AS -177.0 141.6 +66.1 E/TNE,q /1" LONG r0d,,NG ' /t?60F/NG NAILS. W/TI S ' SAS12313,1Pnslz3l3,WAS 12313 _177 0 -141.6 -101.1 ECONOMY(A.LU413,LF 5OFFIT16413,16",NAUS +86.8 +69.4 +49.6 "yA// Wily-5-"0 SNAWKS SAM WNS AVO SAS 16413,IFA516413, OR S7-APL E S' Iv/rN-/ /I 86.8 69.4 -49.6 ANo 4"0 //E AOJ, 0,1 I ECONOMY(ALUM[NUM)SOFFIT 16",STAPLES +86.8 +69.4 +49,6 STAPLES LVIrN ="� L.o:UG LEGS' ANo /f�,^! SASI6413,[PAS16413 _132.8 -106.2 LONG LEGS AND �/6 GAC . SELF 75.9 T/MBER VENTURA IOV1NYL)lO NAu S +227.3 +181.8 +129.9 t'16 GA ca) TAR-es HVs1av,HVs0-, -80.1 -64.1 -45.8 PRAM/KG VENTURATM(VINYL)10",STAPLES SEE TABLES ' +227.3 +181.8 +129.9 Itvslov,IlvstoN -95.4 fA5C1A 76.3 -54.5 IrA.sclA PROSHRIDS BEADED(VINYL)8^,xnBs +206.6 +165.3 +118.1 80AR'Q PBSBON,PBS80V -91.0 B oARp 72.6 -52.0 1 PRO-SERIFS BHADED(VINYL)8",STAPLES +206.6 +165.3 +118.1 F/OSG/A PBS80N,PBS80V FAQ/A WALL 108.4 -86.8 -62.0 reIA7 -70FF17,j 7A'JM PRO-SERIES(VINYL)10",NAILS +237.6 +190.1 +135.8 SEE TAQ c.ES PSS l ON,PSS I0 V -83.7 PRO-SER-ILS(VINYL)10",STAPLES +• -67.0 -47.9 _ PSSION,PSSIov 237.6 +190.1 +135.8 SAVE WIDTH n „ SOFFIT- "0 -99.8 _79.8 SEE T `c F cNA,vvEL SEE TAACfS SAVE W/OT PRO-SERIES(VINYL)12",NAILS + 57.0 1'"MVER({SAACJkG FIS I2N,PTS I2V,PT'S12CV 206.6 +165.3 +118.1 SAAJE AS AT FA.rclq 60.7 `t8.5 -34.7 SOf, '/T W/TN WODD FRAMED WALL SOFFIT IN 7v P /p PROPTERINS(VINYL)l2",STAPLES +206.6 +165.3 +118.1 'I'SI2N,PT'S 12 V,PTSI2CV _72 3 -41.3 NOT To SCA L \ NOT TO -57.8 UNIVERSAL(VINYL)12",NAILS +185.9 t148.8 +106.3 UVS12N,UVs12P,UVSI2CP 54.6 113.7 31.2 UNIVERSAL(VINYL)12",STAPLES t +185.9 +148.8 +106.3 UVS12N,UVS12P,UVS12CP 65.1 52.1 TRADE MARK(VINYL)IOV NAILS + 118. 206.6 +165.3 +118.1 rRMslON,TRMslov -72.8 -58.3 41.6 TRADE MARK(VINYL)10".STAPLES +206.6 +165.3 +118.1 2-7 Si,Pry; Z oI 7 ZZ TRMSION,TRMSIOV _86,8 -69.4 _ PROTECT PLUS �9 6 Allen N.Reeves,P.E. Structural Engineer Florida License#19354 (, MIO!o",NAILS +206.6 +165.3 +118.1 PTstoxPTs1ov _72,8 -58.3 .ZEl4 LS SEPT, 2017 ' PR07ECrPLUS(VINYL)10",STAPLES X1.6 HR En I /7o90003 PTS ION,PTSIOV +206.6 +165.3 +118.1 gineering, inC. 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solduls'«e(l,(MA)PP-0 84£11- S'ZSI I'SIZ- 8'SZE LOSS A08SEId-PaluaA N08SHd-PHOS 0'611+ 9'651+ O'SZZ+ 8'01E+ A9DAS`�AS U01 LIOZ HHI HIM HONVWUOdNOII NI O'9LS+ S-HVN'.9 4WIMM-iV)AOANa 0455/+ sl!uN'..8(1,(mA)PoPuoH 6"9S £'9L- 9'L01- 6'Z91- £"SLZ UH M aNOQ SHSA'IVNV'NNOILVx QI1V oZAZtons'oZNZtDns dSHIfiVLNIQHLSIISHIIf1SSH?IdNOISHQ S'6S+ 8'6L+ 5'Zli+ b'OLI+ 0'882+ Salavls'«ZIOvnwwnly)^owa HJA,L.LLUOS 6'95- E'9L- 9'LOT- 6.291- E'SLZ- oznZTDns'MWn'I ) 3LLSVW 9'69+ 8'6L+ S'ZII+ b'OL[+ 0'88Z+ S1IVN'«Zl(Wnxrwn-iv)ACIANS SOAII'IIgO 2IOIZIg.LX TiffyL RvdS I1-illL11 "6Z «IZ «SI sl zt ad&LUaA03 —ASCI 1\u NdullSSg2Id UN M AIOISgQ g'Ta°MO'I'I�' saI[onu NI H1aIM anva 31fIV.INVdS oNo l �TLSVW aSd M SaiIIlSSaad UMM NMSaa 3-]aVA1O'71V ALLOWABLE DESIGN WIND PRESSURES IN PSF CELLSNORT SPAN TABLE ALLOWABLE DESIGN WIND PRESSURES IN PSF SOFFIT T 011 EAVE WIDTH IN INCHES LONG SPAN TABLE SOF FIT TYPE 10" 12" CELLWOOD EAVE WIDTH IN INCHES DOUBLE 6"(ALUMINUM)12",NnlLS 16" SOFFIT TYPE 12" AAS 12219,AFAS 12219 -1-169.1 +135.3 +96.6 DOUIILE6"(ALUMINUM)12",NAILS 15., 18" 21" 24" 169.1 -135.3 96.6 AAS 12z19,MAS12219 +288.0 +170.4 +112.5 +79.8 +59.5 DOODLE 6"(ALUMINUM)AFAS Iv1)i2",STAPLES +169,1 +135.3 +96.6 DOUBLE 6"(ALUMINUM)12 STAPLE -275.3 -162,9 -107.6 -76.3 -56.9 AASIALUMINUM)129 -1288.0 +170.4 +112.5 +79.8 +59.5 DOUBLE 6"(ALUMINUM)12",NAILS 177.0 -141.6 -101.1 MS12219,MAS12219 +142.4 -1-113.9 -1-81.4 DOUBLE 6"(ALUMINUM)12",NAILS 275.3 162.9 -107.6 76.3 -56.9 MSt221G,AFAS122t6 +242.5 +143.5 +94,7 +67.2 +50.1 DOUBLE 6" (ALUMINUM)12 ST LES -142.4 -113.9 -81,4 AAS12216,AFAS12216 +142.4 +113.9 +81.4 DOUBLE 6" (ALUMINUM)12"STAPLES 231'9 1372 -90.6 -64.2 -47,9 MSI(ALUMINUM) 1216 +242.5 +143.5 +94.7 +67.2 +50.1 Solid- -177.0 -141.6 -101.1 AAS 122t6,Arns12216 TRIPLE 4"(ALUMINUM)12",Nnas +169.1 +135.3 +96.6 TTt[PI.E 4"(ALUMINUM)12",NAILS 231.9 137.2 90.6 64.2 47.9 Solid L MS12319,ACA5123t9,AFAS12319 +288.0 +170.4 +112.5 +7g,g +59.5 Premit TRIPLE 4"(ALUMINUM)12",STAPLES -169.1 -135.3 -96.6 MS12319,ACAS t2319,AFAS1 319 +169.1 +135.3 +96.6 7RB LE 4"(ALUMINUM)12";STAPLES -275'3 -162.9 -107.6 -76.3 56.9 Solid- QUAD 4" +288.0 -1-170.4 +112.5 t79,$ +59.5 -177.0 -141.6 -101.1 MS12319,ACAS12319,AFAS12319 Prenita QunD4"(ALUMINUM)16",NAILS +126,8 4.101.5 + -275.3 -162.9 -107.6 -76,3 _569 Solid- AASI6419A,ACASI6419A 72.5 QUAD 4"(ALUMINUM)16",NAIL Premie -126.8 -101.5 -72.5 AAS I6419A,ACAS I6419A +216.0 +127.8 +84.4 +59.8 +44.6 QUAD 4"(ALUMINUM),ACA 16',STAPLES -1-126,8 +101.5 + -206.5 -122,2 -80.7 -57 2 -42 7 Solid MSI6419A,ACASIG419A 72.5 QUAD4"(ALUMMUM)16",STMLES -1-216.0 +127.$ +84.4 +59.8 +44.6 TRIPLE 4"(ALUMINUM)12",NAIL -132.8 -106.2 -75.9 AAS16419A,ACAS164l9A � � +142.4 4-113.9 +81.4 'IRIPLE4"(ALUMINUM)12",•NAILS -206.5 -122.2 -80.7 -57.2 -42.7 Anst4"(ALUMINUM) 12" St231G +242.5 +143.5 +9q,7 +67,2 +50.1 Solid -' TRIPLE 4"(ALUMINUM)12",STAPLES -142.4 -113.9 _g],q MS1231G,ACAS12316,AFAS1231G -1142.4 +113.9 +81.4 ntmLE4^(ALUMINUM)12",srAPLes -231.9 -137.2 -90.6 -64.2 -47.9 Econon MS12316,ACAS12316,APAS12316 +242.5 +143.5 +9q.7 +67,2 -150.1 TRIPLE 4"(ALUMINUM)SOFFIT 12",NAIL -177'0 -141.6 -101.1 AAS12316,ACAS12316,AFAS 12316 Solid-1 +115.7 +92.6 +66.1 TRB LE 4" ALUM1 231.9 -137.2 90.6 64,2 47 9 Economy MS 12313,ACAS 12313,AFA512313 ' ( NUM)SOFFIT l2",NAILS +197,1 +116.6 +77,0 +54.6 +40.7 115.7 -92.6 -66.1 MS 12313,ACAS 12313,AFAS12313 Solid-1 TRIPLE 4" (ALUACAs1)SOFFIT S1 STAPLES +115.7 4-92.6 + -188.4 -111.5 -73,6 -52.2 -38.9 Tripl MS12313,ACASI2313,AFAS12313 66.1 TR�LE4"(ALUMINUM)SOFFIT12",STAPLES 197,] +116.6 +77.0 +54.6 +q0.7 Solid- . -177.0 -141.6 -101.1 MS12313,ACAS123I3,APAS1231J TRIPLE 3 I/3"(VINYL)10",NAIL +227.3 +161.8 +129.9 TRIPLES t/3"(VINYL)10",NAtLs -188.4 -111.5 -73.6 -52.2 WPl4 VST3N,VS73V +329.2 -1194.8 +125.6' _-92.2 -38.9 Solid- TRIPLE 3 1/3" -80.1 -64.1 -45.8 VST3N,VST3V 68.0 Econom (VINYL.)lo^,STAPLL'S 8 2 +1944.128.6 +91,2 + VN +227.3 +18],8 +129. (VINYL)10 .STAPLES -73'8 -56.8 -46.1 -38.8 -33.6 Solid-E� VS73N,vsT3v 9 TRIPLE 1/3" IIEADED(VMYL)(1",NAILS -95'4 -76.3 -54.5 VS73N,VS13V +329. 68.0 +206.6 +165.3 +118.1 BEADED(VINYL)B",NAILS -76.3 58'7 47.7 -40 2 -34,7 Economy VSB223N,VSB223V +374.1 +221.4 +146.1 +103.6 -1-77,3 Solid-EN BEADED(VINYL)8",STMLES -91.0 -72.8 -52.0 VSB223N,VSB223 V +206.6 +165.3 +l 18.1 DEADER(VINYL)a",STMt Es -83.9 -64.5 -52.4 -44,1 38.1 VSB223N,VSII223v +374.1 +221.4 +146.h -1103.6 +77.3 Dou DOUBLE 5"PREMIUM(VINYL)10",NAIL -108.4 -$6.$ -62.0 VSB223N,VSB223 V Solid-SV +237.6 +190.1 Doub +135.8 DOUBLE 5"PREMIUM(VINYL)10 NAILS 86.76 -66.7 -54.2 -45.7 -39.4 VSDSN,(VINYL) N L) +344.2 +203.7 +134.4 +95.3 +71.1 Solid-SV DOODLE S"PREMIUM(VINYL)10",STMLES 83.7 -67.0 X7,9 VSDSN,VSDSFV +237.6 +190.1 +135.8 DOUBLE 5"PREMIUM(VINYL)!0 STAPLES 77.2 59.4 48'2 40,6 35.1 The detail vsDE 4 (VINYL) NFV ,+344.2 1-203.7 +134.4 +95.3 +71.1 -99'8 -79.8 -57.0 VSDSN,VSDSFV PREMIUM TRIPLE 4"(VINYL)12",NAIL +206.6 +165.3 +118.1 PREMRJM 1R�LE 4" INYL 12^NAILS -79.8__ ...-61.9.. - .-09.9-_..-_. 42.0 .----.- _.__.. VST4N,VST4N,VST4CV (V ) 51.5 ---. 60.7 -48.5 '-34.7 VST4N,VST4FV,VST4Cv +249.4 +147.6 +97,4 +69.1 +51.5 PREMN VST4N, (VINYL)12",STAPLES +206.6 +165.3 +118.1 PItEMl1JM TRIPLE 4"(VINYL)l2",STAPLES 55'9 43.0 -35.0 -29.4 -25.4 vSr4N,VST4FV,vsT'4Cv +249.4 +147.6 +97.4 +69.1 + ECONOMY TRIPLE 4"(VIM L)12",NAIL 72'3 57.8 -41.3 VST4N,VST4FV,VST4CV 51.5 +185.9 +148.8 +106.3 EcoNOMY TTtIPLE 4"(vINY1)Iz",NAILS -57'8 -44.5 -36.2 -30.4 -26.3 Evst2N,EVs12P,Evs12cP +224.5 +132.8 +87.7 +62.2 +46.4 ECONOMY TRIPLE 4"(VINYL)12",STMLES -54.6 -43'7 -31.2 EVSI2N,EVS12P,EVSI2CP +185.9 +148.8 -1 106.3 ECONOMY TR]PLE 4" -50.3 -38.7 -31.5 -26.5 -22,9 EVst2N,EVS12P,BVSI2CP (VINYL)t2",STMLES +224.5 +132.8 +87.7 +62.2 + -65.1 -52,1 -37.2 EVS12N,EVS12P,EVSI2CP 46.4 ECONOMY DOUBLE 5"(VINYL)10",NAILS 52.1 40.0 -32.5 -27.4 -23.7+206.6 +165.3 +118.1 ECONOMY DOUBLES"(VINYL)10",NAILS EVSDSN,EvsDsv +299.3 +177.1 +116.9 +82,9 +61.8 ECONOMY DOUBLE 5"(VINYL)10",ST'MLES -72.8 -58'3 -41.6 EVSDSN,EVSDSN 1206.6 +165.3 +118.1 ECONOMYDOUBLES"(VINYL)10",STMLES -67'1 -51.6 -41.9 -35,3 -30.5 EVSDSN,EvsDSV +299.3 +]77,1 -1-116.9 +82.9 +61.8 DOUBLE 5"(VINYL)IO",NAIL -86'8 -69.4 -49.6 EVSDSN,EVSD5v SVSDSN,SVSD5FV l +216.9 +173.5 +124.0 DOUBLE 5"(VINYL)10--,NAILS 694 53'4 -43.4 -36.5 -31.5 76.5 61,2 -43.7 SVSD5N,SVSD5FV +314.3 +185.9 +122.8 +87,1 +64 9 DOUBLE 5"(VtNYLSD5 STAPLES +216.9 +173.5 +124.0 DOODLE 5"(VINYL)10",STMLES 70 5 54'2 -44.0 -37.1 -32.5 SVSDSN,SVSDSFV +314.3 +185.9 +122,8 +87.1 +64.9 -91.1 -72.9 -52.1 SVSDSN,SvsnSFv Details that go with this table appear ou Sheet 1 of 3 -72.9 -56.1 -45.5 38.4 33.1 Details that o with this table are found on Sheet 1 of 3 Allen N.Reeves,P.E. Structural Engineer Florida License#19354 REV. 27 SEPT, 20/� 170900o3 HR Engineering, Inc. DATE; 27 M4ltc/1 Za/5 PROJECT NO./503OOd/ SHEET!3 OF 3 CLIENT:PLl!GE/'t,LMASTIC BY: A. REEVES PROJECT NAME:NIA S t/C SOFF/TS- FL air/oA i EXTERIOR RESEARCH&DESIGN, I.I.C. ifs � Certificate of Authorization#9503 'k �fRINITY'ERD 353 CHRISTIAN STREET, UNIT#13 OXFORD, CT 06478 EVALUATION REPORT (203)262-9245 Owens Corning Evaluation Report 037940.02.12-R8 One Owens Corning Parkway FL10674-1113 Toledo,OH 43659 Date of Issuance:02/06/2012 (740)404-7829 Revision 8: 10/09/2017 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 6th Edition (2017) Florida Building Code sections noted herein. DESCRIPTION: Owens Corning Asphalt Roof Shingles LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein and FBC 1507.2.7.1/R905.2.6.1. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. TrinityJERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity I ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed,then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report 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 Evaluation Report consists of pages 1 through 8. Prepared by: �,.� y Vit..., '•, -s 's t Robert J.M.Nieminen'P.E. The facsimile seal ..� 1al,to. appearing was authorized by Robert Florida Registration No.59166,Florida DCA ANE1983 Nieminen,P.E.on 10/09/2017. This does not serve as an CERTIFICATION OF INDEPENDENCE: electronically signed document. 1. Trinity IERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity ERD is not owned,operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire,a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire,a financial interest in any other entity involved in the approval process of the product. 5. This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. TRINITYERD ROOFING SYSTEMS EVALUATION: I. SCOPE: Product Category: Roofing Sub-Category: Asphalt Shingles Compliance Statement: Owens Corning Asphalt Roof Shingles,as produced by Owens Corning, have demonstrated compliance with the following sections of the 6th Edition (2017) Florida Building Code and Florida Building Code, Residential Volume through testing in accordance with the following Standards. Compliance is subject to the Installation Requirements and Limitations/Conditions of Use set forth herein. 2. STANDARDS: Section Propertv Standard Year 1507.2.5,R905.2.4 Physical Properties ASTM D3462 2010 1507.2.7.1,R905.2.6.1 Wind Resistance ASTM D3161 2016 1507.2.7.1,R905.2.6.1 Wind Resistance ASTM D7158 2011 3. REFERENCES: Enti Examination Reference Date UL LLC(CER9626) Physicals&Wind Resistance File R2453,Vol.3 02/15/2007 UL LLC(CER9626) Physicals&Wind Resistance 20120516-R2453 05/16/2012 UL LLC(TST9628) Physical Properties 06CA20263 04/18/2006 UL LLC(TST9628) Wind Resistance 11CA34308 02/18/2012 UL LLC(TST9628) Physicals&Wind Resistance 4786093137 02/01/2014 UL LLC(TST9628) Wind Resistance 4786126532 02/10/2014 UL LLC(TST9628) Physical Properties Classification letter 02/13/2014 UL LLC(TST9628) Physical Properties Classification letter 10/02/2015 Miami-Dade(CER1592) FBC HVHZ Compliance Various NOAs Various UL LLC (QUA962S) Quality Control Service Confirmation Exp.05/16/2020 4. PRODUCT DESCRIPTION: 4.1 Asphalt Shingles: 4.1.1 Classic*and Supreme'are fiberglass reinforced, 3-tab asphalt roof shingles. 4.1.2 Berkshire'are fiberglass reinforced,4-tab asphalt roof shingles. 4.1.3 Devonshire—are fiberglass reinforced,5-tab asphalt roof shingles. 4.1.4 Duration, TruDefinition Duration, Duration' Premium Cool, TruDefinition* Duration' Designer Color Collection, TruDefinition'0akridge®, Oakridge' and WeatherGuard' HP are fiberglass reinforced, laminated asphalt roof shingles. 4.2 Hip&Ridge Shingles: 4.2.1 Berkshire® Hip & Ridge Shingles, High Ridge, WeatherGuard HP Hip & Ridge Shingles, ProEdge Hip & Ridge Shingles and DuraRiclgeTM Hip&Ridge Shingles are fiberglass reinforced, hip and ridge asphalt roof shingles. 4.3 Accessory Starter Strips: 4.3.1 Starter Strip Shingle,Starter Strip Plus and Starter Shingle Roll are starter strips for asphalt roof shingles. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report,or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in FBC HVHZ jurisdictions. S.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory for fire ratings of this product. Exterior Research and Design,LLC. Evaluation Report 03794n n?iv-RR TRINITY ERQ 5_4 Wind Classification: 5.4.1 All Owens Corning asphalt shingles noted herein are Classified in accordance with FBC Tables 1507.2.7.1 and R905.2.6.1 to ASTM D3161,Class F and/or ASTM D7158,Class H, indicating the shingles are acceptable for use in all wind zones up to Vasd = 150 mph (Vuit = 194 mph). Refer to Section 6 for installation requirements to meet this wind rating. 5.4.2 All Owens Corning hip & ridge shingles, Starter Strip Shingle and Starter Strip Plus noted herein are Classified in accordance with FBC Tables 1507.2.7.1 and R905.2.6.1 to ASTM D3161, Class F, indicating the shingles are acceptable for use in all wind zones up to Vasd=150 mph (Vint= 194 mph). Refer to Section 6 for installation requirements to meet this wind rating. 5.4.3 Classification by ASTM D7158 applies to exposure category B or C, as defined in FBC 1609.4.3, and a mean roof height of 60 feet or less. Calculations by a qualified design professional are required for conditions outside these limitations. Contact the shingle manufacturer for data specific to each shingle. 5.4.4 Refer to Owens Corning published information on wind resistance and installation limitations. 5.5 All products in the roof assembly shall have quality assurance audit in accordance with F.A.C. Rule 61G20-3. 6. INSTALLATION: 6_1 Underlayment: 6.1.1 Underlayment shall be acceptable to Owens Corning and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 611320-3,per FBC 1507.2.3,1507.2.4 or R905.2.3. 6_2 Asphalt Shingles: 6.2.1 Installation of asphalt shingles shall comply with the Owens Corning current published instructions, using minimum four (4) nails per shingle in accordance with FBC 1507.2.7 or R905.2.6, with the following exceptions: D Berkshire'shingles require minimum five(5) nails per shingle. WeatherGuard'HP shingles require minimum six(6) nails per shingle. ➢ DevonshireTM shingles require minimum six(6)nails per shingle. Starter Strip Shingle and Starter Strip Plus require minimum five(5) nails per strip. Refer to Owens Corning published information on wind resistance and installation limitations. 6.2.2 Fasteners shall be in accordance with the manufacturer's published requirements, but not less than FBC 1507.2.6 or R905.2.5. Staples are not permitted. 6.2.4 Where the roof slope exceeds 21 units vertical in 12 units horizontal, special methods of fastening are required. See figures below for details. 6.2.5 Minimum Nailing—Starter Strip Shingle and Starter Strip Plus: Felt underlayment i Deck Fehundertayment Deck Selfadhered Self-adhered W derlayment WeatherLocka undedaymem (� underlayment Drip_ Drip edge edge Drip edge Drip— edge Nails located Nags located 2"3"from gave 2'-3'from eave Install first Self-sealing adhesive Sell"aling adhesive starters triP positioned along eave Instal first Start"Strip Plus po:tonedalong�ave shingle with '•. ` vrith6'removed 6"removed \ Starter Strip shingle overhangs eaves and rakes 1.4" Starter St\r p PFus overhangs eaves and rakes 114'-3/4' Exterior Research and Design,LLC. Evaluation Report 037940.02.12-R8 ` ,/TRINITY iERD 6.2.6 Minimum Nailing—Classic®&Supreme: Normal Mansard or Area para Normal Mansard or Area para Wind Areas High Wind desvanes y Wind Areas High Wind destranes y Area pare vientos normates Areas vientos fuertes Area pare vienros normafas Areas vientos fuertes r't- (A) tt,�" !�' 2- r to iA) r r z• (e 2. �. S°Exre peaic 6n 6 5i8'Exposure Esposieidn 6.2.7 Minimum Nailing—Berkshire®: smiard strip Sealant strip to iSa de sadada to th de sdador 916" 9 Yf9 Yf 8 Vf t' t"� s r r Standard Fastening Pattern 6-Nail Fastening Pattern SealatN strip La dra de seisadw ,�r..8-,• —.• •.-8 Yf a•�i. r t•fi-- As*k roofmit ow eat Cenanfo de taehode astatto Mansard or Steep Slope Fastening Pattern Exterior Research and Design,LLC Evaluation Report 037940.02.12-118 (T- T INITY I ERD 6.2.8 Minimum Nailing—Devonshire'": j 1e- ' 7" I 8" i 8" I 8" ' 1" Ciawa '° .. Nails 5^5/8•exposure Sextant location ' Exposidbn de 5.5/8 pull; Ubimd6n del sellador 6:• Ten 1•S1 ots of Asphalt Roof Cement Standard 6-Nail Fastening Pattern Mansard or Steep Slope Fastening Pattern 6.2.9 Minimum Nailing — Duration®, TruDeffnition® Duration, Duration® Premium Cool & TruDefinitiono Duration•Designer Color Collection: 4-Nall Fastening Pattern a-Nan Fastening Pattern m..w-.v.f=wnaamawwd st•aaassnstwt ga ■M NafL>Yp" NW.TyPkM r +r +r r r +r I +r +• s...vro • •.0 -• o.s. a,.tee... • a.stma . aww�w..o -••... s..•r• • 6rfa••ys- a•tir s.sle'• [U F .oma• F Standard Fastening Pattern 6-Nail Fastening Pattern Fastening for Slopes Greater Than 21.12 Sm HMMrmhntna ane wWN tt•Lk ryp" r +r tr w.w�. • •ice. � Tr wic r spat.a w,pe.n rt••a"s e.n+.nt Mansard or Steep Slope Fastening Pattern Exterior Research and Design,LLC Evaluation Report 037940.02.12-118 `1 TRINITY j ERD { 6.2.1 Minimum Nailing—TruDefinitionaOakridge®,Oakridge': 4 Nail Pattam 6 Nail Pattern EWew cat 4 ckws Esqu ma con 6 Clavus 6 sAr posfd cposure Naas Nab Nab & Erposfdc4rde66/Spvlg Clams Expasfewnde66/sptdg 5518"Exposum OBras 55/8" Exposuw Etposidon de 55/8pulg Expadd6n de 5S/8pufg Standard Fastening Pattern 6-Nail Fastening Pattern Fastening for Slopes Greater Than 21:12 a"Bleef s Ma�M."M was rygoi r rr fr ays-ser �r rear f•saae+a�son+n aeoene c.m.nf Mansard or Steep Slope Fastening Pattern 6.2.1 Minimum Nailing—WeatherGuard®HP: �Asew f Exterior Research and Design,I.I.C. Evaluation Report 037940.02.12-R8 C"'111 I TRINITY ERD 6_3 Hip&Ridge Shingles: 6.3.1 Installation of Berkshire Hip and Ridge Shingles, High Ridge, WeatherGuard' HP Hip and Ridge Shingles and ProEdge Hip & Ridge Shingles shall comply with the Owens Corning current published instructions, using four (4) nails per shingle. Installation of DuraRidge"A Hip & Ridge Shingles shall comply with the Owens Corning current published instructions, using two (2) nails per shingle. Refer to Owens Corning published information on wind resistance and installation limitations, including the use of hand-sealing for wind warranties. 6.3.2 Fasteners shall be in accordance with the manufacturer's published requirements, but not less than FBC 1507.2.6 or R905.2.5. Staples are not permitted. 6.3.3 Minimum Nailing—Berkshire®Hip&Ridge and High Ridge: Fig.1 q t-�— waraalov�u FIg.2 Direction P Topwew SNeVGew Haug Trp Pluck T y \ A I 1 1 1 1 I 1 A 1 j A I l I I I �ryoo>aee �l 1 1 1 1 1 1 6.3.4 Minimum Nailing—WeatherGuard®HP Hip and Ridge: Fig A 44 Fig.C Hip$Ridge Shingle Fastening 4- Primlnclbi VftW TopYbw Dbn A Nally P 44 A i I Hilts NiIC A I I 1 I P 1 i l I T• �Eryoaulo s• �powra --- it --� Exterior Research and Design,U.C. _ Evaluatinn Reeusr►na7oan n7 i-2-on ERD TRINITY 6.3.5 Minimum Nailing-ProEdge Hip&Ridge Shingles: Prevailing Standard Wind Direction Fastening Sealant Strip Pattern `� 6'Exposure �' 12' Sealant Fasten 7y:' 17'1:° Cover Exposed Ij 1 6'Exposure Fasteners with Roof Cement 12'—►, 6.3.6 Minimum Nailing—DuraRidger"Hip&Ridge Shingles: Note:The drawings below pertain to minimum,as-tested attachment requirements. Refer to Owens Corning published installation instructions for their minimum requirements. e—Prcraiing Wind Diracum Top Yew Dire aiondomimntadnmt Yue en pian Dirnccmdol niantoprndornimnty viroruperiw l- 2s� T n.a Fit- crow OrrerrsCordrg SurcNad' ckw �1oia anor� i I I 1 I I� jyp Ulu IJ J _5 - I Iz-- 'I 7. LABELING: 7.1 Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. 7.2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed in FBC Table 1507.2.7.1/R905.2.6.1. 8. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 9. MANUFACTURING PLANTS: Contact the named QA entity for information on which plants produce products covered by Florida Rule 9N-3 QA requirements. 10. QUALITY ASSURANCE ENTITY: UL LLC—QUA9625; (631)546-2458;Kanchi.Agrawala-Dokania@ul.com - END OF EVALUATION REPORT- Exterior Research and Design,LLC. Evaluation Report 037940.02.12-R8 Certificate ofAuthorirarinnuasa¢ Gn CtllTrn, r, _. Florida Product Approval HardiePanel° Siding • For use inside HVHZ: o HardiePanel Siding fastener types, fastening schedule, and installation shall be in accordance with the Miami-Dade County Florida NOA 17- 0406.06. Consult the HardiePanel product installation instructions on the follow pages for all other installation requirements. • For use outside of HVHZ, o HardiePanel Siding fastener types, fastening schedule, and installation shall be in accordance with Engineering Evaluation Reports RIO-2686-17 or RIO-2689-17. Consult the HardiePanel product installation instructions on the follow pages for all other installation requirements. HardiePanel'" mo, Velical Siding JamesHardie INSTALLATION REQUIREMENTS RESIDENTIAL SINGLE FAMILY ONLY-PRIMED&COLORPLUS PRODUCTS EFFECTIVE SEPTEMBER 2013 PIE Visit vnvw iameshardie com for the most recent version. SMOOTH ° CEDARMILL° ° SELECT SIERRA 8 • STUCCO IMPORTANT:FAILURE TO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE WRITTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY,AFFECT SYSTEM PERFORMANCE,VIOLATE LOCAL BUILDING CODES, AND VOID THE PRODUCT ONLY WARRANTY.BEFORE INSTALLATION,CONFIRM THAT YOU ARE USING THE CORRECT HARDIEZONE INSTRUCTIONS. INSTALLATION OF HZ1 OT"^ PRODUCTS OUTSIDE AN HZ100 LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE APPLIES TO YOUR LOCATION,VISff WWW.HARDIEZONE.COM OR CALL 1-866-942-7343(866 9HARDIE) STORAGE & HANDLING: L CUTTING INSTRUCTIONS Store flat and keep dry and OUTDOORS [2. OORS covered prior to installation.Installing 1.Position cutting station so that wind will blow dust away from user Cut only using score and snap,or shears(manual,electric or pneumatic). siding wet or saturated may result in and others in working area. Position cutting station in well-ventilated area 2.Use one of the following methods: shrinkage at butt joints.Carry planks a.Best i.Score and snap on edge. Protect edges and comers o.Shear (manual,electric or pneumatic) EVER use a power saw indoors from breakage.James Hardie is not b.Better: i.Dust reducing circular saw equipped with a VER use a circular saw blade tnat does not carry the HardieBlade saw blade trademark HardieBlade`saw blade and HEPA vacuum extraction NEVER dry sweep—Use wet suppression or HEPA Vacuum responsible for damage caused c.Good: i.Dust reducing circular saw with a HardieBlade saw blade by improper storage and handling of (only use for low to moderate cutting) the product. Important Note:For maximum protection Qowest respirable dust production),James Hardie recommends atways using"Best'-level cutting methods where feasible. NIOSH-approved respirator can be used in conjunction with above cuttino practices to further reduce dust exposures.Addi orad exposure information is available !% at www.jameshardie.com to help you determine the most appropriate suiting method for yourjob requirements.ff concern still exists about exposure levels or you do not comply with the above practices,you should always consult a qualified industrial hygienist or contact James Hardie for further information. , GENERAL REQUIREMENTS: I These instructions to be used for residential single family installations only.For Commercial/Multi-Family installation requirements go to www.JamesHardiecommercial.com • HardiePanel vertical siding can be installed over braced wood or steel studs spaced a maximum of 24"o.c.See genemal fastening requirements.Irregularities in framing and sheathing can mirror through the finished application.James Hardie recommends installing HardiePanel on a capillary break(rainscreen/furring)as a best practice. • Information on installing James Hardie products over foam can be located in JH Tech Bulletin 19 at www.iamehardie com • A water-resistive barrier is required in accordance with local building code requirements.The water-resistive barrier must be appropriately installed with penetration and junction flashing in accordance with local building code requirements.James Hardie will assume no responsibility for water infiltration.James Hardie does manufacture HardieWrap6 Weather Barrier,a non-woven non-perforated housewrapl,which complies with building code requirements. • When installing James Hardie products all clearance details in figs.5,6,7,8,9,10&11 must be followed, • Adjacent finished grade must slope away from the building in accordance with local building codes-typically a minimum of 6"in the first 10'. • Do not install James Hardie products,such that they may remain in contact with standing water, • HardiePanel vertical siding may be installed on vertical wall applications only. • DO NOT use HardiePanel vertical sidingg in Fascia or Trim applications. • Some application are not suitable for ColorPlus.Refer to ColorPlus section page 3. • DO NOT use stain,oil/alkyd base paint,or powder coating on James Hardiee Products. • For larger pProjects,including commercial and multi-family projects,where the span of the wall is significant in length,the designer and/or architect should take into consiTjeration the coefficient of thermal exppansion and moisture movement of the product in their design.These values can be found in the Technical Bulletin 48"Expansion Characteristics"at wvvw.JamesHardie.com. INSTALLATION: Fastener Requirements Joint Treatment Position fasteners 3/8"from panel edges and no closer than • Vertical Joints-Install panels in moderate contact(fig.1),alternatively 2"away from corners.Do not nail into corners. joints may also be covered with battens,PVC or metal jointers or HardiePanel Vertical Siding Installation caulked(Not applicable to ColorPI&Finish)(fig.2). • Framing must be provided at horizontal and vertical edges for nailing. • Horizontal Joints-Provide Z-flashing at all horizontal joints(fig.3). • HardiePanel vertical siding must be joined on stud. Figure 2 Figure 3 • Double stud may be required to maintain minimum edge water-resistive barrier water-resistive barrier ratting distances. 2 4 stud 2 x a scudrf' upp r-resistive water- resistive arrier barrier Figure 1 stud er panel upperpanel water-resistive P ot 1/4"gap Donot 1/4"gap barrier ` I I k Caulk sheathing HardiePanel Batten Joint "H"Joint ~Mashing f - 'q-Z-flashing O o vertical siding water-resistive barrier - decorative keep nails 2 x 4 stud '—band board 3/8"min. .—lower lower from panel panel _ edges O 0 panel plate\IJo o Figure 4 3/8' leave appropriate gap betv�een _ o panels,then caulk' Recommendation:When o installing Sierra 8,provide Caulk Joint moderate contact a double stud at panel (Not applicable to ColorPlus-Finish) joints to avoid nailing keep fasteners 2' away from corners I Apply caulk in accordance with caulk through grooves. manufacturer's written application instructions. ja For additional information on HardieWrapT"'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 tARC and NIDSH to be a cause of cancer from some occupational sources.Breathing ssi exceve amounts of respirable silica dust can also cause a disabling and Dotentially fatal luno disc caned�alrmm and h—hog"1;--_ ------ ------ __ .. CLEARANCES Z A Install siding and trim products in Maintain a minimum 1" Maintain a minimum 1"-2"clearance At the juncture of the roof and vertical Maintain a 1/4" compliance with local building code -2"clearance between between James Hardie products surfaces,flashing and counterflashing clearance between requirements for clearance between James Hardie® and decking material. shall be installed per the roofing the bottom of James the bottom edge of the siding and products and paths, Figure 7 manufacturer's instructions.Provide a Hardie products and p 9 minimum 1"-2"clearance between horizontal flashing. the adjacent finished grade. steps and driveways. the roofing and the bottom edge of the Do not caulk gap. Figure 5 stud Figure 6 siding water siding and trim. resistive Figure to fig.3 on Wins �► barrier Figure 8 - page 1. deck material I I t T min. t"-2" mi bottom I j plata joist flashing - ledger concrete Iwhinj lk,,6"min. I foundation Do riot bridge floors with HardiePanela siding.Horizontal joints should always be created between floors(fig.10). KICKOUT FLASHING Water- Because of the volume of water that can pour down a sloped Maintain a minimum 1"ga Resistive '- roof,one of the most critical flashing details occurs where a between gutter end caps annd Figure 10 Gamer Framing roof intersects a sidewall. The roof must be flashed with step siding&trim. Horizontal Flooring flashing. Where the roof terminates,install a kickout to deflect Figure 9 Trim _ water away from the siding.It is best to install a self-adhering I membrane on the wall before the subfascia and trim boards are nailed in place,and then come back to install the kickout. Figure 11,Kickout Flashing To prevent water from siding ` dumping behind the siding and the end of the roof sheathing intersection,install a"kickout"as required by IRC code R905.2.8.3:"...flashing shall be a min.of 4"high and 4" fascia HardiePanel• wide."James Hardie recommends the kickout be angled gutter and end cap between 1000-110°to maximize water deflection BLOCKED PENETRATIONS Figure 11S� �< Penetrations such as hose bibs and holes 136'or larger such as dryer vents /; should have a block of trim around point of penetration. . , GENERAL FASTENING REQUIREMENTS Fasteners must be corrosion resistant,galvanized,or stainless steel.Electro-galvanized are acceptable but may exhibit premature corrosion.James Hardie recommends the use of quality, Drip edg. hot-dipped galvanized nails. James Hardie is not responsible for the corrosion resistance of fasteners. Stainless steel fasteners are recommended when installing James Hardie products near Hmwwrmp the ocean,large bodies of water,or in very humid climates. • Consult applicable product evaluation or listing for correct fastener type and placement to achieve specific design wind loads, • NOTE:Published wind loads may not be applicable to all areas where Local Building Codes have PNEUMATIC FASTENING specific jurisdiction.Consult James Hardie Technical Services if you are unsure of applicable compliance documentation. James Hardie products can be hand nailed or fastened with a • Drive fasteners perpendicular to siding and framing. pneumatic tool.Pneumatic fastening is highly recommended. • Fastener heads should fit snug against siding(no air space).(fig.A) Set air pressure so that the fastener is driven snug with the • Do not over-drive nail heads or drive nails at an angle. surface of the siding.A flush mount attachment on the • If nail is countersunk,fill nail hole and add a nail.(fig.B) pneumatic tool is recommended. This will help control the • For wood framing,under driven nails should be hit flush to the plank with a hammer(for steel depth the nail is driven.If setting the nail depth proves difficult, framing,remove and replace nail), choose a setting that under drives the nail.(Drive under driven • NOTE:Whenever a structural member is present,HardiePlank should be fastened with even nails snug with a smooth faced hammer-Does not apply for spacing to the structural member.The tables allowing direct to OSB orplywood should only be installation to steel framing), used when traditional framing is not available. • Do not use aluminum fasteners,staples,or clipped head nails. Snug Flush Uq Countersunk, ® ( � fill 8 add nail \�y do not under DO NOT Finnrp A Fi­ 92 Hrivc—ilc STAPLE A & ME CAULKING For best results use an Elastomedc Joint Sealant complying with ASTM C920 Grade NS,Class 25 or higher or a Latex Joint Sealant complying with ASTM C834. Caulking/Sealant must be applied in accordance with the caulking/sealant manufacturer's written instructions,Mate;OSI quad as well as some othercauldng manufacturers do not allow tooling. DO NOT caulk nail heads when using ColorPlus products,refer to the ColorPlus touch-up section CUT EDGE TREATMENT PAINTING Caulk,paint or prime all field cut edges. DO NOT use stain,oiValkyd base paint,or powder coating on James Hardie°Products.James Hardie products James Hardie touch-up kits are required I must be painted within 180 days for primed product and 90 days for unprimed.100%acrylic topcoats are to touch-up ColorPlus products. recommended.Do not paint when wet.For application rates refer to paint manufacturers specifications. Back-rolling is recommended if the siding is sprayed. COLORPLUS®TECHNOLOGY CAULKING,TOUCH-UP& LAMINATE I •Care should be taken when handling and cutting James 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 HardiePanel®siding with ColorPlus Technology. •Laminate sheet must be removed immediately after installation of each course. •Terminate non-factory cut edges into trim where possible,and caulk.Color matched caulks are available from your ColorPlus°product dealer. •Treat all other non-factory cut edges using the ColorPlus Technology edge coaters,available from your ColorPlus product dealer. Note:James Hardie does not warrant the usage of third party touch-up or paints used as touch-up on James Hardie ColorPlus products. Problems with appearance or performance arising from use of third party touch-up paints or paints used as touch-up that are not James Hardie touch-up,will not be covered under the James Hardie ColorPlus Limited Finish Warranty. The following outlines the recommended applications for ColorPlus and Primed panels.Not all designs will be suitable for every application: •Exposed fasteners or battens is the recommended application for ColorPlus panel products •Do not use touch-up over fastener heads for smooth ColorPlus products-primed panel recommended •For ColorPlus panel applications that require fasteners in the field,it is acceptable to use touch-up over fasteners for Cedarmill and Stucco panel only,but correct touch-up application is important.Some colors may show touch-up when applied over fasteners.Trim is recommended to cover joints when appropriate. PAINTING JAMES HARDIE"SIDING AND TRIM PRODUCTS WITH COLORPLUS®TECHNOLOGY When repainting ColorPlus products,James Hardie recommends the following regarding surface preparation and topcoat application: •Ensure the surface is clean,dry,and free of any dust,dirt,or mildew •Repriming is normally not necessary •100%acrylic topcoats are recommended •DO NOT use stain,oiValkyd base paint,or powder coating on James Hardie®Products •Apply finish coat in accordance with paint manufacturers written instructions regarding coverage,application methods,and application temperature RECOGNITION:In accordance with ICC-ES Evaluation Report ESR-1844,FardiePanela vertical siding is recognized as a suitable altemate to that specified in:the 2006.2009,8 2012 International Residential Code for One-and Two-Family Dwellings and the 2006,2009,8 2012 International Building Code.HardiePanel vertical siding is also recognized for application the following:City of Los te of Florida listing RA89,Dade County,Ronda NOA No.02-0729.02,U.S.Dept of HIM Materials Release 1263c,Texas Department of Insurance Product Evaluation EC-23,City of Angeles Research MEA 223-93-M,and Cardom a DSA PA-019. These documents should also be cons fled for additional infomtation concerning the suitability of th's product for specific applications. ®2013 James Hardie Building Products. All rights reserved. TM.SM,and a denote trademarks or registered trademarks of Additional Installation Information, James HardieTnrhnnlnnv i imit-i n rc�. i,+e d lA/a"nnirne -4 IAi—i­ "OAR AR\ M____ _ — ■■ no Florida Product Approval HardiePlank® Lap Siding • For use inside HVHZ: o HardiePlank Lap Siding fastener types, fastening schedule, and installation shall be in accordance with the Miami-Dade County Florida NOA 17- 0406.06. Consult the HardiePlank product installation instructions on the follow pages for all other installation requirements. • For use outside of HVHZ, o HardiePlank Lap Siding fastener types, fastening schedule, and installation shall be in accordance with Engineering Evaluation Reports RIO-2683-17, RIO-2687-17, or RIO-2688-17. Consult the HardiePlank product installation instructions on the follow pages for all other installation requirements. HardiePlank A/ >o- Lap ding Si i vJamesHardie EFFECTIVE MAY 2016 mi INSTALLATION REQUIREMENTS - PRIMED &COLORPLUS" PRODUCTS Visit vn•,hvhardieinstallationcomfor the most recent version. SELECT CEDARMILL°•SMOOTH • CUSTOM COLONIAL"SMOOTH • CUSTOM COLONIAL'"ROUGHSAWN CUSTOM BEADED CEDARMILL°• CUSTOM BEADED SMOOTH •STRAIGHT-EDGE SHINGLE PLANK IMPORTANT:FAILURE TO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE WRITTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY,AFFECT SYSTEM PERFORMANCE,VIOLATE LOCAL BUILDING CODES,AND VOID THE PRODUCT ONLY WARRANTY.BEFORE INSTALLATION,CONFIRM THAT YOU ARE USING THE CORRECT HARDIEZONE'"PRODUCT INSTRUCTIONS. INSTALLATION OF HZ100 PRODUCTS OUTSIDE AN HZ10©LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE APPLIES TO YOUR LOCATION,VISIT WWW.HARDIEZONE.COM OR CALL 1-866-942-7343(866 9HARDIE) STORAGE& HANDLING: L CUTTING INSTRUCTIONS Store flat and keep dry and covered prior OtlTD00R5 Fh to installation.Installing siding wet or 1.Posh on cutting station so that wind will blow dust away from user sing score and snap,or shears(manual,electric or pneumatic). saturated may result in shrinkage at butt and others in workng area. utting station in well-ventilated area joints.Carry planks on edge. Protect 2 a.Bone of the following methods: edges and comers from breakage.James a.Best: fi Stere and snap g ii.Shears(manual,electric or pneumatic) a power saw indoors Hardie is not responsible for damage b.Better. i.Dust reducing circular saw equipped with a arcular saw blade tttat does not tarry the HardeBlade saw blade trademark caused by improper storage and handling HardieBlade'saw blade and HEPA vacuum extraction sweep—Use wet suppression or HEPA Vacuum of the product. c.Good: I.Dust reducing circular saw with a HardieBlade saw blade (only use for low to moderate cutting) Important Note:For maximum protection(lowest respirable dust production),James Hardie recommends ahvays using"Best"-level cuttjno methods where feasible. TIE;approved respirators can be used in conjuncton with above cutting at vmw.jameshardie.com to help you determine the most r practices to further reduce dust evauren.ern Additional ex exposure information is s or available do not corn with the above sulcate cutting method for your jobrcontactJames requirements.e concern still further about tion. re levels or you PN practices,you should always IX)nSuit a qualified industrial hygienist tx contact James Hatttie for further information. GENERAL REQUIREMENTS: SC`E"`' • HardiePlank'lap siding can be installed over braced wood or steel studs spaced a maximum of 24 in.o.c.or directly to minimum 7/16 in.thick OSB sheathing.See general fastening requirements.Irregularities in framing and sheathing can mirror through the finished application. • Information on installing James Hardie products over foam can be located in JH Tech Bulletin 19 at www.iamehardie corn • A water-resistive barrier is required in accordance with local building code requirements.The water-resistive barrier must be appropriately installed with penetration and junction flashing in accordance with local building code requirements.James Hardie will assume no responsibility for water infiltration. James Hardie does manufacture HardieWrap'Weather Barrier,a non-woven non-perforated housewrap',which complies with building code requirements. • When installing James Hardie products all clearance details in figs.3-14 must be followed. • Adjacent finished grade must slope away from the building in accordance with local building codes- typically a minimum of 6 in.in the first 10 ft.. g Double Wall Single Wall • Do not use HardiePlank lap siding in fascia or trim applications. Figure 1 Construction Construction • Do not install James Hardie products,such that they may remain in contact with standing water water-resistive barrier let-in bracing • HardiePlank lap siding may be installed on flat vertical wall applications only. plywood or 24 in.o.c.max. • For larger projects,including commercial and multi-family projects,where the span of the OSB sheathing wall is significant in length,the designer and/or architect should take into consideration the coefficient of thermal expansion and moisture movement of the product in their design. These values can be found in the Technical Bulletin"Expansion Characteristics of / James Hardie°Siding Products"at www.JamesHardie.com. • DO NOT use stain,oil/alkyd base paint,or powder coating on James Hardier Products. I INSTALLATION: JOINTTREATMENT One or more of the following joint treatment options Figure 2 Nail fine Of nail are required by code(as referenced 2009 IRC stud line is not present place R703.10.2) fastener A.Joint Flashing(James Hardie recommended) _ - between 3/4 B.Caulking`(Caulking is not recommended water- in.&1"from ° resin Nal 3/8 in.from top of plank) Go °° for ColorPlus for aesthetic reasons as the b er edge of plank Caulking and ColorPlus will weather differently.For the same reason, flashing °g °° ° o ° water-resistive do not caulk nail heads on — °° barrier HardieZone ColorPlus products.) HardiePlank"sidin ° o ° ° ' 9 ° o c fastener C."H" jointer cover o° o o o o Install a 1 1/4 in.starter strip to install planks in °o 0 o ensure a consistent plank angle moderate contact at butt joints o I o leave appropriate gap between planks and trim,then caulk."' Note:Field painting over caulking may produce a sheen difference when compared to the field painted PrimePlus. 'Refer to Caulking section in these instructions. For additional information on HardieWrap3 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 rause cancer and is considered by IARC and NIOSH to be a cause of cancer from some occupat onal sources. Breathing excessive amounts of respirable silica dust can also cause a disahlinn and nnte two.f.i°i i—di.o,�e,M��..�_:�:___:_ __ .. .. y >o CLEARANCE AND FLASHING REQUIREMENTS Figure 3 Figure 4 Figure 5 Figure 6 Roof to Wall Horizontal Flashing Kickout Flashing Slabs, Path,Steps to Siding � Z-Flashing aired code x xid Min.1/4 in. Do not caulk111 - in. 1 in.-2 in. Figure 7 Figure 8 Figure 9 Figure 10 Figure 11 Deck to Wall Ground to Siding Gutter to Siding Sheltered Areas Mortar/Masonry gym• y%. u Z Flashing -Flashing Z-Fla hing , g Z-FI hing Min. . 1 in. "f Min.Y4 in. Figure 12 Figure 13 Figure 14 Drip Edge Block Penetration Valley/Shingle Extension Recommended in HZ 10) [±fZ-Fla ' :.•. FASTENER REQUIREMENTS ** Blind Nailing is the preferred method of installation for HardiePlank®lap siding products.Face nailing should only be used where required by code for high wind areas and must not he used in conjunction with Blind nailing(Please see JH Tech bulletin 17 for exemption when doing a repair).Pin-backed corners may be done for aesthetic purposes Only.Pin-backs shall be done with finish nails only,and are not a substitute for blind or face nailing. BLIND NAILING FACE NAILING Nails-Wood Framing Nails-Wood Framing •Siding nail(0.09 in.shank x 0.221 in.HD x 2 in.long) •6d(0.113 in.shank x 0.267 in.HD x 2 in.long) •11 ga.roofing nail(0.121 in.shank x 0.371 in.HD x 1.25 in.long) •Siding nail(0.09 in.shank x 0.221 in.HD x 2 in.long) Screws-Steel Framing Screws-Steel Framing •Ribbed Wafer-head or equivalent(No.8 x 1 1/4 in.long x 0.375 in.HD)Screws •Ribbed Bugle-head or equivalent(No.8-18 x 1-5/8 in.long x must penetrate 3 threads into metal framing. 0.323 in.HD)Screws must penetrate 3 threads into metal framing. Nails-Steel Framing Nails-Steel Framing •ET&F Panelfast'nails or equivalent(0.10 in.shank x 0.313 in.HD x 1-1/2 in. •ET&F pin or equivalent(0.10 in.shank x 0.25 in.HD x 1-1/2 in.long) long) Nails must penetrate minimum 1/4 in.into metal framing. Nails must penetrate minimum 1/4 in.into metal framing. OSB minimum 7/16 in. OSB minimum 7/16 in. •Siding nail(0.09 in.shank x 0.221 in.HD x 1-1/2 in.long)' •11 ga.roofing nail(0.121 in.shank x 0.371 in.HD x 1.75 in.long) •Ribbed Wafer-head or equivalent(No.8 x 15/8 in.long x 0.375 in.HD). stud 24 lm— '' O.C.max. Stud 24' max Figure 15 Figure 16 va in.min. -- Minimum overlap overlap for Both Face Nail ane and Blind Nailing c l ' 314 in:1 in. Blind Nail face nail i min.1 1/4 in. � overlap r', Water Resistive water-resistive 1114 min. Barrier barrier y �o GENERAL FASTENING REQUIREMENTS PNEUMATIC FASTENING Fasteners must be corrosion resistant,galvanized,or stainless steel. James Hardie products can be hand nailed or fastened with a pneumatic tool. Electro-galvanized are acceptable but may exhibit premature corrosion. Pneumatic fastening is highly recommended. Set air pressure so that the James Hardie recommends the use of quality,hot-dipped galvanized nails. fastener is driven snug with the surface of the siding.A flush mount James Hardie is not responsible for the corrosion resistance of fasteners. attachment on the pneumatic tool is recommended. This will help control the Stainless steel fasteners are recommended when installing James Hardie® depth the nail is driven.If setting the nail depth proves difficult,choose a products near the ocean,large bodies of water,or in very humid climates. setting that under drives the nail. (Drive under driven nails snug with a Manufacturers of ACO and CA preservative-treated wood recommend spacer smooth faced hammer-Does not apply for installation to steel framing). materials or other physical barriers to prevent direct contact of ACO or CA preservative-treated wood and aluminum products.Fasteners used to attach 0 HardieTrim Tabs to preservative-treated wood shall be of hot dipped countersunk, kly zinc coated galvanized steel or stainless steel and in accordance to 2009 IRC fill&add nail R317.3 or 2009 IBC 2304.9.5. snug flush DO NOT DO NOT Figure A Figure B under drive nails staple • Consult applicable product evaluation or listing for correct fasteners type and placement to achieve specified design wind loads. PAINTING • NOTE:Published wind loads may not be applicable to all areas where Local DO NOT use stain,oil/alkyd base paint,or powder coating on James Hardie® Building Codes have specific jurisdiction.Consult James Hardie Technical Products.James Hardie products must be painted within 180 days for primed Services'rf you are unsure of applicable compliance documentation. product and 90 days for unprimed.100%acrylic topcoats are recommended. • Drive fasteners perpendicular to siding and framing. Do not paint when wet.For application rates refer to paint manufacturers • Fastener heads should fit snug against siding(no air space).(fig.A) specifications.Back-rolling is recommended If the siding is sprayed. • Do not over-drive nail heads or drive nails at an angle. • If nail is countersunk,fill nail hole and add a nail.(fig.B) CUT EDGE TREATMENT • For wood framing,under driven nails should be hit flush to the plank with a Caulk,paint or prime all field cut edges.James Hardie touch-up kits are hammer(For steel framing,remove and replace nail). required to touch-up ColorPlus products. • NOTE:Whenever a structural member is present,HardiePlank should be fastened with even spacing to the structural member.The tables allowing CAULKING direct to OSB or plywood should only be used when traditional framing is For best results use an FJastomeric Joint Sealant complying with ASTM C920 not available. • Do not use aluminum fasteners,staples,or clipped head nails. Grade NS,Class 25 or higher or a Latex Joint Sealant complying with ASTM C834.Caulking/Sealant must be applied in accordance with the caulking/sealant manufacturer's written instructions.Note:OSI Quad as well as some other caulking manufacturers do not allow tooling. COLORPLUS®TECHNOLOGY CAULKING,TOUCH-UP&LAMINATE •Care should be taken when handling and cutting James Hardie®ColorPlus®products.During installation use a wet soft cloth or soft brush to gently wipe off any residue or construction dust left on the product,then rinse with a garden hose. •Touch up nicks,scrapes and nail heads using the ColorPlus°Technology touch-up applicator.Touch-up should be used sparingly. If large areas require touch-up,replace the damaged area with new HardiePlanlC-lap siding with ColorPlus Technology. •Laminate sheet must be removed immediately after installation of each course. •Terminate non-factory cut edges into trim where possible,and caulk.Color matched caulks are available from your ColorPlusO product dealer. •Treat all other non-factory cut edges using the ColorPlus Technology edge coaters,available from your ColorPlus product dealer. Note:James Hardie does not warrant the usage of third party touch-up or paints used as touch-up on James Hardie ColorPlus products. Problems with appearance or performance arising from use of third party touch-up paints or paints used as touch-up that are not James Hardie touch-up will not be covered under the James Hardie ColorPlus Limited Finish Warranty. PAINTING JAMES HARDIE®SIDING AND TRIM PRODUCTS WITH COLORPLUS®TECHNOLOGY When repainting ColorPlus products,James Hardie recommends the following regarding surface preparation and topcoat application: •Ensure the surface is clean,dry,and free of any dust,dirt,or mildew •Repriming is normally not necessary •100%acrylic topcoats are recommended •DO NOT use stain,oil/alkyd base paint,or powder coating on James HardieO 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 y >o COVERAGE CHART/ESTIMATING GUIDE Number of 12 ft.planks,does not include waste COVERAGE AREA LESS OPENINGS HARDIEPLANK`"LAP SIDING WIDTH so 51/4 61/4 71/4 71/2 8 8114 91/4 91/2 12 (1 SO=100 sq.ft.) (exposure) 4 5 6 61/4 63/4 7 8 81/4 10 314 1 25 20 17 16 15 14 13 13 9 2 50 40 33 32 30 29 25 25 19 3 75 60 50 48 44 43 38 38 28 4 100 80 67 64 59 57 50 50 37 5 125 100 83 80 74 71 63 63 47 6 150 120 100 96 89 86 75 75 56 7 175 140 117 112 104 100 88 88 65 8 200 160 133 128 119 114 100 100 74 9 225 180 150 144 133 129 113 113 84 10 250 200 167 160 148 143 125 125 93 11 275 220 183 176 163 157 138 138 102 12 300 240 200 192 178 171 150 150 112 13 325 260 217 208 193 186 163 163 121 14 350 280 233 224 207 200 175 175 130 15 375 300 250 240 222 214 188 188 140 16 400 320 267 256 237 229 200 200 149 17 425 340 283 272 252 243 213 213 158 18 450 360 300 288 267 257 225 225 167 19 475 380 317 304 281 271 238 238 177 20 500 400 333 320 296 286 250 250 186 This coverage chart is meant as a guide.Actual usage is subject to variables such as building design.James Hardie does not assume responsibility for over or under ordering of product. RECOGNITION:In accordance with ICC-ES Evaluation Report ESR-2290,HardlePlani Slap siding is recognized as a suitable alternate to that specified in:the 2006,200942012 International Residential Code for 0ne- and Two-Family Dwellings,and the 2006,2009,d 2012 International Building Code,.HardiePlank lap siding is also recognized for application in the following:City of Los Angeles Research Report No.24862,State of Florida listing FL#889,Dade County,Florida NOA No.02-0729.02,U.S.Dept.of HUD Materials Release 1263c,Texas Department of Insurance Product Evaluation EC-23,City of New York MIA 223-93-M,and California DSA PA-019.These documents should also be consulted for additional information conmming the suitability of this product for specific application. 0 2016 James Hardie Building Products. All rights reserved. Additional Installation Information, TM,SM,and®denote trademarks or registered trademarks of James Hardie Technology Limited.=7 is a registered trademark Warranties,and Warnings are available at of James Hardie Technology Limited. www.jameshardie.com I ✓JamesHardie Used for Florida Product Approval FL13192.3 and FL13192.4 HardieShingle® Siding • For use outside of HVHZ, o HardieShingle Siding fastener types, fastening schedule, and installation shall be in accordance with Engineering Evaluation Reports RIO-2685-17 or RIO-2687-17. Consult the HardieShingle product installation instructions on the follow pages for all other installation requirements. James Hardie A smarter way to build 9I2 d c HardieShinglee"Mr—a Sidin JamesHardie g STRAIGHT EDGE,STAGGERED EDGE, HALF ROUNDS&INDIVIDUAL SHINGLES EFFECTIVE SEPTEMBER 2013 INSTALLATION REQUIREMENTS -PRIMED&COLORPLUS� PRODUCTS Visitym%yJameshardie.comfor the most recent version. IMPORTANT:FAILURE TO INSTALLAND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE WRITTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY,AFFECT SYSTEM PERFORMANCE,VIOLATE LOCAL BUILDING CODES, AND VOID THE PRODUCT ONLY WARRANTY.BEFORE INSTALLATION,CONFIRM THAT YOU ARE USING THE CORRECT HARDIEZONE°INSTRUCTIONS. TO DETERMINE WHICH HARDIEZONE APPLIES TO YOUR LOCATION,VISIT WWW.HARDIEZONE.COM OR CALL 1-866-942-7343(866 9HARDIE) STORAGE& HANDLING: d 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 shears(manual,electric or pneumatic). saturated may result in shrinkage at butt and others in working area. 2.Position cutting station in well-ventilated area joints.Carry planks on edge. Protect 2•Use one of the following methods: a.Best: I.Shears (manual,electric or pneumatic) edges and comers from breakage.James b.Better. i.Dust reducing circular saw equipped with a -NEVER use a power saw indoors Hardie is not responsible for damage Hardaiade'saw blade and HEPA vacuum extraction NEVER use a circular saw blade that does not tarty the HardieBlade saw blade trademark caused by improper storage and handling c.Good: i.Dust reducing circular saw with a HardieSlade saw blade NEVER dry sweep—Use wet suppression or HEPA Vacuum of the product. (only use for low to moderate cutting) Important Note:For maximum protection powest respirable dust production),James Hardie recommends arrays using"Best'-level cutting methods w liere feasible. cs' NIOSH-approved respirators can be used in conjurlct with above cutting practices to further reduce dust exposures.Additional exposure information is available at mAv.jameshardie.com to help you determine the most appropriate drafting method for your job requ rements.If concern stili ebsts about evosure levels or you do not comply with the above practices,you should always consult a qualified industrial hygienist or contact James Hardie for further information. GENERAL REQUIREMENTS: x105 I-UrdieShingle'siding can be installed over braced wood or steel studs spaced a maximum of 24"o.c.or directly to minimum 7/16"thick sheathing.See general fastening requirements. • Intrinlatim on installing Jams I-brdie products mu foam can be located in JH Tech Bulletin 19 at vAvw.iamehardie com • A v�afer-nesistw tamer is rewired in accordance Wt local buildingrode necluirwtertta The vratCr-rtesistive tamer must be apprcloriaiEiy installed vvth penetration and junction flashing in accordance with local building code requirements.James Hardie will assume no responsibility for water infiltration.James Hardie does manufacture HardieWrap°Weather Barrier,a non-woven non-perforated housewrap',which complies with building code requirements. • W-en installing James Hardie,products all clearance details in figs.1,2,3,4,5,6&7 must be followed. • Adjacentfinished grade rnustsigce avay from the bUldirlg in acamdance W-h local building cock-typically a rrrvmr ran of 6 in the first 10. • Do not install James Flarde prodicts,such that they ray remain in arltact v ith standing voter • F1ardeShingle siding may be installed on vertical v�all applications rely. • DO NOT use stain,cil/alkyd base paint or ponder meting cn James 1-fardid5l Products. CLEARANCES Install siding and trim products in Maintain a minimum 1" 2" Maintain a minimum 1" 2" At the juncture of the roof and vertical compliance with local building code clearance between James clearance between James Hardie surfaces,flashing and counterflashing shall be requirements for clearance between Hardie'products and paths, products and decking material. installed per the roofing manufacturer's the bottom edge of the siding and steps and driveways. instructions.Provide a minimum 1"-2" the adjacent finished grade. Figure 3 clearance between the roofing and the bottom edge of the siding and trim. Figure 2 Figure 1 A Figure 4 e trim siding rconcrete 1` 2`min. foundation in1"-2 mi .6• mini gr starter flashing course 'For additional information on HardieWrap9 Weather Barrier,consult James Hardie at 1-866-4Hardie or wvvw.hardiewrap.com WARNING:AVOID BREATHING SILICA DUST James Hardie'products contain respirable crystalline silica,Mich is known to the State of California to rause cancer and is considered by IARC and NIOSH to be a rause of cancer from some occupational sources. Breathing excessive amounts of respirable silica dust can also rause 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 HardieBladel 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-uD.use HEPA,rimmc nr wo 'ia� „n m,�kn,,n - in niir ineraliohnn Ione..�..r:.....,--a•._.__:_.- .. — . _. 10MaiM Z__149- Maintain ntain a 1/4"clearance Maintain a minimum 1"gap Figure 7 KICKOUT FLASHING between the bottom of between gutter and caps and ;• Because of the volume of water that can pour down James Hardie®products siding&trim. a sloped roof,one of the most critical flashing and horizontal flashing. 51� details occurs where a roof intersects a sidewall. Do not caulk gap. seff menbis The roof must be flashed with step flashing. Where Figure 6 the roof terminates,install a kickout to deflect water Figure 5 } away from the siding. siding 1°fthft _ It is best to install a self-adhering membrane on the Donot 1/4i9aP 1 Caulk Drip wall before the subfascia and trim boards are nailed siding ! in place,and then come back to install the kickout. flashing i " ° Figure 7,Kickout Flashing To prevent water from � fascia dumping behind the siding and the end of the roof intersection,install a"kickout"as required by IRC code R905.2.8.3:"...flashing shall be gutter and end cap a min.of 4"high and 4"wide."James Hardie recommends the kickout be angled between 1000-110°to maximize water deflection TRIM CONSIDERATION: BLOCKED PENETRATIONS Minimum 1"trim thickness is needed as Panels stack at a depth of roughly 15/16"for the 7" Penetrations such as hose bibs and holes 1 h"or reveal.If additional trim depth is desired,you can place a spacer under the trim(Fig.8C&8D). larger such as dryer vents should have a block of trim around point of penetration. Figure 8A Figure 813 Figure 8C Figure 8D (ID GABLE INSTALLATION: I Installation over sheathing is recommended(Required for Individuals)for gables.* 1)Find the center stud of your of your Gable and snap a caulk line down 2)Measure out 16"*to both the left and the right of the center line and snap a caulk line 3)Measure up 2"if you are off a roof line or Y"if you are starting above a band board 4)Set the bottom of your 1 Y"starter strip at that line 5)Place your 8 Ya"Starter Course-bottom level with the bottom of the starter strip 6)Set your first row of Shingle-starting the first piece at the vertical line left of center Of you are using staggered edged shingles Trim down the first row to the shortest shingle length) 7)Drive nails approximately A"above Key ways 5 per full panel Center Nail can be either one of the keyways. (Stay by keyway to avoid shiners)(EX1)Blue Dots show nail placement 8)Measure up 7"with straight and 6"with Staggered edge and snap a caulk line to get your proper exposure 9)The second row will start at the center line 10)The Third row will start at the line right of center 11)As you work your way up the gable make sure you Keep your Cut Pieces you will use the pieces on the edges of the gable(EX2) 12)Edges Gable butting into trim leave a 1/8"Gap(far house movement and Caulking) 13)Make sure to sure siding nails on the small pieces on the edges(Do not use a trim nail to install!) Figure 9 Find center of gable; Figure 10 Figure 11 Scrap a chalk fine 1 Y.,starter strip- g 8Y.StNOBf tOtas6 M Make sure to meet sw cha fine ale with starter ship Scrap d%lk line;16'from clearances at roof roe 151'from botlom center to the left and right and/or horizontal him of star course r r r i i r Figure 12 Figure 13 Fast shingle goes on g second row begins at Figure 14 pie Ian weer and new Snap chalk kre T far left chalk line center duet fine Paces,where necessary, alim rant fav for Snap chalk fine 7' to fin in opposite side atim second ray for sated fav d shingles third row odue f shingles TThird rowhal begins at right t lore 7.00 ' - I _ -- ---- ME HARDIESHINGLE®STAGGERED EDGE PANELS INSTALLATION 1/8"min. 16"or 24" /y ro Trim gap for O.C. water-resistive Fastener Requirements Figure 15 caulk barrier 0.083"x 0.187'HD x 11/2"long ringshank nails are used for fastening Steps 1-4 HardieShingle®Staggered Edge Panels to both framing and to 7/16"thick APA r,----s sheathing I rated sheathing. + II Ii HardieShingle•Staggered Edge Panel Installation Install HardieShingle® DO NOT NAIL THROUGH 61 panels with joints butted in moderate contact.Due to THIS AREA + overlapping of the joints,caulk is not required except where panels abut trim panels --�— ' ' -- _ boards.(figs 15&17).Ensure keyways do not line up on subsequent courses. 4-3/e" G 1)Install a 1-1/4' starter strip,then install a 8-1/4"wide HardiePlank®lap siding ------ --starter course. course. n 2)Place first panel so that panel end centers over stud.Trim panel as needed.Butt ° the cut end into trim as shown(figs 15&17). When installing over a band board or any horizontal surface,leave 1/4"gap between bottom of siding and flashing. second 3)Secure panel,leaving 1/8"gap for caulk at trim and continue the course course trim first panel 8 1/4" 1%" along the wall. position nails on nail line and secure into framing. to hit center of HardiePlank" starter Only when application is to minimum 7/16•thick APA furthest stud lap siding strip 4)Start the second course,by removing the equivalent of one full stud rated sheathing,position naris on nail line spaced a cavity(16"or 24"OC),again abutting the cut end into the trim(figs 15&17). maximum of 13 3/4o.c.Allow 3/8"from panel edges. This is to prevent pattern repetition.Repeat step 3. steps 5&s 5)Start the third course,by removing the equivalent of two full stud 1/a"min.gap for caulk cavities(figs 15&17)and repeat step 3. 6)Continue up the wall repeating steps 2 through 6 until desired height is reached. I s I third course -- -- Note:For aesthetic purposes you may trim - -- second ' s the bottom of the panel to create a straight L course ' + edge.If doing so,ensure all cuts ends are -- - ' properly sealed and painted(fig 14) i first Figure 16 1/4"gap.Do not caulk. band board HARDIESHINGLE®STAGGERED EDGE PANEL COVERAGE Panels for sidewall applications are available in 48"lengths.Pieces needed for one square(100sq.ft.)of product coverage=approximately 50,based on a maximum 6"exposure from the top edge of HardieShingle panels in subsequent courses(refer to Figure 15). 7" EXPOSURE HARDIESHINGLE®STRAIGHT EDGE PANELS INSTALLATION Maximum Exposure of 7' REFER TO STAGGERED EDGE INSTRUCTIONS ABOVE Steps 1-4 Figure 16 steps 5&6 Trim 1/8"min. 16"or 24"y water resistive gap for O.C. I barrier 1/8'min. caulk gap for caulk I I ' sheathing ' IN -- L----- ' 1 course 00 NOT NAIL THROUGH THISAPZA I + I t I , second 15-1/4" t I pa Is --- - ' I 15-1/4" --- course + IY panels ' first --------- course 7 ° e , second trim first panel course to hit center of HardiePlank' starter furthest stud lap siding strip position nails on nail line and secure into framing.Only when application is to minimum 7/16"thick APA rated sheathing,position nails on nail line spaced a maximum of 13 3/4"o.c.Allow 3/8"from panel edges. HARDIESHINGLE®STRAIGHT FnGF Pawl rnvt=RAr.F y �o HARDIESHINGLE®INDIVIDUAL SHINGLE INSTALLATION HardieShingle®Individual Shingles must be installed with the widest part of the shingle placed downwards and directly to minimum 7/16"thick Figure 18 sheathing. Trim 1/8"min. i,16"or 24"� Water-resistive Fastener Requirements gap for I O.C. barrier 0.091"x 0.221"HD x 1112"or 0.121"x 0.371"HD x 11/4"long caulk corrosion resistant siding nails are used for fixing HardieShingle siding to sheathing 7/16"thick APA rated sheathing. HardieShingle®Individual Shingle Installation Due to overlapping of the joints,caulk is not required except where panels----- --- about trim boards.Space shingles a maximum 1/4"apart and leave a minimum lap of 1 1/2"between successive courses(fig.19). 15-1/4' 1)Install 1 1/4"starter strip and a 81/4"wide HardiePlank® $Engle siding starter course. 2)Install first shingle from the end abutting trim.Install widest part of - - shingle placed downwards.(fig.18). 3)Secure shingle,leaving a 1/8"gap for caulk at trim and continue the course along the wall. 4)Start the second course,leaving a minimum lap of 11/2"between ° successive courses,again from the end abutting the trim.Repeat step 3. posfion nails on nail linea av4" 1 i" minimum 3/8"from edge HardiePlank` starter 5)Continue up the wall repeating steps 2 through 5 until desired height Is reached. lap siding strip HARDIESHINGLE®INDIVIDUAL SHINGLE COVERAGE Figure 19 Individual Shingles for sidewall applications are available in assorted widths as listed below.Bundles needed for one square(100 sq.ft.)of product coverage: °—'"�' °-b Shingle Number Pieces space shingles Width of Bundles per Bundle151/4" 0-- max 114" rt 4-3/16" 3 15 shingle --- 5-1/2" 6 7"?a"• Leave a min.lap 15 exposure of 1-1/2"between 6-3/4" 3 15 �___ joints in succesive -' course 7-1/4" 6 15Atha Install with the widest part of 10" 3 15 shingle placed downwards HARDIESHINGLE®HALF-ROUND PANELS INSTALLATION Fastener Requirements 0.083"x 0.187"HD x 11/2"long ringshank nails are used for fastening HardieShingle®Half-Round Panels to both framing and to 7/16" thick APA rated sheathing. HardieShingle Half-Round Panel Installation Figure 20 Install HardieShinglee panels with joints butted in moderate contact.Due to trim board 16"or 24" water-r overlapping of the joints,caulk Is not required except where panels abutt 1/8 gap O.C. trim boards.(fig.20).Ensure keyways do not line up on subsequent courses. for 1)Install a 1-1/4"starter strip,then install a 8-1/4"wide HardiePlanke lap caulk I sheathing siding starter course. I DO NOT NAIL THROUGH -� 2)Place first panel so that panel end centers over stud.Trim panel as 151/4" THIS AREA needed.Butt the cut end into trim as shown(figs 20).When installing + shingles i over a band board or any horizontal surface,leave 1/4"gap between bottom of siding and flashing. j 3/8" ' 3)Secure panel,leaving 1/8"gap for caulk at trim and continue the course along the wall. 4)Start the second course,by removing the equivalent of one full stud cavity o o (16"or 24"OC),again abutting the cut end into the trim(fig 20).This is to prevent pattern repetition.Repeat step 3. correct 5)Start the third course,by removing the equivalent of two full stud cavities alignment position nails into framing trim first panel 0 1 1/4" (figs 15&17)and repeat step 3. through previous courses. to hit furthest stud starter strip Only when application is to 6) Continue up the wall repeating steps 2 through 6 until desired height is reached. mindsheathing,1 iositlon pails 8-1/4'HardfePlank` HARDIESHINGLE HALF-ROUND PANEL COVERAGE spaced a maximum 13 3/4'o.c. lap siding Allow 3/8"from panel edges Panels for sidewall applications are availahle in 4R"Ipnnthc Pia ­A­4 f­ CORNER DETAILS y >o Figure 21 T79 A.Panels butted against comer boards. B.Panels butted against square wood strip on inside corner,flashing behind. C.Laced outside comer. D.Laced inside comer. minimum(1")thick trim WINDOWS AND DOORS C p Building wall components such as windows,doors and other exterior wall penetrations shall be installed in accordance with the component manufacturer's written installation instructions and local building codes. Where windows or doors are installed,continue the application of siding as if the wall is complete.Triming for the opening and using the resulting piece may throw off the spacing above the break. GENERAL FASTENING REQUIREMENTS PNEUMATIC FASTENING James Hardie products can be hand nailed or fastened with a pneumatic tool. Fasteners must be corrosion resistant,galvanized,or stainless steel. Pneumatic fastening is highly recommended. Set air pressure so that the Electro-galvanized are acceptable but may exhibit premature corrosion. fastener is driven snug with the surface of the siding.A flush mount James Hardie recommends the use of quality,hot-dipped galvanized nails. attachment on the pneumatic tool is recommended. This will help control the James Hardie is not responsible for the corrosion resistance of fasteners. depth the nail is driven.If setting the nail depth proves difficult,choose a Stainless steel fasteners are recommended when installing James Hardier setting that under drives the nail. (Drive under driven nails snug with a products near the ocean,large bodies of water,or in very humid climates. smooth faced hammer-Does not apply for installation to steel framing). • Ca-isultapOicableccdearrpiiancereport for arrectfastferstype and CUT EDGE TREATMENT placement to achieve specified design wind loads. Caulk,paint or prime all field cut edges.James Hardie touch-up kits are NOTE R.lblisf e wind loads may not be applicable to all areas Mere Local Building Codes have specific jurisdiction.Consult James Hardie required to touch-up ColorPlus products. Technical Services if you are unsure of applicable compliance documentation. CAULKING Drive fasteners perpendicular to siding and framing For best results use an Elastomeric Joint Sealant complying with ASTM C920 Fastener heads should fit snug againstsicfing(ro airspace).(fig.A) Grade NS,Class 25 or higher or a Latex Joint Sealant complying with ASTM • Do noto,er drive nail(leads orclim rails atan angle C834.Caulking/Sealant must be applied in accordance with the • If rail is cant rsrk fill rail hde and add a nail. (fig B) caulking/sealant manufacturer's written instructions.Nota 061 Coad as vtell • For vccd frarring,under driven nails should be Ntflush to tp plan],v&a as sore other caulking rnarufactuers pp NX allavtodin hammer(For steel framing,remove and replace nail). ' °oncyt use alunim rfbs, t ,staples,or dipped head nails PRIMING& PAINTING ® ® t',�L I DO NOT use stain,oil/alkyd base paint,or powder coating on James Hardie` Products. countersunk, ® James Hardie'products must be painted within 180 days for primed product and 90 fill&add nail days for unprimed.In addition non ColorPlus`°product versions of HardieShingle'Siding snug flush DO NOT DO NOT require a field applied prime coat.100%acrylic primers and topcoats are recommended.Do not paint when wet.For application rates refer to paint Rg.re A Figure B under drive nails staple manufacturers specifications.Back rolling is recommended when paint is spray applied. COLORPLUS°TECHNOLOGY CAULKING,TOUCH-UP& LAMINATE I • Care skald be taken Men harding and artting James Fbrdie CdarPlus prod.lcts.hiring installation use a v,.etsoftdoth or soft brush to gently wpe off any residue or construction dust left on the product,then rinse with a garden hose. • Ta.b up rydcs,serapes and mail treads using the CdorFluu Technology touch up applicator.Touch-up should be used sparingly. If large areas require touch-up,replace the damaged area with new HardieShingle siding with ColorPlus Technology. ' Laminate sfieetmustbe removed irmrrdatelyafler irsfallation of each tease. Terminate non-factry cutedges into trim vTlere possible,and caulk Cda-matched caulks are available from your CdcrR&product dealer. • Treatall outer non--facti ryr aitedges using the CdcrPlu s TedTldogy edge ooaters,available film year Cdaffus productdealer. Nota James Hardie does not warrant the usage of third party touch-up or paints used as touch-up on James Hardie ColorPlus products. Problems with appearance or performance arising from use of third party touch-up paints or paints used as touch-up that are not James Hardie touch-up,will not be covered under the James Hardie ColorPlus Limited Finish Warranty. PAINTING JAMES HARDIE"SIDING AND TRIM PRODUCTS WITH COLORPLUS'ID TECHNOLOGY When repainting ColorPlus products,James Hardie recommends the following regarding surface preparation and topcoat application: • Ensure the surface is dean,dry,and free of any dust dirt or mldew • Reprimngisnormally not necessary • 10CP/o acrylic Ucpaoats are recorTrwIcled • DO NOT use slain,cil/alkyd base paint or ponder coating on James f-iardie�l Products. • Apply finish coat in accordance vital paint marlufact refs vvitlen irsfir-lois regarding coverage,application metuds,and application terrperatire • DO NOT caulk nail treads vherl using CderRus pruciu zts,refer 10 te Cdornus txuor�_up section RECOGNmON:In accordance with ICC-ES Evaluation Report ESR-2290,HardieShingle lap siding is recognized as a suitable altemate to that specked in:the 2006,2009,&2012 International Residential Code for One-and Two-Family Dwellings,and the 2GD6,2009,&2012 Intemational Building Code_HardieShingle lap siding is also recognized for application in the follovnng:Div of Los Angeles Research Report No. 24862,State of Ronda listing A-0889,Dade County,Florida NOA No.02-0729.02,U.S.Dept of HUD Materials Release 1263c,Texas Department of Insurance Product Evaluation EC-23,City of New York MFA 223-93-M,and Califomia DSA PA-019.These documents should also be consulted for additional information concerning the suitability of this product for specific applications ©2013 JamP_S Hardin Ruilriinn Prnriu tc 1,, nu ri,.r,r�.,,,.,..,.,.., oio.,­ ,;.4..... ,------- OFFICE COP'V FORM R405-2017 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: 1802SeminoleRoad Builder Name: Pillar Construction Street: 1802 Seminole Road Permit Office: Nassau City,State,Zip: FL, Permit Number: Owner: Jurisdiction: 551000 Design Location: FL,Jacksonville County:: Nassau(Florida Climate Zone 2) 1. New construction or existing New(From Plans) 9. Wall Types(3168.0 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame-Wood, Exterior R=19.0 2728.00 ft2 b. Frame-Wood,Adjacent R=19.0 440.00 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 (2102.0 sqft.) Insulation Area 5. Is this a worst case? No a.Roof Deck(Unvented) R=20.0 2102.00 ft2 6. Conditioned floor area above grade(ft2) 2965 b. N/A R= ft2 Conditioned floor area below grade(ft2) 0 c' / R= ft2 11.Ducts R ft2 7. Windows(485.1 sqft.) Description Area a. Sup:Attic, Ret:Attic,AH:Main 6 391.8 a. U-Factor: Dbl, U=0.35 485.06 ft2 b.Sup: Attic,Ret:2nd fir,AH:2nd flr 6 201.2 SHGC: SHGC=0.29 V/ b. U-Factor: N/A ft2 12. Cooling systems kBtu/hr Efficiency SHGC: a.Central Unit 28.6 SEER:14.00 c. U-Factor: N/A ft2 b.Central Unit 17.8 SEER:14.00 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 28.6 HSPF:8.20 SHGC: b. Electric Heat Pump 17.6 HSPF:8.20 Area Weighted Average Overhang Depth: 5.327 ft. Area Weighted Average SHGC: 0.290 14.Hot water systems 8. Floor Types (2049.0 sqft.) Insulation Area a. Natural Gas Tankless Cap: 1 gallonsEF:0.820 a.Slab-On-Grade Edge Insulation R=0.0 1959.00 ft2 b. Conservation features b.Raised Floor R=13.0 90.00 ft2 None c.N/A R= ft2 15.Credits Pstat Glass/Floor Area: 0.164 Total Proposed Modified Loads: 78.62 PASS Total Baseline Loads: 82.46 1 hereby certify that the plans and specifications covered by Review of the plans and O�-T14E 5741 , this calculation are in compliance ith the Florida Energy specifications covered by this Code. calculation indicates compliance with the Florida Energy Code. PREPARED BY: _ � __ ___ _ Before construction is completed DATE: 17-13-18 Adam K ShlPlds this building will be inspected for c compliance with Section 553.908 * ' ¢ I hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energy Code. COD VWnE t¢� OWNER/AGENT: - BUILDING OFFICIAL: DATE: DATE: Z-19 - 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). 12/11/2018 9:05 AM EnergyGauge®USA-FlaRes2017 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2017 PROJECT Title: 1802SeminoleRoad Bedrooms: 5 Address Type: Street Address Building Type: User Conditioned Area: 2965 Lot# Owner Name: Total Stories: 2 Block/Subdivision: #of Units: 1 Worst Case: No PlatBook: Builder Name: Pillar Construction Rotate Angle: 0 Street: 1802 Seminole Road Permit Office: Nassau Cross Ventilation: No County: Nassau Jurisdiction: 551000 Whole House Fan: No City,State,Zip: Family Type: Single-family FL, New/Existing: New(From Plans) Comment: CLIMATE / Design Temp Int Design Temp Heating Design Daily Temp V Design Location TMY Site 97.5% 2.5% Winter Summer Degree Days Moisture Range FL,Jacksonville FL—JACKSONVILLE—INT ✓ 32 93 70 75 1281 49 Medium BLOCKS Number Name Area Volume 1 Blockl 1959 17631 2 Block2 1006 9054 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 1959 17631 Yes 6 2 1 Yes Yes Yes 2 2nd fir 1006 9054 No 0 3 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Raised Floor 2nd flr ---- --_- 90 ft2 13 0 0 1 2 Slab-On-Grade Edge Insulatio Main 169 ft 0 1959 ft= --_- 0.33 0 0.67 ROOF / Roof Gable Roof Solar SA Emilt Emitt Deck Pitch �/ # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Gable or Shed Composition shingles 2222 ftp 426 ft2 Medium 0.85 N 0.85 No 20 22.6 ATTIC V # Type Ventilation Vent Ratio(1 in) Area RBS IRCC 1 Full attic Unvented 0 2051 ft2 N N 12/11/2018 9:05 AM EnergyGauge®USA-FlaRes2017 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2017 CEILING # Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic(Unvented) 2nd fir 1 Blown 1006 ft2 0.1 Wood 2 Under Attic(Unvented) Main 1 Blown 1096 ft2 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Space _ rnrtinn Ah�nro 1 N Exterior Frame-Wood Main 19 49 2 8 0 393.3 ft2 0 0.23 0.6 0 2 N Exterior Frame-Wood 2nd fir 19 45 6 9 0 409.5 ft2 0 0.23 0.6 0 3 E Exterior Frame-Wood Main 19 47 0 8 0 376.0 fill 0 0.23 0.6 0 4 E Exterior Frame-Wood 2nd fir 19 24 6 9 0 220.5 ft2 0 0.23 0.6 0 5 S Exterior Frame-Wood Main 19 21 2 8 0 169.3 ft2 0 0.23 0.6 0 6 S Exterior Frame-Wood 2nd fir 19 45 6 9 0 409.5 ft2 0 0.23 0.6 0 7 W Exterior Frame-Wood Main 19 66 2 8 0 529.3 ft2 0 0.23 0.6 0 8 W Exterior Frame-Wood 2nd fir 19 24 6 9 0 220.5 ft2 0 0.23 0.6 0 9 - Garage Frame-Wood Main 19 44 0 10 0 440.0 ft2 0 0.23 0.1 0 DOORS # Omt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 N Insulated Main None .25 3 6 8 20 ft2 2 Wood Main None .25 2 8 6 8 17.8 ft2 WINDOWS Orientation shown is the entered,Proposed orientation. Wall Overhang # Omt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation Int Shade Screening 1 n 1 Vinyl Low-E Double Yes 0.35 0.29 N 7.5 ft2 1 ft 6 in 0 ft 10 in None None 2 n 1 Vinyl Low-E Double Yes 0.35 0.29 N 30.0 ft2 1 ft 6 in 0 ft 10 in None None 3 n 2 Vinyl Low-E Double Yes 0.35 0.29 N 45.0 ft2 1 ft 6 in 0 ft 5 in None None 4 e 3 Vinyl Low-E Double Yes 0.35 0.29 N 24.0 ft2 11 ft 0 in 0 ft 6 in None None 5 e 3 Vinyl Low-E Double Yes 0.35 0.29 N 6.0 ft2 9 ft 0 in 0 ft 6 in None None 6 e 3 Vinyl Low-E Double Yes 0.35 0.29 N 18.0 ft2 1 ft 6 in 0 ft 10 in None None 7 e 3 Vinyl Low-E Double Yes 0.35 0.29 N 8.0 ft2 11 ft 0 in 0 ft 6 in None None 8 e 4 Vinyl Low-E Double Yes 0.35 0.29 N 6.0 ft2 1 ft 6 in 0 ft 5 in None None 9 e 4 Vinyl Low-E Double Yes 0.35 0.29 N 30.0 ft2 1 ft 6 in 0 ft 5 in None None 10 s 5 Vinyl Low-E Double Yes 0.35 0.29 N 7.5 112 1 ft 6 in 0 ft 10 in None None 11 s 6 Vinyl Low-E Double Yes 0.35 0.29 N 35.6 ft2 1 ft 6 in 0 ft 5 in None None 12 s 6 Vinyl Low-E Double Yes 0.35 0.29 N 30.0 ft2 1 ft 6 in 0 ft 5 in None None 13 w 7 Vinyl Low-E Double Yes 0.35 0.29 N 96.0 ft2 12 ft 8 in 0 ft 6 in None None 14 W 7 Vinyl Low-E Double Yes 0.35 0.29 N 39.0 ft2 12 ft 8 in 0 ft 6 in None None 15 w 7 Vinyl Low-E Double Yes 0.35 0.29 N 80.0 ft2 1 ft 6 in 0 ft 10 in None None 16 w 8 Vinyl Low-E Double Yes 0.35 0.29 N 7.5 ft2 1 ft 6 in 0 ft 5 in None None 17 W 8 Vinyl Low-E Double Yes 0.35 0.29 N 15.0 ft2 1 ft 6 in 0 ft 5 in None None 12/11/2018 9:05 AM EnergyGauge®USA-FlaRes2017 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2017 GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg.Wall Height Exposed Wall Insulation 1 628 ft? 628 ftz 55 ft 8 ft 1 INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .0004 3113.3 170.91 321.43 .3795 7 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump/ Split HSPF:8.1999 28.6 kBtu/hr 1 sys#1 2 Electric Heat Pump/ None HSPF:8.2 17.6 kBtu/hr 2 sys#2 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit/ Split SEER: 14 28.6 kBtu/hr cfm 0.749999 1 sys#1 2 Central Unit/ None SEER: 14 17.8 kBtu/hr cfm 0.75 2 sys#2 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Natural Gas Tankless Exterior 0.82 1 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model# Collector Model# Area Volume FEF None None ft' DUCTS / —Supply— —Return— Air CFM 25 CFM25 HVAC# V # Location R-Value Area Location Area Leakage Type Handier TOT OUT QN RLF Heat Cool 1 Attic 6 391.8 ft Attic 97.95 ft Default Leakage Main (Default) (Default) 1 1 2 Attic 6 201.2 ft 2nd fir 50.3 ft2 Default Leakage 2nd fir (Default) (Default) 2 2 12/11/2018 9:05 AM EnergyGauge®USA-FlaRes2017 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2017 TEMPERATURES Programable Thermostat:Y Ceiling Fans: CoolingJan Feb ( ]Mar Apr May Jun [X]Jul X Au jXj Se ( ]Oct Nov Dec HeatinH Jan HFeb [X]Mar f Apr � I May �Xl Jun E ]Jul f AuSeP []Oct Nov Dec Venting Jan Feb [X]Mar [X]A r Ma Jun )Jul [ Aug 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 Cooling(WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling(WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating(WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating(WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 MECHANICAL VENTILATION Type Supply CFM Exhaust CFM Fan Wafts HRV Heating System Run Time Cooling System Runtime Vent 67 0 0 0 1 -Electric Heat Pum % 1 -Central Unit 12/11/2018 9:05 AM EnergyGauge®USA-FlaRes2017 Section R405.4.1 Compliant Software Page 5 of 5 Florida Building Code, Energy Conservation, 6th Edition (2017) Mandatory Requirements for Residential Performance, Prescriptive and ERI Methods ADDRESS: 1802 Seminole Road Permit Number: 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 envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2.The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the 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. R402.4.2 Fireplaces. New woad-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 IeakagMindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot(1.5 Us/m2),and swinging doors no more than 0.5 cfm per square foot(2.6 L/s/m2),when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited,independent laboratory and listed and labeled by the manufacturer. Exception: Site-built windows, skylights and doors. 12/11/2018 9:05 AM EnergyGauge®USA-FlaRes2017 -FBC 6th Edition(2017) Complia Page 1 of 5 MANDATORY REQUIREMENTS - (Continued) R402.4.4 Rooms containing fuel-burning appliances. In Climate Zones 3 through 8,where open combustion air ducts provide combustion air to open combustion fuel burning appliances,the appliances and combustion air opening shall be located outside the building thermal envelope or enclosed in a room,isolated from inside the thermal envelope.Such rooms shall be sealed and insulated in accordance with the envelope requirements of Table R402.1.2,where the walls,floors and ceilings shall meet not less than the basement wall R-value requirement.The door into the room shall be fully gasketed and any water lines and ducts in the room insulated in accordance with Section R403.The combustion air duct shall be insulated where it passes through conditioned space to a minimum of R-8. Exceptions: 1. Direct vent appliances with both intake and exhaust pipes installed continuous to the outside. 2. Fireplaces and stoves complying with Section R402.4.2 and Section R1006 of the Florida Building Code,Residential. R402.4.5 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces.All recessed luminaires shall be IC-rated and labeled as having an air leakage rate not more than 2.0 cfm(0.944 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. R403.1 Controls. SECTION R403 SYSTEMS R403.1.1 Thermostat provision(Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. R403.1.3 Heat pump supplementary heat(Mandatory). Heat pumps having supplementary electric-resistance heat shall have controls that,except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. R403.3.2 Sealing(Mandatory) All ducts,air handlers,filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers,shall be constructed and sealed in accordance with Section C403.2.9.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria below. Duct tightness shall be verified by testing in accordance with ANSI/RESNET/ICC 380 by either individuals as defined in Section 553.993(5)or (7),Florida Statutes,or individuals licensed as set forth in Section 489.105(3)(0,(g)or(i),Florida Statutes,to be"substantially leak free"in accordance with Section R403.3.3. R403.3.2.1 Sealed air handler. Air handlers shall have a manufacturer's designation for an air leakage of no more than 2 percent of the design airflow rate when tested in accordance with ASHRAE 193. R403.3.3 Duct testing(Mandatory).Ducts shall be pressure tested to determine air leakage by one of the following methods: 1. Rough-in test:Total leakage shall be measured with a pressure differential of 0.1 inch w.g.(25 Pa)across the system,including the manufacturer's air handler enclosure if installed at the time of the test.All registers shall be taped or otherwise sealed during the test. 2. Postconstruction test:Total leakage shall be measured with a pressure differential of 0.1 inch w.g.(25 Pa)across the entire system,including the manufacturer's air handler enclosure.Registers shall be taped or otherwise sealed during the test. Exceptions: 1. A duct air leakage test shall not be required where the ducts and air handlers are located entirely within the building thermal envelope. 2. Duct testing is not mandatory for buildings complying by Section 405 of this code. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. R403.3.5 Building cavities(Mandatory). Building framing cavities shall not be used as ducts or plenums. R403.4 Mechanical system piping insulation(Mandatory). Mechanical system piping capable of carrying fluids above 105°F(41°C) or below 55°F(13°C)shall be insulated to a minimum of R-3. R403.4.1 Protection of piping insulation. Piping insulation exposed to weather shall be protected from damage, including that caused by sunlight,moisture,equipment maintenance and wind,and shall provide shielding from solar radiation that can cause degradation of the material.Adhesive tape shall not be permitted. R403.5.1 Heated water circulation and temperature maintenance systems(Mandatory)Heated water circulation systems shall be in accordance with Section R403.5.1.1.Heat trace temperature maintenance systems shall be in accordance with Section R403.5.1.2. Automatic controls,temperature sensors and pumps shall be accessible.Manual controls shall be readily accessible. R403.5.1.1 Circulation systems. Heated water circulation systems shall be provided with a circulation pump.The system return 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. 12/11/2018 9:05 AM EnergyGauge®USA-FlaRes2017 -FBC 6th Edition(2017)Complian 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 Yz inches(89 mm)in the hot water distribution line and cold water line located as close as possible to the storage tank. R403.5.6 Water heater efficiencies(Mandatory). R403.5.6.1.1 Automatic controls. Service water-heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use.The minimum temperature setting range shall be from 100°F to 140°F(38°C to 60°C). R403.5.6.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off.A separate valve shall be provided to permit the energy supplied to the main bumer(s)of combustion types of service water-heating systems to be turned off. R403.5.6.2 Water-heating equipment. Water-heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code,Energy Conservation,Commercial Provisions,for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water-heating category.Solar water heaters shall meet the criteria of Section R403.5.6.2.1. R403.5.6.2.1 Solar water-heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system.The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems.Solar collectors shall be tested in accordance with ISO Standard 9806,Test Methods for Solar Collectors, and SRCC Standard TM-1,Solar Domestic Hot Water System and Component Test Protocol.Collectors in installed solar water-heating systems should meet the following criteria: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal;and 2. Be installed at an orientation within 45 degrees of true south. R403.6 Mechanical ventilation(Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential,or Florida Building Code,Mechanical,as applicable,or with other approved means of ventilation including: Natural, Infiltration or Mechanical means.Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.6.1 Whole-house mechanical ventilation system fan efficacy.When installed to function as a whole-house mechanical ventilation system,fans shall meet the efficacy requirements of Table R403.6.1. Exception: Where whole-house mechanical ventilation fans are integral to tested and listed HVAC equipment,they shall be powered by an electronically commutated motor. R403.6.2 Ventilation air. When installed to function as a whole-house mechanical ventilation system,fans shall meet the efficacy requirements of Table R403.6.1. 1. The design air change per hour minimums for residential buildings in ASHRAE 62.2,Ventilation for Acceptable Indoor Air Quality,shall be the maximum rates allowed for residential applications. 2. No ventilation or air-conditioning system make-up air shall be provided to conditioned space from attics, crawlspaces,attached enclosed garages or outdoor spaces adjacent to swimming pools or spas. 3. If ventilation air is drawn from enclosed space(s),then the walls of the space(s)from which air is drawn shall be insulated to a minimum of R-11 and the ceiling shall be insulated to a minimum of R-19,space permitting,or R-10 otherwise. R403.7 Heating and cooling equipment(Mandatory). R403.7.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building.The manufacturer and model number of the outdoor and indoor units(if split system)shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1.This Code does not allow designer safety factors,provisions for future expansion or other factors that affect equipment sizing.System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems.New or replacement heating and cooling equipment shall have an efficiency rating equal to or greater than the minimum required by federal law for the geographic location where the equipment is installed. TABLE R403.6.1 WHOLE-HOUSE MECHANICAL VENTILATION SYSTEM FAN EFFICACY FAN LOCATION AIRFLOW RATE MINIMUM MINIMUM EFFICACY a AIRFLOW RATE MAXIMUIV (CFM) (CFM/WATT) (CFM) Range hoods Any 2.8 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 12/11/2018 9:05 AM EnergyGauge®USA-FlaRes2017 -FBC 6th Edition(2017) Complia 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 2. calculated total sensible load but not less than 80 percent of that load. When signed and sealed by a Florida-registered engineer,in attached single-and multiple-family units,the capacity of equipment may be sized in accordance with good design practice. R403.7.1.2 Heating equipment capacity. R403.7.1.2.1 Heat pumps. Heat pump sizing shall be based on the cooling requirements as calculated according to Section R403.7.1.1,and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load even if the design heating load is 1.15 times greater than the design cooling load. R403.7.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.7.1. R403.7.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.7.1. R403.7.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events,shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. R403.8 Systems serving multiple dwelling units(Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the IECC—Commercial Provisions in lieu of Section R403. R403.9 Snow melt and ice system controls(Mandatory) Snow-and ice-melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 50°F(10°C),and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F(4.8°C). R403.10 Pools and permanent spa energy consumption(Mandatory). The energy consumption of pools and permanent spas shall be in accordance with Sections R403.10.1 through R403.10.5. R403.10.1 Heaters. The electric power to heaters shall be controlled by a readily accessible on-off switch that is an integral part of the heater mounted on the exterior of the heater,or external to and within 3 feet(914 mm)of the heater.Operation of such switch shall not change the setting of the heater thermostat.Such switches shall be in addition to a circuit breaker for the power to the heater.Gas-fired heaters shall not be equipped with continuously burning ignition pilots. R403.10.2 Time switches.Time switches or other control methods that can automatically turn off and on according to a preset schedule shall be installed for heaters and pump motors. Heaters and pump motors that have built-in time switches shall be in compliance with this section. Exceptions: 1. Where public health standards require 24-hour pump operation. 2. Pumps that operate solar-and waste-heat-recovery pool heating systems. 3. Where pumps are powered exclusively from on-site renewable generation. R403.10.3 Covers. Outdoor heated swimming pools and outdoor permanent spas shall be equipped with a vapor-retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Where more than 70 percent of the energy for heating,computed over an operation season, is from site-recovered energy,such as from a heat pump or solar energy source,covers or other vapor-retardant means shall not be required. R403.10.4 Gas-and oil-fired pool and spa heaters. All gas-and oil-fired pool and spa heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16,2013,when tested in accordance with ANSI Z 21.56.Pool heaters fired by natural or LP gas shall not have continuously burning pilot lights. 12/11/2018 9:05 AM EnergyGauge®USA-FlaRes2017 -FBC 6th Edition(2017) Complia Page 4 of 5 R403.10.5 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160,Table 2,Standard Rating Conditions-Low Air Temperature.A test report from an independent laboratory is required to verify procedure compliance.Geothermal swimming pool heat pumps are not required to meet this standard. R403.11 Portable spas(Mandatory a energy consumption of electric-powered portable spas shall be controlled by the requirements of APSP-14. SECTION R404 ELECTRICAL POWER AND LIGHTING SYSTEMS R404.1 Lighting equipment(Mandatory). Not less than 75 percent of the lamps in permanently installed lighting fixtures shall be high-efficacy lamps or not less than 75 percent of the permanently installed lighting fixtures shall contain only high-efficacy lamps. Exception:Low-voltage lighting. R404.1.1 Lighting equipment(Mandatory)Fuel gas lighting systems shall not have continuously burning pilot lights. 12/11/2018 9:05 AM EnergyGauge®USA-FlaRes2017 -FBC 6th Edition(2017) Complia 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: 1802SeminoleRoad Builder Name: Pillar Construction Street: 1802 Seminole Road Permit Office: Nassau City, State,Zip: FL, Permit Number: Owner: Jurisdiction: 551000 Design Location: FL, Jacksonville COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA General A continuous air barrier shall be installed in the building envelope. Air-permeable insulation shall The exterior thermal envelope contains a continuous air barrier. not be used as a sealing material. requirements Breaks or joints in the air barrier shall be sealed. The air barrier in any dropped ceiling/soffit shall be aligned with The insulation in an dropped ceiling/soffit Ceiling/attic the insulation and any gaps in the air barrier shall be sealed. y pp shall be aligned with the air barrier. Access openings,drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Walls The junction of the foundation and sill plate shall be sealed. Cavities within corners and headers of frame walls The junction of the top plate and the top of exterior walls shall be shall be insulated by completely filling the cavity with sealed. a material having a thermal resistance of R-3 per inch Knee walls shall be sealed. minimum. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Windows, skylights The space between window/door jambs and framing,and and doors skylights and framing shall be sealed. Rim joists Rim joists shall include the air barrier. Rim joists shall be insulated. Floors The air barrier shall be installed at any exposed edge of Floor framing cavity insulation shall be installed to (including insulation. maintain permanent contact with the underside of above-garage subfloor decking,or floor framing cavity insulation and cantilevered shall be permitted to be in contact with the top side floors) of sheathing,or continuous insulation installed on the underside of floor framing and extends from the bottom to the top of all perimeter floor framing members. Crawl space walls Exposed earth in unvented crawl spaces shall be covered with Where provided instead of floor insulation,insulation a Class I vapor retarder with overlapping joints taped. shall be permanently attached to the crawlspace 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 Narrow cavities cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spac as. Recessed lighting Recessed light fixtures installed in the building thermal envelope Recessed light fixtures installed in the building shall be sealed to the drywall. thermal envelope shall be air tight and IC rated. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls,or insulation that on installation readily conforms to available space shall Shower/tub The air barrier installed at exterior walls adjacent to showers and Exterior walls adjacent to showers and tubs shall on exterior wall tubs shall separate them from the showers and tubs. be insulated. Electrical/phone box or The air barrier shall be installed behind electrical or communication exterior walls boxes or air-sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub-floor or drywall. Concealed When required to be sealed,concealed fire sprinklers shall only be sprinklers sealed in a manner that is recommended by the manufacturer. Caulking or other adhesive sealants shall not be used to fill voids d[g.=inkler cover olatps and walls or ceilinas, a.In addition, inspection of log walls shall be in accordance with the provisions of ICC-400. 12/11/2018 9:05 AM EnergyGauge®USA-FlaRes2017 FBC 6th Edition(2017)Compliant Software Page 1 of 1 FORM R405-2017 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 RCCA 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) EnergyGauge®-USRCSB v6.0 12/11/2018 9:04:51 AM Page 1 of 1 FORM R405-2017 Envelope Leakage Test Report Performance FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Performance Method Project Name: 1802SeminoleRoad Builder Name: Pillar Construction Street: 1802 Seminole Road Permit Office: Nassau City, State,Zip: , FL, Permit Number: Design Location: FL,Jacksonville Jurisdiction: 551000 Cond.Floor Area:: 2965 sq.ft. Cond.Volume: 26685 cu ft. Envelope Leakage Test Results Leakage Characteristics Regression Data: C: n: R: Single or Multi Point Test Data Required ACH(50)from HOUSE PRESSURE FLOW: FORM R405-2017 : 1 Pa cfm 2 Pa cfm Tested ACH(50) 3 Pa cfm *Tested leakage must be less than or equal to the 4 Pa cfm required ACH(50)shown on Form R405-2017 for 5 Pa cfm this building. If the tested ACH(50)is less than 3 the building must have a mechanical ventilation 6 Pa cfm system. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour in Climate Zones 1 and 2...Testing shall be conducted with a blower door at a pressure of 0.2 inches 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 parry.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. 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;and 6.Supply and return registers,if installed at the time of the test,shall be fully open. I hereby certify that the above envelope leakage Testing shall be conducted by either S741, performance results demonstrate compliance individuals as defined in Sectionti� with Florida Energy Code requirements in 553.993(5)or(7), Florida Statutes or accordance with Section R402.4.1.2. individuals licensed as set forth in Section 489.105(3)(f), (g), or(i)or an a approved third party. A written report of ; a the results of the test shall be signed SIGNATURE: by the third party conducting the test and provided to the code official. CpD WE�v PRINTED NAME: DATE: BUILDING OFFICIAL: DATE: 12/11/2018 9:05 AM EnergyGauge®USA-FlaRes2017 -Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2017 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 95 The lower the EnergyPerformance Index, the more efficient the home. 1802 Seminole Road, , FL, 1. New construction or existing New(From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Frame-Wood, Exterior R=19.0 2728.00 ft' b. Frame-Wood,Adjacent R=19.0 440.00 ft' 3. Number of units,if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 5 d.N/A R= ft' 5. Is this a worst case? No 10.Ceiling Types Insulation Area a.Roof Deck(Unvented) R=20.0 2102.00 ft' 6. Conditioned floor area(ft') 2965 b.N/A R= ft' 7. Windows" Description Area c. N/A R= ft' a. U-Factor: Dbl,U=0.35 485.06 ft' 11. Ducts R ft' a. Sup:Attic, Ret:Attic,AH:Main 6 391.8 SHGC: SHGC=0.29 b.Sup: Attic, Ret:2nd flr,AH:2nd fir 6 201.2 b. U-Factor: N/A ft2 SHGC: 12.Cooling systems kBtu/hr Efficiency c. U-Factor: N/A ft' a.Central Unit 28.6 SEER:14.00 SHGC: b.Central Unit 17.8 SEER:14.00 d. U-Factor: N/A ft' 13. Heating systems kBtu/hr Efficiency SHGC: a. Electric Heat Pump 28.6 HSPF:8.20 Area Weighted Average Overhang Depth: 5.327 ft. b. Electric Heat Pump 17.6 HSPF:8.20 Area Weighted Average SHGC: 0.290 8. Floor Types Insulation Area 14. Hot water systems 2 a. Natural Gas Cap: 1 gallons a.Slab-On-Grade Edge Insulation R=0.0 1959.00 ft EF:0.82 b. Raised Floor R=13.0 90.00 ft2 c.N/A R= ft2 b. Conservation features None 15.Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building qKE sr Construction through the above energy saving features which will be installed (or exceeded) of in this home before final inspection. Otherwise, a new EPL Display Card will be completed ~ based on installed Code compliarrt attires., Builder Signature: Date: _ acd o Address of New Home-City/FL Zip: ;/�� ��;jL , !� *r•1,coD �5'�N WE *Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Email EnergyGauge tech support at techsupport@energygauge.com or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. **Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 12/11/2018 9:05 AM EnergyGauge®USA-FlaRes2017 -Section R405.4.1 Compliant Software Page 1 of 1 1. �a Manual S Compliance Report Job: 1802SeminoleRoad wr1ghts01 t` Date: 12.10.18 ah 1 By: ER DEL-AIR HEATING & AIR CONDITIONING 531 CODISCO WAY,SANFORD,FL 32771 Phone:407-333-2665 Fax:407-333-3853 Web:WWW.DEL-AIR.COM Project • . • For: Pillar Construction Cooling Equipment Design Conditions Outdoor design DB: 92.8 OF Sensible gain: 20170 Btuh Entering coil DB: 76.4`F Outdoor design WB: 77.0°F Latent gain: 5748 Btuh Entering coil WB: 64.0°F Indoor design DB: 75.0°F Total gain: 25918 Btuh Indoor RH: 50% Estimated airflow: 953 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASH Manufacturer: Carrier Model: CH14NB03000GOAO+FB4CNP030L Actual airflow: 953 cfm / Sensible capacity: 21207 Btuh 105% of load V/ Latent capacity: 5902 Btuh 103%of load Total capacity: 27109 Btuh 1050% of load SHR: 78% Heating Equipment Design Conditions Outdoor design DB: 32.5F Heat loss: 25134 Btuh Entering coil DB: 67.2°F Indoor design DB: 70.0`F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASH Manufacturer: Carrier Model: CH14NB03000GOAO+FB4CNP030L Actual airflow: 953 cfm Output capacity: 22588 Btuh 90% of load Capacity balance: 31 'F Supplemental heat required: 2547 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 953 cfm Output capacity: 7.0 kW 94% of load Temp. rise: 50 OF Meets all requirements of ACCA Manual S. Wrightsoft` 2018-Dec-11 10:30:16 y Right-Suite®Universal 2018 18.0.31 RSU24020 Pae 1 s< 2 g �^ ._uctionJax11802SeminoleRoad11802SeminoleRoad.rup Calc=MJ8 House faces: E 1. Manual S Compliance Report Job: 1802SeminoleRoad W right oft, Date: 12.10.18 ah2 By: ER DEL-AIR HEATING & AIR CONDITIONING 531 CODISCO WAY,SANFORD,FL 32771 Phone:407-333-2665 Fax:407-333-3853 Web:WWW.DEL-AIR.COM Project • • For: Pillar Construction Cooling Equipment Design Conditions Outdoor design DB: 92.8'F Sensible gain: 9867 Btuh Entering coil DB: 75.1 OF Outdoor design WB: 77.0'F Latent gain: 1733 Btuh Entering coil WB: 62.8°F Indoor design DB: 75.0°F Total gain: 11600 Btuh Indoor RH: 50% Estimated airflow: 593 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASH Manufacturer: Carrier Model: CH14NB01800GOAO+FB4CNP018L Actual airflow: 593 cfm Sensible capacity: 13350 Btuh 1350/.of load Latent capacity: 4450 Btuh 2570/. of load Total capacity: 17800 Btuh 153% of load SHR: 75% Heating Equipment Design Conditions Outdoor design DB: 32.5F Heat loss: 11672 Btuh Entering coil DB: 69.8°F Indoor design DB: 70.0 IF Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASH Manufacturer: Carrier Model: CH14NB01800GOAO+FB4CNP018L Actual airflow: 593 cfm Output capacity: 17600 Btuh 151%of load Capacity balance: 24 'F Supplemental heat required: 0 Btuh Economic balance: -99 'F Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 593 cfm Output capacity: 3.1 kW 90%of load Temp. rise: 50 OF Meets all requirements of ACCA Manual S. Wrightsoft- 2018-Dec-1110:30:16 Right-Suite®Universal 2018 18.0.31 RSU24020 Page 2 ..uctionJax\1802SeminoleRoad\1802SeminoleRoad.rup Calc=MJS House faces: E Component Constructions Job: 1802SeminoleRoad wrightsoft® Date: 12.10.18 Entine House By: ER DEL-AIR HEATING & AIR CONDITIONING 531 CODISCO WAY,SANFORD,FL 32771 Phone:407-333-2665 Fax 407-333-3853 Web:WWW.DEL-AIR.COM Project • • For: Pillar Construction Design Conditions Location: Indoor: Heating Cooling Jacksonville/intnl., FL, US Indoor temperature(°F) 70 75 Elevation: 33 ft Design TD (°F) 38 18 Latitude: 30 N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference(gr/Ib) 11.0 50.3 Dry bulb(°F) 33 93 Infiltration: Daily range(°F) - 18 ( M ) Method Simplified Wet bulb(°F) - 77 Construction quality Semi-tight Wind speed(mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area Ll-value Insul R Htg HTM Loss CIg HTM Gain IF Bluh/fF'F fF-F/Etuh BNh/W BNh BNhAF BUWh Walls 12E-Osw:Frm wall,stucco ext,r-19 cav ins,1/2"gypsum board int n 700 0.068 19.0 2.55 1785 1.75 1223 fnsh,2"x4"wood frm,16"o.c.stud a 505 0.068 19.0 2.55 1286 1.75 881 S 505 0.068 19.0 2.55 1289 1.75 883 W 512 0.068 19.0 2.55 1306 1.75 894 all 2222 0.068 19.0 2.55 5666 1.75 3882 Partitions 12E-Osw:Frm wall,r-19 cav ins,2"x4"wood frm,16"o.c.stud 422 0.068 19.0 2.55 1077 0.86 365 Windows 2A-2ov:2 glazing,cir outr,air gas,vnl frm mat,Or low-e innr,1/4"gap, n 8 0.350 0 13.1 98 12.2 92 1/8"thk;NFRC rated(SHGC=0.29);1.5 ft overhang(3 ft window ht, a 18 0.350 0 13.1 236 31.1 559 0.83 ft sep.);6.67 ft head ht s 8 0.350 0 13.1 98 12.2 92 all 33 0.350 0 13.1 433 22.5 743 2A-2ov:2 glazing,cir outr,air gas,vnl frm mat,cir low-e innr,1/4"gap, n 45 0.350 0 13.1 591 12.2 551 1/8"thk;NFRC rated(SHGC=0.29);1.5 ft overhang(5 ft Window ht, a 30 0.350 0 13.1 394 30.4 913 0.42 ft sep.);6.67 ft head ht w 15 0.350 0 13.1 197 30.4 456 all 90 0.350 0 13.1 1181 21.3 1920 2A-2ov:2 glazing,clr outr,air gas,vnl frm mat,clr low-e innr,1/4"gap, n 30 0.350 0 13.1 394 12.2 367 1/8"thk;NFRC rated(SHGC=0.29);1.5 ft overhang(5 ft Window ht, 0.83 ft sep.);6.67 ft head ht 1 OC-v:2 glazing,cir outr,air gas,vnl frm mat,cir low-e innr,1/4"gap, a 24 0.350 0 13.1 315 8.57 206 1/8"thk;NFRC rated(SHGC=0.29);11 ft overhang(8 ft Window ht,0.5 e 8 0.350 0 13.1 105 12.2 98 It sep.);6.67 ft head ht all 32 0.350 0 13.1 420 9.49 304 2A-2ov:2 glazing,cir outr,air gas,vnl frm mat,cir low-e innr,1/4"gap, e 6 0.350 0 13.1 79 22.0 132 1/8"thk;NFRC rated(SHGC=0.29);1.5 ft overhang(1.5 ft Window ht, 0.42 It sep.);6.67 ft head ht 2A-2ov:2 glazing,cir outr,air gas,vnl frm mat,cir low-e innr,1/4"gap, e 6 0.350 0 13.1 79 12.2 73 1/8"thk;NFRC rated(SHGC=0.29);9 ft overhang(1.5 ft window ht, 0.5 ft sep.);6.67 ft head ht 1 OC-v:2 glazing,cir outr,air gas,vnl frm mat,cir low-e innr,1/4"gap, s 36 0.350 0 13.1 467 8.57 305 1/8"thk;NFRC rated(SHGC=0.29);1.5 ft overhang(6.67 ft Window ht, 0.42 ft sep.);6.67 ft head ht -Off- wrightsoft` 2018-Dec-11 10:30:16 gip. •W, - Right-Suite®Universal 2018 18.0.31 RSU24020 Page 1 ..uctionJax%1802SeminoleRoad\1802SeminoleRoad.rup Calc=MJ8 House faces: E 2A-2ov:2 glazing,clr outr,air gas,vnl frm mat,clr low-e innr,1/4"gap, s 30 0.350 0 13.1 394 12.2 367 1/8"thk;NFRC rated(SHGC=0.29);1.5 ft overhang(3 ft window ht, w 8 0.350 0 13.1 98 28.0 210 0.42 ft sep.);6.67 ft head ht all 38 0.350 0 13.1 492 15.4 577 1 OC-v:2 glazing,clr outr,air gas,vnl frm mat,clr low-e innr,1/4"gap, w 96 0.350 0 13.1 1260 8.57 823 118"thk;NFRC rated(SHGC=0.29);12.67 ft overhang(8 ft window ht, 0.5 ft sep.);6.67 ft head ht 2A-2ov:2 glazing,clr outr,air gas,vnl frm mat,clr low-e innr,1/4"gap, w 39 0.350 0 13.1 512 12.2 478 118"thk;NFRC rated(SHGC=0.29);12.67 ft overhang(6.5 ft window ht,0.5 ft sep.);6.67 ft head ht 2A-2ovd:2 glazing,clr outr,air gas,vnl frm mat,clr low-e innr,1/4" w 80 0.350 0 13.1 1050 32.7 2616 gap,1/8"thk;NFRC rated(SHGC=0.29);1.5 ft overhang(6.67 ft window ht,0.83 ft sep.);6.67 ft head ht Doors 11 DO:Door,wd sc type n 20 0.390 0 14.6 292 11.8 236 n 18 0.390 0 14.6 260 11.8 209 all 38 0.390 0 14.6 552 11.8 445 Ceilings 16X19-Oad:Attic ceiling,asphalt shingles roof mat,r-20 roof ins,1/2" 2051 0.408 19.0 2.12 4356 1.57 3219 gypsum board int fnsh Floors 20P-13c:Fir floor,frm fir,6"thkns,carpet flr fish,r-13 cav ins,amb 90 0.068 13.0 2.55 229 0.93 84 ovr 22A-tpl:Bg floor,light dry soil,on grade depth 169 0.989 0 37.1 6268 0 0 A * wrightsoft` 2018-Dec-11 10:30:16 SCM .w*» -, Right-Suite®Universal 2018 18.0.31 RSU24020 Page2 ...uctionJaxA1802SeminoleRoaaNl802SemirioleRoad.rup Calc=MJ8 House faces: E Component Constructions Job: 1802SeminoleRoad wrightsoft` Date: 12.10.18 ah 1 By: ER DEL-AIR HEATING & AIR CONDITIONING 531 CODISCO WAY,SANFORD,FL 32771 Phone:407-333-2665 Fax:407-333-3853 Web:WWW.DEL-AIR.COM Project • • For: Pillar Construction Design C• • • Location: Indoor: Heating Cooling Jacksonville/Intnl., FL, US Indoor temperature(°F) 70 75 Elevation: 33 ft Design TD (°F) 38 18 Latitude: 30°N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference(gr/Ib) 11.0 50.3 Dry bulb(`F) 33 93 Infiltration: Daily range(°F) - 18 ( M ) Method Simplified Wet bulb(°F) - 77 Construction quality Semi-tight Wind speed(mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area 1.11-value Insul R Htg HTM Loss Clg HTM Gain IP Mh/W-F ft�'F181uh Mh/W BWh BNhtW Bluh Walls 12E-Osw:Frm wall,stucco ext,r-19 cav ins,1/2"gypsum board int n 336 0.068 19.0 2.55 856 1.75 586 fnsh,2"x4"wood frm,16"o.c.stud a 320 0.068 19.0 2.55 816 1.75 559 s 162 0.068 19.0 2.55 412 1.75 282 w 314 0.068 19.0 2.55 801 1.75 549 all 1131 0.068 19.0 2.55 2884 1.75 1976 Partitions 12E-Osw:Frm wall,r-19 cav ins,2"x4"wood frm,16"o.c.stud 422 0.068 19.0 2.55 1077 0.86 365 Windows 2A-2ov:2 glazing,clr outr,air gas,vnl frm mat,cir low-e innr,1/4"gap, n 8 0.350 0 13.1 98 12.2 92 1/8"thk;NFRC rated(SHGC=0.29);1.5 It overhang(3 ft window ht, a 18 0.350 0 13.1 236 31.1 559 0.83 ft sep.);6.67 ft head ht s 8 0.350 0 13.1 98 12.2 92 all 33 0.350 0 13.1 433 22.5 743 2A-2ov:2 glazing,cir outr,air gas,vni frm mat,cir low-e innr,1/4"gap, n 30 0.350 0 13.1 394 12.2 367 1/8"thk;NFRC rated(SHGC=0.29);1.5 ft overhang(5 ft window ht, 0.83 ft sep.);6.67 ft head ht 10C-v:2 glazing,cir outr,air gas,vni frm mat,Or low-e innr,1/4"gap, a 24 0.350 0 13.1 315 8.57 206 1/8"thk;NFRC rated(SHGC=0.29);11 ft overhang(8 ft window ht,0.5 e 8 0.350 0 13.1 105 12.2 98 ft sep.);6.67 It head ht all 32 0.350 0 13.1 420 9.49 304 2A-2ov:2 glazing,clr outr,air gas,vnl frm mat,clr low-e innr,1/4"gap, e 6 0.350 0 13.1 79 12.2 73 1/8"thk;NFRC rated(SHGC=0.29);9 ft overhang(1.5 ft window ht, 0.5 ft sep.);6.67 ft head ht 10C-v:2 glazing,clr outr,air gas,vni frm mat,clr low-e innr,114"gap, w 96 0.350 0 13.1 1260 8.57 823 1/8"thk;NFRC rated(SHGC=0.29);12.67 ft overhang(8 ft window ht, 0.5 ft sep.);6.67 ft head ht 2A-2ov:2 glazing,cir outr,air gas,vnl frm mat,cir low-e innr,1/4"gap, w 39 0.350 0 13.1 512 12.2 478 1/8"thk;NFRC rated(SHGC=0.29);12.67 ft overhang(6.5 ft window ht,0.5 ft sep.);6.67 ft head ht 2A-2ovd:2 glazing,cir outr,air gas,vni frm mat,cir low-e innr,1/4" w 80 0.350 0 13.1 1050 32.7 2616 gap,1/8"thk;NFRC rated(SHGC=0.29);1.5 ft overhang(6.67 ft window ht,0.83 ft sep.);6.67 ft head ht wrightcsoft- 2018-Dec-11 10:30:16 I- Right-Suite®Universal 2018 18.0.31 RSU24020 Page 3 ACCK ..uctionJax\1802SeminoleRoadN1802SeminoleRoad.rup Calc=MJ8 House faces: E Doors 11 DO:Door,wd sc type n 20 0.390 0 14.6 292 11.8 236 n 18 0.390 0 14.6 260 11.8 209 all 38 0.390 0 14.6 552 11.8 445 Ceilings 16X19-Oad:Attic ceiling,asphalt shingles roof mat,r-20 roof ins,1/2" 937 0.408 19.0 2.12 1989 1.57 1469 gypsum board int fnsh Floors 22A-tpl:Bg floor,light dry soil,on grade depth 169 0.989 0 37.1 6268 0 0 �t• -rk wrightsoft• 2018-Dec-11 10:30:16 .�rC.A •_ • ". . vim, Right-Suite®Universal 2018 18.0.31 RSU24020 page 4 ...uctionjaA1802SeminoleRoad\1802SeminoleRoad.rup Calc=MJ8 House faces: E Component Constructions Job: 1802SeminoleRoad wrightsoft` Date: 12.10.18 ah2 By: ER DEL-AIR HEATING & AIR CONDITIONING 531 CODISCO WAY,SANFORD,FL 32771 Phone:407-333-2665 Fax:407-333-3853 Web:WWW.DEL-AIR.COM Project • • For: Pillar Construction Design Conditions Location: Indoor: Heating Cooling Jacksonville/Intnl., FL, US Indoor temperature(°F) 70 75 Elevation: 33 ft Design TD (°F) 38 18 Latitude: 30 ON Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference(gr/Ib) 11.0 50.3 Dry bulb(°F) 33 93 Infiltration: Daily range(`F) - 18 ( M ) Method Simplified Wet bulb(°F) - 77 Construction quality Semi-tight Wind speed(mph) 15.0 7.5 Fireplaces 0 Construction descriptions or Area u-value Insul R Htg HTM Loss Cig HTM Gain f? BNhfit"F fF-cF/Bluh BWh/W BWh Bluh" Duh Walls 12E-Osw:Frm wall,stucco ext,r-19 cav ins,1/2"gypsum board int n 365 0.068 19.0 2.55 929 1.75 637 fns h,2"x4"wood frm,16"o.c.stud a 185 0.068 19.0 2.55 470 1.75 322 s 344 0.068 19.0 2.55 877 1.75 601 w 198 0.068 19.0 2.55 505 1.75 346 all 1091 0.068 19.0 2.55 2782 1.75 1906 Partitions (none) Windows 2A-2ov:2 glazing,clr outr,air gas,vnl frm mat,cir low-e innr,1/4"gap, n 45 0.350 0 13.1 591 12.2 551 1/8"thk;NFRC rated(SHGC=0.29);1.5 ft overhang(5 ft window ht, a 30 0.350 0 13.1 394 30.4 913 0.42 ft sep.);6.67 ft head ht w 15 0.350 0 13.1 197 30.4 456 all 90 0.350 0 13.1 1181 21.3 1920 2A-2ov:2 glazing,cir outr,air gas,vnl frm mat,clr low-e innr,1/4"gap, e 6 0.350 0 13.1 79 22.0 132 1/8"thk;NFRC rated(SHGC=0.29);1.5 ft overhang(1.5 ft window ht, 0.42 ft sep.);6.67 ft head ht 1 OC-v:2 glazing,cir outr,air gas,vni frm mat,cir low-e innr,1/4"gap, s 36 0.350 0 13.1 467 8.57 305 1/8"thk;NFRC rated(SHGC=0.29);1.5 ft overhang(6.67 ft window ht, 0.42 ft sep.);6.67 ft head ht 2A-2ov:2 glazing,clr outr,air gas,vnl frm mat,cir low-e innr,1/4"gap, s 30 0.350 0 13.1 394 12.2 367 1/8"thk;NFRC rated(SHGC=0.29);1.5 ft overhang(3 ft window ht, w 8 0.350 0 13.1 98 28.0 210 0.42 ft sep.);6.67 ft head ht all 38 0.350 0 13.1 492 15.4 577 Doors (none) Ceilings 16X1 9-Oad:Attic ceiling,asphalt shingles roof mat,r-20 roof ins,1/2" 1115 0.408 19.0 2.12 2367 1.57 1749 gypsum board int fish Floors 20P-13c:Fir floor,frm fir,6"thkns,carpet fir fish,r-13 cav ins,amb 90 0.068 13.0 2.55 229 0.93 84 ovr Wrightsoft' 2018-Dec-1110:30:16 IQ= •- Right-Suite®Universal 2018 18.0.31 RSU24020 Page 5 ..uctkydax&1802SemirwleRoad11802SeminoleRoad.rup Calc=MJ8 House faces: E -Old- wrightsoft- 2018-Dec-11 10:30:16 A ... .._�.. Right-Suite®Universal 2018 18.0.31 RSU24020 Page 6 ...uctior Jax\1802SeminoleRoadR1802SeminoleRoad.rup Calc=MJ8 House faces: E Project Summary Job: 1802SeminoleRoad wrightsoft' Date: 12.10.18 Entire House By: ER DEL-AIR HEATING & AIR CONDITIONING 531 CODISCO WAY,SANFORD, FL 32771 Phone:407-333-2665 Fax:407-333-3853 Web:WWW.DEL-AIR.COM Project Information For: Pillar Construction Notes: Design Information Weather: Jacksonville/Intnl., FL, US Winter Design Conditions Summer Design Conditions Outside db 33 OF Outside db 93 `F Inside db 70 IF Inside db 75 'F Design TD 38 'F Design TD 18 `F Daily range M Relative humidity 50 Moisture difference 50 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 29829 Btuh Structure 25386 Btuh Ducts 4217 Btuh Ducts 2878 Btuh Central vent (67 cfm) 2760 Btuh Central vent (67 cfm) 1310 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 36807 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 29575 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Semi-tight Fireplaces 0 Structure 3363 Btuh Ducts 1827 Btuh Central vent (67 cfm) 2291 Btuh Heating Cooling Area(ftz 2965 2965 Equipment latent load 5190 Btuh Volume (ft3) 27647 27647 Air changes/hour 0.28 0.15 Equipment Total Load (Sen+Lat) 34765 Btuh Equiv. AVF (cfm) 129 69 Req. total capacity at 0.70 SHR 3.5 ton Heating Equipment Summary Cooling Equipment Summary Make n/a Make n/a Trade n/a Trade n/a Model n/a Cond n/a AHRI ref n/a Coil n/a AHRI ref n/a Efficiency n/a Efficiency n/a Heating input Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Temperature rise 0 OF Total cooling 0 Btuh Actual air flow 0 cfm Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat n/a Load sensible heat ratio 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. +4d- wrightsoft' 2018-Dec-11 10:30:16 Right-Suite®Universal 2018 18.0.31 RSU24020 Page 1 ..uctionJax\1802SeminoleRoad\1802SeminoleRoad.rup Calc=MJ8 House faces: E Project Summar Job: 1802SeminoleRoad +I+ wrightsoft' Date: 12.10.18 ah 1 By: ER DEL-AIR HEATING & AIR CONDITIONING 531 CODISCO WAY,SANFORD,FL 32771 Phone:407-333-2665 Fax:407-333-3853 Web:WWW.DEL-AIR.COM Proiect Information For: Pillar Construction Notes: Design Information Weather: Jacksonville/Intnl., FL, US Winter Design Conditions Summer Design Conditions Outside db 33 'F Outside db 93 T Inside db 70 OF Inside db 75 OF Design TD 38 IF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 50 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 19777 Btuh Structure 17003 Btuh Ducts 2597 Btuh Ducts 1856 Btuh Central vent (67 cfm) 2760 Btuh Central vent (67 cfm) 1310 Btuh Outside air Outside air Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 25134 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load � 6�tuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Semi-tight Fireplaces 0 Structure 2271 Btuh Ducts 1186 Btuh Central vent (67 cfm) 2291 Btuh Heating Cooling Outside air Area (ft') 1959 1959 Equipment latent load Z48�— tuh Volume (ft3) 17614 17614 Air changes/hour 0.24 0.13 Equipment Total L.narL( n+lit) _<25gPBtuh Equiv. AVF (cfm) 69 37 Req. total capacity at 0.75 SHR 2.2 ton Heating Equipment Summary Cooling Equipment Summary Make Carrier Make Carrier Trade CARRIER Trade CARRIER Model CH14NBO3000GOA0 Cond CH14NB03000GOA0 AHRI ref 9162305 Coil FB4CNP030L AHRI ref 9162305 Efficiency 8.2 HSPF Efficiency 11.5 EER, 14 SEER Heating input Sensible cooling 21450 Btuh Heating output 28600 Btuh @ 470F Latent cooling 7150 Btuh Temperature rise 27 OF Total cooling 28600 Btuh Actual air flow 953 cfm Actual air flow 953 cfm Air flow factor 0.043 cfm/Btuh Air flow factor 0.051 cfm/Btuh Static pressure 0.40 in H2O Static pressure 0.40 in H2O Space thermostat Load sensible heat ratio 0.78 Capacity balance point = 31 'F Backup: Input = 7 kW, Output = 23752 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. +� wriightsoft- 2018-Dec-11 10:30:16 W •-•- Right-Suite®Universal 2018 18.0.31 RSU24020 Page 2 ACCA ..uctionJax11802SeminoleRoad\1802SeminoleRoad.rup Calc=MJ8 House faces: E Project Summa Job: 1802SeminoleRoad wrightsoftDate: 112..10.18 ah2 By: ER DEL-AIR HEATING & AIR CONDITIONING 531 CODISCO WAY,SANFORD,FL 32771 Phone:407-333-2665 Fa)c 407-333-3853 Web:WWW.DEL-AIR.COM Proiect Information For: Pillar Construction Notes: Design Information Weather: JacksonvilWIntnl., FL, US Winter Design Conditions Summer Design Conditions Outside db 33 OF Outside db 93 cF Inside db 70 OF Inside db 75 OF Design TD 38 OF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 50 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 10053 Btuh Structure 8798 Btuh Ducts 1620 Btuh Ducts 1069 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh (gone) 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 11672 Btuh Use manufacturer's data 1 Rate/swing multiaier 1.00 Infiltration EQuioment sensible load �DBtuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Semi-tight Fireplaces 0 Structure 1092 Btuh Ducts 641 Btuh Central vent (0 cfm) 0 Btuh Heating Cooling (none) Area(ft2) 1008 1006 FQl flpmenLlatent load �3 Btuh Volume(ft3) 10033 10033 Air changes/hour 0.36 0.19 m _�09>Btuh Equiv.AVF(cfm) 60 32 Req. total capacity at 0. 5 SHR 1.1 ton Heating Equipment Summary Cooling Equipment Summary Make Carrier Make Carrier Trade Trade Model CH14NBO1800GOA0 Cond CH14NBO1800GOA0 AHRI ref 9162108 Coil FB4CNP018L AHRI ref 9162108 Efficiency 8.2 HSPF Efficiency 11.5 EER, 14 SEER Heating input Sensible cooling 13350 Btuh Heating output 17600 Btuh @ 47°F Latent cooling 4450 Btuh Temperature rise 27 OF Total cooling 17800 Btuh Actual air flow 593 cfm Actual air flow 593 cfm Air flow factor 0.051 cfm/Btuh Air flow factor 0.060 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.85 Capacity balance pant=24 °F Backup: Input=3 kW, Output= 10533 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsc ft- 2018-Dec-11 10:30:16 W.• •^� Right-Suite®Universal 2018 18.0.31 RSU24020 Page 3 ...uctionJax\1802SeminoleRoacRIS02SeminoleRoad.rup Calc-MJ8 House faces: E / 3310 f TV 4Ilawab/ V1/6o 6-r vs o/-pr +}f- wrightsoft Right-J® Worksheet Job: 1802SeminoleRoad Entire House Date: 12.10.18 DEL-AIR HEATING &AIR By: ER CQNDITIONING 531 CODISCO WAY,SANFORD, FL 32771 hone:407-333-2665 Fax:407-333-3853 Web:WWW.DEL-AIR.COM 1 Room name Entire House aht 2 Exposed wall 309.0 ft 169.0 ft 3 Room height 9.0 ft 9.0 ft 4 Room dimensions 5 Room area 3076.8 ft2 1962.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number (BtutVft2 OF) (Btutdft� or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross NIP/S Heat Cool Gross N/P/S Heat Cool 612E-0sw 0.068 n 2-55 1-75 803 700 1785 1223 393 336 a% 586 2A-2ov 0.350 n 13.13 12.24 8 0 98 92 8 0 98 92 2A-2ov 0.350 n 13-13 12.24 45 0 591 551 0 0 0 0 2A-2ov 0.350 n 13.13 1224 30 0 394 367 30 0 394 367 11 11 DO 0.390 n 14.62 11.78 20 20 292 236 20 20 292 236 12E-Osw 0.068 a 2.55 1.75 597 505 1286 881 376 320 816 559 1OC-v 0.350 a 13.13 8.57 24 48 315 206 24 48 315 206 2A-2ov 0.350 e 13.13 2201 6 7 79 132 0 0 0 0 2A-2ov 0.350 a 13.13 12.24 6 12 79 73 6 12 79 73 2A-2ov 0.350 a 13.13 31.05 18 5 236 559 18 5 236 559 2A-2ov 0.350 a 13-13 30.43 30 10 394 913 0 0 0 0 2A-2ov 0.350 a 13.13 12.24 8 16 105 98 8 16 105 98 12E-Osw 0.068 s 2.55 1.75 579 505 1289 883 169 162 412 282 1OC-v 0.350 s 13.13 8.57 36 71 467 305 0 0 0 0 2A-2ov 0.350 s 13.13 12.24 30 60 394 367 0 0 0 0 2A-2ov 0.350 s 13.13 12.24 8 15 98 92 8 15 98 92 12E-Osw 0.068 w 2.55 1.75 750 512 1306 894 529 314 801 549 1OC-v 0.350 w 13.13 8.57 96 192 1260 823 96 192 1260 823 2A-2ov 0.350 w 13.13 28.02 8 4 98 210 0 0 0 0 2A-2ov 0.350 w 13.13 30.43 15 5 197 456 0 0 0 0 2A-2ov 0.350 w 13.13 12.24 39 78 512 478 39 78 512 478 2A-2ovd 0.350 w 13.13 32.70 80 10 1050 2616 80 10 1050 2616 PI 12E-Osw 0.068 - 2.55 0.86 440 422 1077 365 440 422 1077 365 L-D 11DO 0.390 n 14.62 11.78 18 18 260 209 18 18 260 209 C 16X19-Oad 0.408 2.12 1.57 2051 2051 4356 3219 937 937 1989 1469 F 2OP-13c 0.068 255 0.93 90 90 229 84 0 0 0 0 F 22A-tpi 0.989 37.09 0.00 1962 169 6268 0 1962 169 626E 0 6 c)AED excursion 2653 3068 Envelope loss/gain 24514 18984 16917 12726 12 a) Infiltration 5316 1352 2860 727 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 5 1150 5 1150 Appliances/other 3900 2400 Subtotal(lines 6 to 13) 29829 25386 19777 17003 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 29829 25386 19777 17003 15 Duct loads 14% 12% 4217 2878 131% 11% 2597 1856 Total room load 34046 28264 22374 18859 Air required(cfm) 1546 1546 953 953 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. -F'+- 2018-Dec-11 10:30:16 A.&K Right-Suite®Universal 2018 18.0.31 RSU24020 Page 1 ...uctionJaAI802SeminoleRoad\1802SeminoleRoad.rup Calc=MJ8 House faces: E + wrightsoft Right-JO Worksheet Job: 1802SeminoleRoad Entire House Date: 12.10.18 By: ER DEL-AIR HEATING &AIR CONDITIONING 531 CODISCO WAY,SANFORD, FL 32771 Phone:407-333-2665 Fax:407-333-3853 Web:WWW.DEL-AIR.COM 1 Room name ah2 2 Exposed wall 140.0 ft 3 Room height 9.0 It 4 Room dimensions 5 Room area 1114.8 ft2 Ty Construction U-value Or HTM Area (W) Load Area Load number (BtuWftz°F) (Btuhlft� or perimeter (ft) (Btuh) or perimeter Heat Cool Gross NIP/S Heat Cool Gross NIP/S Heat Cool 6 12E-Osw 0.068 n 2.55 1.75 410 365 929 637 2A-2ov 0.350 n 13.13 1224 0 0 0 0 2A-2ov 0.350 n 13.13 12.24 45 0 591 551 2A-2ov 0.350 n 13.13 12.24 0 0 0 0 11 11 DO 0.390 n 14.62 11.78 0 0 0 0 12E-Osw 0.068 a 2.55 1.75 221 185 470 322 1OC-v 0.350 e 13.13 8.57 0 0 0 0 2A-2ov 0.350 e 13.13 2201 6 7 79 132 2A-2ov 0.350 e 13.13 1224 0 0 0 0 2A-2ov 0.350 a 13.13 31.05 0 0 0 0 2A-2ov 0.350 e 13.13 30.43 30 10 394 913 2A-2ov 0.350 a 13.13 12.24 0 0 0 0 12E-Osw 0.068 S 255 1.75 410 344 877 601 10C-v 0-350 s 13.13 8.57 36 71 467 305 2A-2ov 0.350 s 13.13 12.24 30 60 394 367 2A-2ov 0.350 s 13.13 12.24 0 0 0 0 12E-Osw 0.068 w 2.55 1.75 221 198 505 346 1OC-v 0.350 w 13.13 8.57 0 0 0 0 2A-2ov 0.350 w 13.13 28.02 8 4 98 210 2A-2ov 0.350 w 13.13 30.43 15 5 197 456 2A-2ov 0.350 w 13.13 12.24 0 0 0 0 2A-2ovd 0.350 w 13.13 32.70 0 0 0 0 PI 12E-Osw 0.068 - 2.55 0.86 0 0 0 0 L-D 11DO 0.390 n 14.62 11.78 0 0 0 0 C 16X19-Oad 0.408 2.12 1.57 1115 1115 2367 1749 F 2OP-13c 0.068 255 0.93 90 90 229 84 F 22A-td 0.989 37.09 0.00 0 0 0 0 6 c)AED excursion 0 Envelope loss/gain 7597 6673 12 a) Infiltration 2456 625 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/other 1500 Subtotal(lines 6 to 13) 10053 8798 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 10053 8798 15 Duct loads 16°/ 12°/ 1620 1069 Total room load 11672 9867 Air required(cfm) 593 5931 1 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. +I,F wrigtftsotft' 2018-Dec-11 10:30:16 A� ..uctionJax\1802SeminoleRoad Right-Suite®Universal 2018 18.0.31 RSU24020 Page 2 \1802SeminoleRoad.rup Calc=MJ8 House faces: E + - wrightsoft Right-JO Worksheet Job: 1802SeminoleRoad ah l Date: 12.10.18 DEL-AIR HEATING &AIR By: ER CgNDITIONING 531 CODISCO WAY,SANFORD,FL 32771 hone:407-333-2665 ax:407-333-3853 Web:WWW.DEL-AIR.COM 1 Room name ah1 ms bdrm 2 Exposed wall 169.0 ft 31.5 ft 3 Room height 9.0 ft 8.0 ft heat/cool 4 Room dimensions 14.5 x 17.0 ft 5 Room area 1962.0 ft2 246.5 ft2 Ty Construction U-value Or HTM Area (ft2) load Area (ft2) Load number (8tuh/ft2`F) (BtutVftg or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N.!P/S Heat Cool Gross N/P/S Heat Cool 612E-0sw 0.068 n 2.55 1.75 393 336 13% 586 116 86 219 150 2A-2ov 0.350 n 13.13 12.24 8 0 98 92 0 0 0 0 2A-2ov 0.350 n 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 n 13.13 1224 30 0 394 367 30 0 394 367 11 11DO 0.390 n 14.62 11.78 20 20 292 236 0 0 0 0 12E-Osw 0.068 a 2.55 1.75 376 320 816 559 0 0 0 0 10C-v 0.350 e 13.13 8.57 24 48 315 206 0 0 0 0 2A-2ov 0.350 e 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 a 13.13 12.24 6 12 79 73 0 0 0 0 2A-2ov 0.350 a 13.13 31.05 18 5 236 559 0 0 0 0 2A-2ov 0.350 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 a 13.13 12.24 8 16 105 98 0 0 0 0 12E-Osw 0.068 s 2.55 1.75 169 162 412 282 0 0 0 0 10C-v 0.350 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 s 13.13 1224 8 15 98 92 0 0 0 0 12E-Osw 0.068 w 2.55 1.75 529 314 801 549 136 96 245 168 10C-v 0.350 w 13.13 8.57 96 192 1260 823 0 0 0 0 2A-2ov 0.350 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 w 13.13 12.24 39 78 512 478 0 0 0 0 2A-2ovd 0.350 w 13.13 32.70 80 10 1050 2616 40 2 525 1308 PI 12E-Osw 0.068 - 255 0.86 440 422 1077 365 0 0 0 0 L--D 11DO 0.390 n 14.62 11.78 18 18 260 209 0 0 0 0 C 16X19-0ad 0.408 2.12 1.57 937 937 1989 1469 239 239 508 375 F 20P-13c 0.068 0.00 0.00 0 0 0 0 0 0 0 0 F 2P-A-td 0.989 37.09 0.00 1962 169 6268 0 247 32 1168 0 6 c)AED excursion 3068 492 Envelope loss/gain 16917 12726 3059 2861 12 a) Infiltration 2860 727 491 125 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 5 1150 1 230 Appliances/other 2400 600 Subtotal(lines 6 to 13) 19777 17003 3550 3816 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 19777 17003 3550 3816 15 Duct loads 139/. 11% 2597 1856 15% 12% 534 443 Total room load 22374 188594084 4258 Air required(cfm) 953 953 174 215 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. +}� wrigl�tsoft 2018-Dec-11 10:30:16 'C Right-Suite®Universal 2018 18.0.31 RSU24020 Page 3 uctionJa(\1802SeminoleRoad11802SeminoleRoad.rup Calc=MJ8 House faces: E +�+ wrightsoft Right-JO Worksheet Job: 1802SeminoleRoad ah 1 Date: 12.10.18 DEL-AIR HEATING &AIR By: ER CgNDITIONIq 531 CODISCO WAY,SANFORD, FL 32771 hone:407-333-266 ax:407-333-3853 Web:WWW.DEL-AIR.COM 1 Room name ms bth wic ext 2 Exposed wall 0 ft 9.5 ft 3 Room height 8.0 ft heat/cool 8.0 ft heat/cool 4 Room dimensions 6.5 x 13.0 ft 9.5 x 9.0 ft 5 Room area 84.5 ft2 85.5 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number (BtuWft2°F) (Btutvft� or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 612E-Osw 0.068n 2.55 1.75 0 0 0 0 76 76 194 133 2A-2ov 0.350 n 13.13 1224 0 0 0 0 0 0 0 0 2A-2ov 0.350 n 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 n 13.13 1224 0 0 0 0 0 0 0 0 1 1 11 DO 0.390 n 14.62 11.78 0 0 0 0 0 0 0 0 12E-Osw 0.068 a 2.55 1.75 0 0 0 0 0 0 0 0 1 DC-v 0.350 e 13.13 8.57 0 0 0 0 0 0 0 0 2A-2ov 0.350 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 a 13.13 12.24 0 0 0 0 0 0 0 0 2A-2ov 0.350 a 13.13 31.05 0 0 0 0 0 0 0 0 2A-2ov 0.350 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 e 13.13 12.24 0 0 0 0 0 0 0 0 12E-Osw 0.068 s 2.55 1.75 0 0 0 0 0 0 0 0 10C-v 0.350 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 s 13.13 12.24 0 0 0 0 0 0 0 0 12E-Osw 0.068 w 2.55 1.75 0 0 0 0 0 0 0 0 10C-v 0.350 w 13.13 8.57 0 0 0 0 0 0 0 0 2A-2ov 0.350 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 w 13.13 12.24 0 0 0 0 0 0 0 0 2A-2ovd 0.350 w 13.13 3270 0 0 0 0 0 0 0 0 P 12E-Osw 0.068 - 2.55 0.86 0 0 0 0 0 0 0 0 - D 11 DO 0.390 n 14.62 11.78 0 0 0 0 0 0 0 0 C 16X19-Gad 0.408 2.12 1.57 81 81 173 127 86 86 182 134 F 2OP-13c 0.068 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-td 0.989 37.09 0.00 85 0 0 0 86 10 352 0 6 c)AED excursion -3 -8 Envelope loss/gain 173 124 728 259 12 a) Infiltration 0 0 148 38 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal(lines 6 to 13) 173 124 876 297 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 173 124 876 297 15 Duct loads 151% 12% 26 14 15% 12010 132 34 ------ F 1 -7 Total room load 198 139 1008 331 Air required(cfm) g 7 43 t7 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. -f4a- 2018-Dec-11 10:30:16 Right-Suites Universal 2018 18.0.31 RSU24020 Page 4 ...uctionJaAl802SeminoleRoad\1802SeminoleRoad.rup Calc=MJ8 House faces: E + wrightsoft Right-J® Worksheet Job: 1802SeminoleRoad ah 1 Date: 12.10.18 DEL-AIR HEATING &AIR By: ER CgNDITIONING 531 CODISCO WAY,SANFORD,FL 32771 hone:407-333-2665 ax:407-333-3853 Web:WWW.DEL-AIR.COM 1 Room name wic int we 2 Exposed wall 0 ft 6.5 ft 3 Room height 8.0 ft heat/cod 8.0 ft heat/cool 4 Room dimensions 9.5 x 8.0 ft 6.5 x 4.0 ft 5 Room area 76.0 ft2 26.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number (Btuh/ftz-°F) (Btuh/ft� or perimeter (ft) (Bt h) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12E-0sw 0.068 n 2.55 1.75 0 0 0 0 52 45 113 78 2A-2ov 0.350 n 13.13 12.24 0 0 0 0 8 0 98 92 2A-2ov 0.350 n 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 n 13.13 12.24 0 0 0 0 0 0 0 0 11 11 DO 0.390 n 14.62 11.78 0 0 0 0 0 0 0 0 12E-Osw 0.068 a 2.55 1.75 0 0 0 0 0 0 0 0 10C-v 0.350 e 13.13 8.57 0 0 0 0 0 0 0 0 2A-2ov 0.350 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 a 13.13 12.24 0 0 0 0 0 0 0 0 2A-2ov 0.350 e 13.13 31.05 0 0 0 0 0 0 0 0 2A-2ov 0.350 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 a 13.13 12.24 0 0 0 0 0 0 0 0 12E-Osw 0.068 s 255 1.75 0 0 0 0 0 0 0 0 10C-v 0.350 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 s 13.13 12.24 0 0 0 0 0 0 0 0 12E-0sw 0.068 w 2.55 1.75 0 0 0 0 0 0 0 0 10C-v 0.350 w 13.13 8.57 0 0 0 0 0 0 0 0 2A-2ov 0.350 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 w 13.13 12.24 0 0 0 0 0 0 0 0 2A-2ovd 0.350 w 13.13 32.70 0 0 0 0 0 0 0 0 PI 12E-Osw 0.068 - 2.55 0.86 0 0 0 0 0 0 0 0 L-D 11DO 0.390 n 14.62 11.78 0 0 0 0 0 0 0 0 C 16X19-Oad 0.408 2.12 1.57 71 71 151 112 26 26 55 41 F 2OP-13c 0.068 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-td 0.989 37.09 0.00 76 0 0 0 26 7 241 0 6 c)AED excursion -3 -6 Envelope loss/gain 151 109 508 204 12 a) Infiltration 0 0 101 26 b) Room ventilation 0 0 0 0 13 1ntemal gains: Occupants @ 230 0 00 0 Appliances/other 0 1 0 Subtotal(lines 6 to 13) 151 109 610 230 Less extemal load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 151 109 610 230 15 Duct loads 15% 1211. 23 13 15% 121% 92 27 Total room load 174 122 701 257 Air required(cfm) 7 6 30 13 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. -H. 2018-Dec-11 10:30:16 "" _"" Right-Suite®Universal 2018 18.0.31 RSU24020 Page 5 ...uclionJax11802SeminoleRoad\1802SeminoleRoad.rup Calc=MJ8 House faces: E +4+ wrightsoft Right-J® Worksheet Job: 1802SeminoleRoad ah 1 Date: 12.10.18 DEL-AIR HEATING &AIR By: ER CQNDITIONING 531 CODISCO WAY,SANFORD,FL 32771 hone:407-333-2665 Fax:407-333-3853 Web:WWW.DEL-AIR.COM 1 Room name mud laundry 2 Exposed wall 17.5 ft 10.0 It 3 Room height 8.0 ft heat/cool 8.0 It heat/cool 4 Room dimensions 10.5 x 7.0 ft 10.5 x 10.0 ft 5 Room area 73.5 ft2 105.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number (Btuhlft2-°F) (Btu ft2) or perimeter (ft) (Bt h) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cod 612E-Osw 0.068 n 2.55 1.75 84 64 163 112 0 0 0 0 2A-2ov 0.350 n 13.13 12.24 0 0 0 0 0 0 0 0 2A-2ov 0.350 n 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 n 13.13 12.24 0 0 0 0 0 0 0 0 11 11DO 0.390 n 14.62 11.78 20 20 292 236 0 0 0 0 12E-Osw 0.068 a 2.55 1.75 56 47 120 82 80 71 181 124 1OC-v 0.350 e 13.13 8.57 0 0 0 0 0 0 0 0 2A-2ov 0.350 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 e 13.13 12.24 0 0 0 0 0 0 0 0 2A-2ov 0.350 e 13.13 31.05 9 1 118 279 9 1 118 279 2A-2ov 0.350 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 a 13.13 12.24 0 0 0 0 0 0 0 0 12E-Osw 0.068 s 2.55 1.75 0 0 0 0 0 0 0 0 10C-v 0.350 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 s 13.13 1224 0 0 0 0 0 0 0 0 12E-Osw 0.068 w 2.55 1.75 0 0 0 0 0 0 0 0 1DC-v 0.350 w 13.13 8.57 0 0 0 0 0 0 0 0 2A-2ov 0.350 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 w 13.13 12.24 0 0 0 0 0 0 0 0 2A-2ovd 0.350 w 13.13 32.70 0 0 0 0 0 0 0 0 P 12E-Osw 0.068 - 2.55 0.86 0 0 0 0 0 0 0 0 11DO 0.390 n 14.62 11.78 0 0 0 0 0 0 0 0 C 16X19-Oad 0.408 2.12 1.57 74 74 156 115 100 100 212 157 F 2OP-13c 0.068 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-td 0.989 37.09 0.00 74 18 649 0 105 10 371 0 6 c)AED excursion -4 _12 Envelope loss/gain 1499 821 882 549 12 a) Infiltration 273 69 156 40 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 600 Subtotal(lines 6 to 13) 1772 890 1038 1188 Less extemal load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 00 0 0 14 Subtotal 1772 890 1038 1188 15 Duct loads 15% 12°/ 266 103 15% 12°/ 156 138 FTTotal room load 2038 993 1194 1326 Air required(cfm) 87 50 51 67 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. *}� wrigi�tsofC' 2018-Dec-11 10:30:16 Right-Suite®Universal 2018 18.0.31 RSU24020 Page 6 ...uctionJax\1802SeminoleRoad\1802SeminoleRoad.rup Calc=MJ8 House faces: E +�+ wrightsoft Right-M Worksheet Job: 1802SeminoleRoad ah l Date: 12.10.18 DEL-AIR HEATING &AIR By: ER CgNDITIONING 531 CODISCO WAY,SANFORD,FL 32771 hone:407-333-2665 Fax:407-333-3853 Web:WWW.DEL-AIR.COM 1 Room name great rm bdrm 1 2 Exposed wall 20.5 ft 13.0 ft 3 Room height 10.0 ft heat/cooi 8.0 ft heat/cool 4 Room dimensions 1.0 x 458.5 ft 13.0 x 13.0 ft 5 Room area 458.5 ftz 169.0 ft2 Ty Construction U-value Or HTM Area (w) toad Area (ft2) Load number (Btuh ftz°F) (Btuh/ft� or perimeter (ft) (Bt h) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12E-0sw 0.068 n 255 1.75 0 0 0 0 0 0 0 0 2A-2ov 0.350 n 13.13 1224 0 0 0 0 0 0 0 0 2A-2ov 0.350 n 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 n 13.13 1224 0 0 0 0 0 0 0 0 11 11 DO 0.390 n 14.62 11.78 0 0 0 0 0 0 0 0 12E-Osw 0.068 a 2.55 1.75 0 0 0 0 0 0 0 0 1OC-v 0.350 a 13.13 8.57 0 0 0 0 0 0 0 0 2A-2ov 0.350 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 e 13.13 1224 0 0 0 0 0 0 0 0 2A-2ov 0.350 a 13.13 31.05 0 0 0 0 0 0 0 0 2A-2ov 0.350 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 a 13.13 1224 0 0 0 0 0 0 0 0 12E-Osw 0.068 s 255 1.75 0 0 0 0 0 0 0 0 1OC-v 0.350 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 s 13.13 12.24 0 0 0 0 0 0 0 0 12E-Osw 0.068 w 2.55 1.75 205 70 179 122 1D4 64 163 112 10C-v 0.350 w 13.13 8.57 96 96 1260 823 0 0 0 0 2A-2ov 0.350 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 w 13.13 1224 39 39 512 478 0 0 0 0 2A-2ovd 0.350 w 13.13 32.70 0 0 0 0 40 2 525 1308 P 12E-Osw 0.068 - 2.55 0.86 80 62 159 54 76 76 194 66 11DO 0.390 n 14.62 11.78 18 18 260 209 0 0 0 0 C 16X19.Oad 0.408 2.12 1.57 0 0 0 0 124 124 262 194 F 2OP-13c 0.068 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-td 0.989 37.09 0.00 459 21 760 0 169 13 482 0 6 c)AED excursion 2079 617 Envelope loss/gain 3129 3764 1626 2296 12 a) Infiftration 400 102 203 52 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 4 920 0 0 Appliances/other 0 0 Subtotal(lines 6 to 13) 3529 4786 1829 2348 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 3529 4786 1829 2348 15 Duct loads 101% 100/0 353 479 15% 12% 275 272 Total room load 3882 5264 2104 2620 Air required(cfm) 165 266 90 132 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. +� wrightsoft- 2018-Dec-11 10:30:16 Right-Suited Universal 2018 18.0.31 RSU24020 Page 7 uctionJax\1802SeminoleRoad\1802SeminoleRoad.rup Calc=MJ8 House faces: E + wrightsoft Right-M Worksheet Job: 1802SeminoleRoad ah 1 Date: 12.10.18 DEL-AIR HEATING &AIR By: ER CPNDITIONING 531 CODISCO WAY,SANFORD, FL 32771 hone:407-333-2665 Fax:407-333-3853 Web:WWW.DEL-AIR.COM 1 Room name bdrm 1 loth bdrm 1 wic 2 Exposed wall 23.5 ft 0 ft 3 Room height 8.0 ft heat/cool 8.0 ft heat/cool 4 Room dimensions 1.0 x 103.5 ft 6.0 x 5.6 ft 5 Room area 103.5 ft2 33.5 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number (Btuh/ft2-F) (Btuh/ft� or perimeter (ft) (Btuh) or perimeter (ft) (Bt h) Heat Cool Gross N/P/S Heat Cool Gross WP/S Heat Cool 6 12E-0sw 0.068 n 2.55 1.75 0 0 0 0 0 0 0 0 2A-2ov 0.350 n 13.13 12.24 0 0 0 0 0 0 0 0 2A-2ov 0.350 n 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 n 13.13 12.24 0 0 0 0 0 0 0 0 11 11 DO 0.390 n 14.62 11.78 0 0 0 0 0 0 0 0 12E-Osw 0.068 a 2.55 1.75 0 0 0 0 0 0 0 0 1DC-v 0.350 e 13.13 8.57 0 0 0 0 0 0 0 0 2A-2ov 0.350 e 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 e 13.13 1224 0 0 0 0 0 0 0 0 2A-2ov 0.350 e 13.13 31.05 0 0 0 0 0 0 0 0 2A-2ov 0.350 e 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 a 13.13 12.24 0 0 0 0 0 0 0 0 12E-Osw 0.068 s 2.55 1.75 104 97 246 169 0 0 0 0 10C-v 0.350 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 s 13.13 12.24 8 8 98 92 0 0 0 0 12E-Osw 0.068 w 2.55 1.75 84 84 214 147 0 0 0 0 10C-v 0.350 w 13.13 8.57 0 0 0 0 0 0 0 0 2A-2ov 0.350 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 w 13.13 1224 0 0 0 0 0 0 0 0 2A-2ovd 0.350 w 13.13 32.70 0 0 0 0 0 0 0 0 PI - 12E-Osw 0.068 - 2.55 0.86 40 40 102 35 44 44 112 38 L--U 11 DO 0.390 n 14.62 11.78 0 0 0 0 0 0 0 0 C 16X1 Mad 0.408 2.12 1.57 104 104 220 162 33 33 70 52 F 2OP-13c 0.068 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-td 0.989 37.09 0.00 104 24 872 0 33 0 0 0 6 c)AED excursion -18 -2 Envelope loss/gain 1752 586 182 87 12 a) Infiltration 366 93 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal(lines 6 to 13) 2119 679 182 87 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 2119 679 182 87 15 Duct loads 15% 12°/ 319 79 151% 12010 27 10 FTTotal room load I I 2437 758 T210 98 Air required(cfm) 104 38 9 5 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 4+*- wrightsoft- 2018-Dec-11 10:30:16 Right-Suite®Universal 2018 18.0.31 RSU24020 Page B ...uctionJax\1802SeminoleRoaMl802SeminoleRoad.rup Calc=MJ8 House faces: E wrightsoft Right-M Worksheet Job: 1802SeminoleRoad ah l Date: 12.10.18 DEL-AIR HEATING &AIR By: ER CONDITIONING 531 CODISCO WAY,SANFORD,FL 32771 Phone:407-333-2665 Fax:407-333-3853 Web:WWW.DEL-AIR.COM 1 Room name kitchen pantry 2 Exposed wall 23.5 ft 5.0 ft 3 Room height 10.0 ft heat/cool 10.0 ft heat/cool 4 Room dimensions 1.0 x 431.5 ft 6.0 x 5.0 ft 5 Room area 431.5 ft2 30.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number (BtuWft2-°F) (BVVft2) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 612E-Osw 0.068 n 2.55 1.75 45 45 115 79 0 0 0 0 2A-20v 0.350 n 13.13 1224 0 0 0 0 0 0 0 0w 2A-2 0.350 n 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 n 13.13 1224 0 0 0 0 0 0 0 0 1 1 11 DO 0.390 n 14.62 11.78 0 0 0 0 0 0 0 0 12E-0sw 0.068 a 2.55 1.75 125 93 237 162 50 50 128 87 t OC-v 0.350 e 13.13 8.57 24 24 315 206 0 0 0 0 2A-2ov 0.350 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 a 13.13 12.24 0 0 0 0 0 0 0 0 2A-2ov 0.350 a 13.13 31.05 0 0 0 0 0 0 0 0 2A-2ov 0.350 e 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 a 13.13 1224 8 8 105 98 0 0 0 0 12E-0sw 0.068 s 2.55 1.75 65 65 166 114 0 0 0 0 10c-v 0.350 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 s 13.13 12.24 0 0 0 0 0 0 0 0 12E-Osw 0.068 w 2.55 1.75 0 0 0 0 0 0 0 0 t OC-v 0.350 w 13.13 8.57 0 0 0 0 0 0 0 0 2A-2ov 0.350 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 w 13.13 1224 0 0 0 0 0 0 0 0 2A-2ovd 0.350 w 13.13 32.70 0 0 0 0 0 0 0 0 P 12E-Osw 0.068 - 2.55 0.86 140 140 357 121 60 60 153 52 11DO 0.390 n 14.62 11.78 0 0 0 0 0 0 0 0 C 16X19-Oad 0.408 2.12 1.57 0 0 0 0 0 0 0 0 F 2OP-13c 0.068 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 37.09 0.00 432 24 872 0 30 5 185 0 6 c)AED excursion -54 -4 Envelope loss/gain 2166 725 466 135 12 a) Infiltration 458 116 97 25 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 1200 0 Subtotal(lines 6 to 13) 2624 2042 563 160 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 00 0 0 14 Subtotal 2624 2042 563 160 15 Duct loads 10% 10% 262 204 10% 10°/ 56 16 FTTotal room load 2887 2246 620 176 Air required(cfm) 123 113 26 9 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. +�.► wrigt�tsoft 2018-Dec-11 10:30:16 Right-Suite®Universal 2018 18.0.31 RSU24020 page y ...uctionJax\1802SeminoleRoad\18029eminoleRoad.rup Calc=MJ8 House faces: E wrightsoft Right-M Worksheet Job: 1802SeminoieRoad ah 1 Date: 12.10.18 DEL-AIR HEATING &AIR By: ER CgNDITIONING 531 CODISCO WAY,SANFORD,FL 32771 hone:407-333-2665 ax:407-333-3853 Web:WWW.DEL-AIR.COM 1 Room name pwdr 2 Exposed wall 8.5 ft 3 Room height 10.0 ft heat/cool 4 Room dimensions 6.0 x 6.5 It 5 Room area 39.0 ft2 Ty Construction U-value Or HTM Area (ftp Load Area Load number (Btuh/ft2- F) (Btuh/ft� or perimeter (ft) (Btuh) or perimeter Heal Cool Gross N/P/S Heat Cool Grass N/P/S Heat Cool 612E-Osw 0.068 n 2.55 1.75 20 20 51 35 2A-2ov 0.350 n 13.13 1224 0 0 0 0 2A-2ov 0.350 n 0.00 0.00 0 0 0 0 2A-2ov 0.350 n 13.13 1224 0 0 0 0 11 11 DO 0.390 n 14.62 11.78 0 0 0 0 12E-Osw 0.068 a 2.55 1.75 65 59 150 103 1OC-v 0.350 a 13.13 8.57 0 0 0 0 2A-2ov 0.350 a 0.00 0.00 0 0 0 0 2A-2ov 0.350 a 13.13 12.24 6 6 79 73 2A-2ov 0.350 e 13.13 31.05 0 0 0 0 2A-2ov 0.350 a 0.00 0.00 0 0 0 0 2A-2ov 0.350 a 13.13 1224 0 0 0 0 12E-Osw 0.068 s 2.55 1.75 0 0 0 0 1OC-v 0.350 s 0.00 ROD 0 0 0 0 2A-2ov 0.350 s 0.00 0.00 0 0 0 0 2A-2ov 0.350 s 13.13 12.24 0 0 0 0 12E-Osw 0.068 w 2.55 1.75 0 0 0 0 t DC-v 0.350 w 13.13 8.57 0 0 0 0 2A-2ov 0.350 w 0.00 0.00 0 0 0 0 2A-2ov 0.350 w 0.00 0.00 0 0 0 0 2A-2o v 0.350 w 13.13 12.24 0 0 0 0 2A-2ovd 0.350 w 13.13 32.70 0 0 0 0 P 12E-Osw 0.068 - 2.55 0.86 0 0 0 0 11DO 0.390 n 14.62 11.78 0 0 0 0 C 16X19-Oad 0.408 2.12 1.57 0 0 0 0 F 2OP-13c 0.068 0.00 0.00 0 0 0 0 F 22A-tol 0.989 37.09 0.00 39 9 315 0 6 c)AED excursion -7 Envelope loss/gain 595 205 12 a) Infiltration 166 42 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances other 0 Subtotal(lines 6 to 13) 761 247 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 761 247 15 Duct loads 101% 101% 76 25 Total room load 837 272 Air required(cfm) 1361 14 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. +_ 2018-Dec-11 10:30:16 Right-Suite®Universal 2018 18.0.31 RSU24020 Page 10 ...uctior>JaxA1802SeminoleRoad118025eminoleRoad.rup Calc=MJ8 House faces: E U373741 OD � ]W]7'aN -n c-) ] j p < A S3 gS n(D m p0 j pp < CD � NRND NRNRwNN M T C0w� NN AWp �. $ Ito o m p. a z �N FF SW = JJ 3 M. ;i' 9 Ay � T 0 1 W w N g OD� 0 �n v oo. o0000000000000000000000000o xc -0 m ? °v 3 to 0� L � �(PD Z :EfF :*fN 00rnmmmmmmm7)> »> � WO = m c °ww a O< _ mZ U N NN ONNO o00ZJEo orocO WW(N)OW pOO WO(N�Opp WOp(N� ��,(� N 2 ` o SNSSSSG7WS(JISWWUISWOSWS(1188WON � -" Z - 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O _ oZ > C N i(�J7 OiN�NO 000 WW OiN�O W W NNC�o W 00 W Op�NC,�C.)C)8O(NQ W Cn N S O STNS SS SWW SNS WW UISW S S ZO89 SS WSCJI �co < -n D _ 0 00-C��O Oo o0p Opo 0-+0 N�Wi-0A0 pO N0--0o NOS Vv �0 .T �W S(OVS SS SAo S(V)10 ANU SCJ OS�S(31SS AS(J w D UD (pJ0 CD p N Q D W M rh y O y N ( rn N < e . 0 0 ooS°i000000000wwg000000000000 CD 3, o o Q M Nv C. r O AO oo 000000 OD80 0o oo 00000000 (Tp O x 1 m n, 3 CD '- CD N nj 60 0CAO CDC)O0000c> C0 000.00ac,oOO m o ppb �p v 8 O O O go O9 N O OO OO OOO OOO NN pOO O O O O O O O O O O C- O o l�7 S N o co m o O ONOO 00 000 000 00 000 00(00000 O� COp W 3- K m O MN tb o 0"0000000O000000000WOVOoOow co 3 CD �v rntS000 o rn orn0000000000000000�of'n000 W �w s C, e M w o g m g 'o-i 2S�cn000 c'n go oo S'i oNIC 00000000000000o�'oSoo�v'o a Orn +�+ wrightsoft Right-J®Worksheet Job: 1802SeminoleRoad ah2 Date: 12.10.18 DEL-AIR HEATING &AIR By: ER CgNDITIONING 531 CODISCO WAY,SANFORD,FL 32771 hone:407-333-2665 Fax:407-333-3853 Web:WWW.DEL-AIR.COM 1 Room name bdrm 2 bdrm 2 bth 2 Exposed wall 27.0 ft 18.0 ft 3 Room height 9.0 ft heat/cool 9.0 ft heat/cool 4 Room dimensions 1.0 x 168.3 ft 6.0 x 12.0 ft 5 Room area 168.3 ft2 72.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number (Btuh!ft20l7 (Btuf1/ft� or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 612E-Osw 0.068 n 255 1.75 131 116 295 202 0 0 0 0 2A-2ov 0.350 n 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 n 13.13 1224 15 0 197 184 0 0 0 0 2A-2ov 0.350 n 0.00 0.00 0 0 0 0 0 0 0 0 11 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 12E-Osw 0.068 e 255 1.75 0 0 0 0 0 0 0 0 10C-v 0.350 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 e 13.13 22.01 0 0 0 0 0 0 0 0 2A-2ov 0.350 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 a 13.13 30.43 0 0 0 0 0 0 0 0 2A-2ov 0.350 a 0.00 0.00 0 0 0 0 0 0 0 0 12E-0sw 0.068 s 255 1.75 0 0 0 0 54 47 119 81 10C-v 0.350 s 13.13 8.57 0 0 0 0 0 0 0 0 2A-2ov 0.350 s 13.13 12.24 0 0 0 0 8 8 98 92 2A-2ov 0.350 s 0.00 0.00 0 0 0 0 0 0 0 0 12E-Osw 0.068 w 2.55 1.75 113 98 249 170 108 101 2% 176 10C-v 0.350 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 w 13.13 28.02 0 0 0 0 8 2 98 210 2A-2ov 0.350 w 13.13 30.43 15 2 197 456 0 0 0 0 2A-2ov 0.350 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ovd 0.350 w 0.00 0.00 0 0 0 0 0 0 0 0 PII � 12E-Osw 0.068 - 0.00 0.00 0 0 0 0 0 0 0 0 �----D 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 16X19-0ad 0.408 2.12 1.57 168 168 357 264 72 72 153 113 F 2OP-13c 0.068 2.55 0.93 0 0 0 0 0 0 0 0 F 22A-td 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c)AED excursion 152 87 Envelope loss/gain 1294 1428 725 759 12 a) Infiltration 474 120 316 80 b) Room ventilation 0 0 0 0 13 Intemal gains: Occupants @ 230 0 0 0 0 Appliances/other 300 0 Subtotal(lines 6 to 13) 1768 1849 1040 839 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 00 0 0 14 Subtotal 1768 1849 1040 839 15 Duct loads 16°/ 12% 285 225 16% 12% 168 102 Total room load F2053 2074 1208 941 Air required(cfm) 104 125 61 57 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. -f-p- 2018-Dec-11 10:30:16 Right-Suite®Universal 2018 18.0.31 RSLJ24020 Page 14 ..0ctionJax\1802SeminoleRoad\1802SeminoleRoad.rup Calc=MJ8 House faces: E - wrightsoft Right-J® Worksheet Job: 1802SeminoleRoad ah2 Date: 12.10.18 DEL-AIR HEATING &AIR By: ER CgNDITIONING 531 CODISCO WAY,SAN FORD, FL 32771 hone:407-333-2665 Fax:407-333-3853 Web:WWW.DEL-AIR.COM 1 Room name bdmin 2 wic bdrm 3 wic 2 Exposed wall 0 ft 5.5 ft 3 Room height 9.0 ft heat/cool 9.0 ft heat/cool 4 Room dimensions 5.5 x 6.5 ft 10.0 x 5.5 ft 5 Room area 35.8 ft2 55.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number (BtulUft2-F) (Btu tt ft� or perimeter (ft) (Bt h) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat cod Gross N/P/S Heat Cool 6 12E-Osw 0.068 n 2.55 1.75 0 0 0 0 0 0 0 0 2A-2ov 0.350 n 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 n 13.13 1224 0 0 0 0 0 0 0 0 2A-2ov 0.350 n 0.00 0.00 0 0 0 0 0 0 0 0 11 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 12E-Osw 0.068 a 2.55 1.75 0 0 0 0 50 50 126 86 10C-v 0.350 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 e 13.13 22.01 0 0 0 0 0 0 0 0 2A-2ov 0.350 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 a 13.13 30.43 0 0 0 0 0 0 0 0 2A-2ov 0.350 a 0.00 0.00 0 0 0 0 0 0 0 0 12E-Osw 0.068 s 2.55 1.75 0 0 0 0 0 0 0 0 10C-v 0.350 s 13.13 8.57 0 0 0 0 0 0 0 0 2A-2ov 0.350 s 13.13 12.24 0 0 0 0 0 0 0 0 2A-2ov 0.350 s 0.00 0.00 0 0 0 0 0 0 0 0 12E-0sw 0.068 w 2.55 1.75 0 0 0 0 0 0 0 0 10C-v 0.350 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.350 w 13.13 28.02 0 0 0 0 0 0 0 0 2A-2ov 0.350 w 13.13 30.43 0 0 0 0 0 0 0 0 2A-2ov 0.350 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ovd 0.350 w 0.00 0.00 0 0 0 0 0 0 0 0 P 12E-Osw 0.068 - 0.00 0.00 0 0 0 0 0 0 0 0 L-D 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 16X19-0ad 0.408 2.12 1.57 36 36 76 56 55 55 117 86 F 2OP-13c 0.068 255 0.93 0 0 0 0 33 33 83 30 F 22A-td 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c)AED excursion -2 -9 Envelope loss/gain 76 54 326 194 12 a) Infiltration 0 0 96 25 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal(lines 6 to 13) 76 54 422 219 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 00 0 0 14 Subtotal 76 54 422 219 15 Duct loads 16% 12% 12 7 16°/ 12% 68 27 Total room load 88 61 490 246 Air required(cfm) 4 4 25 15 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. -P�F wrlgF�tso Ft 2018-Dec-11 10:30:16 AG�f• """ Right-Suite®Universal 2018 18.0.31 RSU24020 Page 15 ...0ctionJax\1802SeminoleRoad11802SeminoleRoad.rup Calc=MJ8 House faces: E Duct System Summar Job: 1802SeminoleRoad wrightsoft" ah 1 Date: 12.10.18 By: ER DEL-AIR HEATING & AIR CONDITIONING 531 CODISCO WAY,SANFORD, FL 32771 Phone:407-333-2685 Fa)c 407-333-3853 Web:WWW.DEL-AIR.COM Project • • For: Pillar Construction Heating Cooling External static pressure 0.40 in H2O 0.40 in H2O Pressure losses 0.06 in H2O 0.06 in H2O Available static pressure 0.34 in H2O 0.34 in H2O Supply/ return available pressure 0.170/0.170 in H2O 0.170/ 0.170 in H2O Lowest friction rate 0.262 in/100ft 0.262 in/100ft Actual air flow 953 cfm 953 cfm Total effective length (TEL) 130 ft SupplyDetail Table Design Htg Clg Design Diam H x W Duct Actual Ftg.Egv Name (Btuh) (cfm) (cfm) FR (in) (in) Matl Ln (ft) Ln (ft) Trunk bdrm 1 c 2620 90 132 0.371 7.0 Ox 0 VIFx 6.7 85.0 st5 bdrm 1 bth h 2437 104 38 0.345 5.0 Ox 0 VIFx 13.5 85.0 st5 bdrm 1 wic h 210 9 5 0.350 4.0 Ox 0 VIFx 12.0 85.0 st5 great rm c 2632 83 133 0.402 6.0 Ox 0 VIFx 14.6 70.0 great rm-A c 2632 83 133 0.425 6.0 Ox 0 VIFx 10.0 70.0 kitchen h 2887 123 113 0.313 6.0 Ox 0 VIFx 23.7 85.0 st3 laundry C 1326 51 67 0.279 5.0 Ox 0 VIFx 36.8 85.0 st4 ms bdrm c 4258 174 215 0.284 8.0 Ox 0 VIFx 34.7 85.0 st2 ms bth h 198 8 7 0.269 5.0 Ox 0 VIFx 41.6 85.0 st2 mud h 2038 87 50 0.265 6.0 Ox 0 VIFx 43.1 85.0 st4 pantry h 620 26 9 0.308 4.0 Ox 0 VIFx 25.4 85.0 st3 pwdr h 837 36 14 0.312 4.0 Ox 0 VIFx 23.9 85.0 st3 VIC h 701 30 13 0.262 4.0 Ox 0 VIFx 45.0 85.0 st2 wic ext h 1008 43 17 0.277 4.0 Ox 0 VIFx 37.8 85.0 st2 wic int h 174 7 6 0.289 4.0 Ox 0 VIFx 32.6 85.0 st2 SupplyDetail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk st3 Peak AVF 185 136 0.308 692 7.0 0 x 0 VinlFlx st4 Peak AVF 138 117 0.265 515 7.0 0 x 0 VinlFlx st2 Peak AVF 263 258 0.262 481 10.0 0 x 0 VinlFlx St5 Peak AVF 202 176 0.345 580 8.0 0 x 0 VinlFlx wright;.soft- 2018-Dec-11 10:30:18 •. wN. Right-SuiteG)universal 2018 18.0.31 RSU24020 Page 1 ..uctionJax\1802SeminoleRoad\1802SeminoleRoad.rup Calc=MJB House faces: E Return Branch Detail Table Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size(in) (cfm) (cfm) (ft) FR (fpm) (in) (in) Opening (in) Matl Trunk rb2 Ox 0 515 574 0 0 0 0 Ox 0 VIFx rb1 Ox 0 438 379 0 0 0 0 Ox 0 VIFx wrightsoft' 2018-Dec-11 10:30:18 ,.� -k �• .. M Right-Suite®Universal 2018 18.0.31 RSU24020 Page 2 ...uctionJax\1802SeminoleRoad\1802SeminoleRoad.rup Calc=MA House faces: E Duct System Summar Job: 1802SeminoleRoad wrightsoft Date: 12.10.18 ah2 By: ER DEL-AIR HEATING & AIR CONDITIONING 531 CODISCO WAY,SANFORD,FL 32771 Phone:407-333-2665 Fax:407-333-3853 Web:WWW.DEL-AIR.COM Project • • • For: Pillar Construction Heating Cooling External static pressure 0.30 in H2O 0.30 in H2O Pressure losses 0.06 in H2O 0.06 in H2O Available static pressure 0.24 in H2O 0.24 in H2O Supply/ return available pressure 0.120/0.120 in H2O 0.120/0.120 in H2O Lowest friction rate 0.212 in/100ft 0.212 in/100ft Actual air flow 593 cfm 593 cfm Total effective length (TEL) 113 ft SupplyDetail Table Design Htg Cig Design Diam H x W Duct Actual Ftg.Egv Name (Btuh) (cfm) (cfm) FR (in) (in) Matl Ln (ft) Ln (ft) Trunk bdrm 2 c 2074 104 125 0.318 6.0 OX 0 VIFx 5.4 70.0 bdrm 2 bth h 1208 61 57 0.269 5.0 OX 0 VIFX 19.1 70.0 bdrm 2 wic h 88 4 4 0.320 4.0 OX 0 VIFX 5.0 70.0 bdrm 3 c 2269 119 136 0.215 7.0 Ox 0 VIFx 26.6 85.0 stl berm Sloth h 711 36 26 0.218 4.0 Ox 0 VIFx 24.8 85.0 Stl bdrm 3 we h 278 14 11 0.212 4.0 Ox 0 VIFx 27.9 85.0 SO bdrm 3 wic h 490 25 15 0.216 4.0 Ox 0 VIFx 26.0 85.0 SO gathering h 2999 152 149 0.316 7.0 Ox 0 VIFx 5.9 70.0 office h 1498 76 72 0.301 6.0 Ox 0 VIFx 9.8 70.0 Supply Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk SO Peak AVF 194 188 0.212 557 8.0 0 x 0 VinlFlx TableReturn Branch Detail Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size (in) (cfm) (cfm) (ft) FR (fpm) (in) (in) Opening (in) Matl Trunk rb3 Ox 0 593 593 0 0 0 0 Ox 0 VIFx W rightsoft-- 2018-Dec-11 10:30:18 A'� n..•,.. Right-Suite®Universal 2018 18.0.31 RSU24020 Page 3 AUX ...uctionJax\1802SeminoleRoad\1802SeminoleRoad.rup Calc=MJ8 House faces: E 4' bath duct to roof cap fan by others I xee bx 13 30 s 10x6 Iwcd a 7 15 6' A 8x4 L A reg 3 213 10x6 Iwcd p(� L/x8 Iwc4uct�for 8• 5 1 004' c 7,® 6 10x6 Iwcd � 9 12x12 rn S f ________ _____ 8x4 Iwcd 7f 1 I � 1' 1 � I � 133 I � (� i Z �.` O o > «� 6 13 w x01 2w I g 133 Cl 10x6 Iwcd 1 ® i i I E x4 1 � $I rag I � TON V 5KW 01240 1PH 7' 4' No8x4 Iwc I z 135 ------ ---- C x a I 7'Mtchwn I ' I— _I vent to roo ; 4 bath (— f cap duct to 242 ra I I roof cap e' fan by ----------- others V, , WCs 3 x IIwc 8x4 Iwc E 2.5 TON V/SKV 01240V IPH 1840 pion enclosed metal Q' platform by PAD ___,_ Del-Air Q scale 4/81.110' 42X42 A/C SLAB NOTE TO BUILDER-MUST PROVIDE UNRESTRICTED a BY BLDR MIN 4w bath 1 INCH UNDERCUT BELOW DOORS TO HABITABLE ROOMS 2' FROM WALL duct to Transfer ducts/grills sized In compliance Rating with Florkln Residential Bonding Code-MI602.4 roof cap balanced return air. fan by EXCEPTIONS 1-3 others o FIRST FL AN J Must have a mlnlmum clearance of 4 Inches around the air hand e Enemy « _ m -- I I s I I I F\------------ --- ----- _----+---------_______�-__-_____-_—_ I 1 I \ I I I 14x14 rag I I I 6' I \�� 125 I •\ 150 10x6 lwcd I ' 12x6 lwcd ... 8x4.1 8' 4' 15; V 1444 rag 2448 rag 8x4 Iwcd _ I � I � 5, 6' S 7 .«.... U LL 12x12 rag III •,!135 � 7px6Iwcd 5x4 lwc� 122 rag2x6 55 4 I I I i -- d x4l1w ' •, xxa ou G j 1.5 tTI3NNltWPXW 9240V 1PH I FC- 11�lofaal iN4al platform by,. Del-Air - scnle �1/B=10 4' bath , duct to roof cap fan by others I ' 0 t=--------------------------------------------------={ < 0 JnS�COND FLOOR PLAN Rating D Ll c Must have Q minimum cLeQrQnce Of 4 Inches around tbP-air handter per the State Energy code, All duct has an r=6 Insuintion vatue.