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825 Sherry Dr new single-family home 1v�a CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 ;319 INSPECTION PHONE LINE 247-5814 RESIDENTIAL - NEW SINGLE FAMILY RESIDENCE MUST CALL BY 4PM FOR NEXT DAY INSPECTION: 247-5814 PERMIT INFORMATION: PERMIT NO: RES17-0043 Description: new single-family home Estimated Value: 385241.55 Issue Date: Expiration Date: PROPERTY ADDRESS: Address: 825 SHERRY DR RE Number: 169983 0000 PROPERTY OWNER: Name: Adam Gray Address: 826 9TH AVE N Jacksonville Beach, FL 32250 GENERAL CONTRACTOR INFORMATION: Name: Address: Phone: Name: The FaverGray Company Address: 415 Pablo Avenue Suite 200 Jacksonville, FL 32250 Phone: PERMIT INFORMATION: Please see attached conditions of approval. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU 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. * A notice of Commencement is only required for work exceeding an estimated value of $2,500. For HVAC work, a Notice of Commencement is only required when HVAC work exceeds and estimated value of$7,500. YS�y1'�liv Permit • • • City s� of Permit Number: RES17-0043 Description: new single-family home Applied: 5/30/2017 Approved: 6/22/2017 Site Address:825 SHERRY DR Issued:6/23/2017 Finaled: City,State Zip Code:Atlantic Beach, FI 32233 Status: ISSUED Applicant: <NONE> Parent Permit: Owner:Adam Gray Parent Project: Contractor: <NONE> Details: LIST OF • • SEQ NO ADDED DATE REQUIRED DATE SATISFY DATE TYPE STATUS DEPARTMENT CONTACT REMARKS 1 6/2/2017 DRIVEWAY APRON INFORMATIONAL PUBLIC WORKS Scott Williams Notes: All concrete driveway aprons must be 5 thick,4000 psi,with fiber mesh from edge of pavement to the property line. Reinforcing rods or mesh are not allowed in the right-of-way. \r\r (Commercial driveways 6 thick).\r\r 2 6/2/2017 EROSION CONTROL INSTALLATION INFORMATIONAL PUBLIC WORKS Scott Williams Notes: 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. 3 6/2/2017 ON SITE RUNOFF INFORMATIONAL PUBLIC WORKS Scott Williams Notes: All runoff must remain on-site during construction. 4 6/2/2017 ROLL OFF CONTAINER INFORMATIONAL PUBLIC WORKS Scott Williams Notes: Roll off container company must be on City approved list(Advanced Disposal,Realco Recycling,Shapell's,Inc.,Republic Services). Container cannot be placed on City right-of-way. 5 6/2/2017 RIGHT OF WAY RESTORATION INFORMATIONAL PUBLIC WORKS Scott Williams Notes: Full right-of-way restoration,including sod,is required. 0010 Printed: Friday, 23 June, 2017 1 of 2 3 Ja .y J r) Permit Conditions City of Atlantic Beach 6 6/2/2017 RUNOFF INFORMATIONAL PUBLIC WORKS Scott Williams Notes: All runoff must remain on-site. Cannot raise lot elevation. 7 6/2/2017 MAXIMUM DRIVEWAY INFORMATIONAL PUBLIC WORKS Scott Williams Notes: Maximum driveway width within the City right-of-way is 20'. 8 6/2/2017 REVISION INFORMATIONAL PUBLIC WORKS Scott Williams Notes: Any plan change must be submitted as a Revision to the Building Department. 91 7 6/7/2017 UNDERGROUND WATER SEWFR_7 INFORMATIONAL UTILITIES PUBLIC UTILITIES Kayle Moore Notes: Avoid damage to underground water and sewer utilities. Verify vertical and horizontal location of utilities. Hand dig if necessary. If field coordination is needed,call 247-5834. 10 1 6/7/2017 METER BOX SEWER CLEAN OUT INFORMATIONAL PUBLIC UTILITIES Kayle Moore Notes: Ensure all meter boxes,sewer cleanouts and valve covers are set to grade and visible. 11 6/7/2017 RT1 SEWER CLEANOUT INFORMATIONAL PUBLIC UTILITIES Kayle Moore Notes: A sewer cleanout must be installed at the property line. Cleanout must be covered with an RT1 concrete box with metal lid. Cleanout to be set to grade and visible. 00, Printed: Friday, 23 June, 2017 2 of 2 �sf;Lvr� City of Atlantic Beach APPLICATION NUMBER js Building Department (To be assigned by the Building Department.) r 800 Seminole Road p j Atlantic Beach, Florida 32233-5445 4—�'S� d�� Phone(904)247-5826 - Fax(904)247-5845 f f'ti �r E-mail: building-dept@coab.us Date routed b� I ( ( City web-site: hftp://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: ��, 512-( (\� �( . Dqpsirlment review required Ye No Applicant: �� 4-r C-l(uy �(yXa,, I tannin '&Zoning T dministrator Project: 'n ��} S — Mil Qt\t(1 Puhfic i Public Safety Fire Services Review fee $_ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: ❑Approved. YDenied. ❑Not applicable (Circle on Comments: BUILDING PLANNING &ZONING Reviewed by: Date: 6, Y-17 TREE ADMIN. Second Review: Approved as revised. ❑Denied. ❑Not applicable PUBLIC WORKS Comments: / �I PUBLIC UTILITIES ll�. PUBLIC SAFETY Reviewed by: ill Date: - �7 FIRE SERVICES Third Review: ❑Approved as revised. ❑Denied. . ❑Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 j�Ls�rfv \ CITY OF ATLANTIC BEACH Ss1 800 Seminole Road OFFICE C0PY Atlantic Beach,Florida 32233 Telephone(904)247-5800 FAX(904)247-5845 REVISION REQUEST SHEET OR CORRECTIONS TO REVIEW COMMENT Date: Received by: Resubmitted: Permit Number: Q ES11 - oo,-13 Original Plans Examiner: tA,►e- 3o.r•rc Project Name: $;1 �S,& Project Address:_22rp� }� Contractor: Contact Name: Contact Phone : o Contact a-ma' . �A Revision/Plan Check/Permit Fee (s Due: $ �j p Description of Proposed Revision to Existing Permit: Additional Increase in Building Value: $_��/f rC� Additional S.F. Site Plan Revised:- 1." — AJ J" ),d�. Public W/U Approval: A hr COMA--& By signing below.I(print name) Jaw', 6 rc-i affirm that the above revision is inclusive of the proposed changes. /az z;z= Signature of-Contractor/ ent(Contractor mast sign if increase in valuation) Date Office Use Only Date: 6 * 16 '!? Approved: Rejected: Notified by: Plan Review Comments: eartment review required Yes No uilding Planning &Zoning Tree Administrator Plans Examiner Public Works � /6 ,�7 Public Utilitiesy Public Safety Fire Services Date Created 4/13/16 Rev.3 s� CITY OF ATLANTIC BEACH v 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 OFFICE COPY (904)247-5800 '.L rJlil�r BUILDING DEPARTMENT REVIEW COMMENTS Date: 6.7.2017 Permit#: RES17-0043 Site Address: 415 Pablo Ave. Suite 2 W,Jax Site Address: 825 Sherry Dr.,A.B. Bch. Review: 1 Phone: 904.208.2000; 904.517.7923 RE#: 1 169983-0000 1 1 Email: kfaver faver ra .com Homeowner: Adam Gray, 904. 02.2934 Applicant: ITheFaverGrayCo. _. CORRECTION COMMENTS: These comments are from 1 of 4 departments that are reviewing.this application. 1. None of the attachments that have surveys are acceptable without the signsand raised seal of the licensed surveyor. ATTACHMEN D/SQUARED, has 2 surveys the same page over lapping each other from 2 different licensed surveyor. Definitely not acceptable. 2. On the Florida Product Information Sheets, only whole numbers or numbers with decimals are acceptable, no R-valued numbers. For example, the single hung Silverline Building Product vinyl window, FL#14911-R7, actually has 25 windows under that FL i number. Please submit correct window FL#. 3. The contractor shall come in to the Building Department and write on the Site Plan age SP,the proposed finish floor elevation, sign and date. This will be required on t fob site set and the in house File set. Mike Jones Building Inspector/Plan Reviewer City Of Atlantic Beach 800 Seminole Road Atlantic Beach, FL 32233-5445 Ofc (904) 247-5844 Fax (904) 247-5845 City of Atlantic Beach APPLICATION NUMBER Building Department (To be assigned by the Building Department.) 800 Seminole Road Atlantic Beach, Florida 32233-5445 p &5 n Phone(904)247-5826 - Fax(904)247-5845 �t �r E-mail: building-dept@coab.us Date routed: bS 13 I I -4 City web-site: hftp://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: 0XS- SVN-L( (\I !p( , Deawtment review required Yes No Applicant: �12��t14-( Cy(uV O_jMpCk(lyannin &Zoning T dministrator Project: ' CYA i elf t n Public Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: ❑Approved. ❑Denied. ❑Not applicable (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed by: Date: 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 r ZONING REVIEW COMMENTS City of Atlantic Beach Community Development Department I U 800 Seminole Road Atlantic Beach, Florida 32233-5445 e Date: 6/13/2017 Permit: RES 17-0043 Applicant: The Faver Gray Company Review: ZONING Address: 415 Pablo Ave, Jacksonville Beach Site Address: 825 SHERRY DR Phone: 208-2000 RE#: 169983 0000 Email: Correction Comments 1. Setbacks: Section 24-67(c) requires a site plan showing setbacks. Please provide a site plan showing setbacks from the front property line, along Sherry. 2. Height: Section 24-17 requires height to be measured from average calculated grade to the highest point of a building's roof structure or parapet and any attachments thereto, exclusive of chimneys. Please show the exact height, without the plus/minus for proposed structures. 3. Side Yard Projections: Section 24-83(b) limits side yard projections into side yard setbacks, including roof overhangs, to 24". Please show any roof overhang projections. Informational Comments I Brian Broedell Planner r a 1 i i j CITY OF ATLANTIC BEACH �J S 800 Seminole Road Atlantic Beach,Florida 32233 j Vr Telephone(904)247-5800 FAX(904)247-5845 REVISION REQUEST SHEET OR CORRECTIONS TO REVIEW COMMENT Date: Received by: Resubmitted: Permit umber: ES t�—yc>y Original Plans Examiner: rle Project Name: 13ar. * 5�az/,-VProject Address: $aS � Contractor: c - Contact Name: Contact Phone : 0� - - Contact e-mail: Revision/Plan Check/Permit Fee(s)Due: $ �� /,�(- Description of Proposed Revision to Existing Permit: Additional Increase in Building Value: $ //A- Additional S.F. t)/ 4 Site Plan Revised: Public W/U Approval: By signing below.I(print name)— /�cf c,rv� r f affirm that the above revision is inclusive of the proposed changes. S gnature of Contra r/Agent(Contractor must sign if increase in valuation) Date Office Use Only Date: Approved: Rejected: Notified by: Plan Review Comments: Department review required Yes No Building onin Tree Administrator Plans Examiner Public Works / Public Utilities Public Safety Fire Services Date Created 4/13/16 Rev.3 s==L`ir,�, City of Atlantic Beach V APPLICATION NUMBER �s Building Department (To be assigned by the Building Department.) 800 Seminole Road MAY 3 1 2017 t a Atlantic Beach, Florida 32233-5445 Phone(904)247-5826 - Fax(904)247-5845 E-mail: building-dept@coab.us -- Date routed: City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: �� 5y1.2{ (\I !p( . De ment review required Yes No Applicant: ��t��Ja->( C-1(U C e�(YX annin &Zoning T dministrator Project: h Public Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: Approved. ❑Denied. []Not applicable (Circle one.) Comments: ✓G(�len rAr`GQ7iGW BUILDING PLANNING &ZONING Reviewed by� Date: TREE ADMIN. Second Review: ❑Approved as revised. ❑Denied. ❑Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ❑Approved as revised. ❑Denied. ❑Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 City of Atlantic Beach APPLICATION NUMBER �3 •n� Building Department ... a (To be assigned by the Building Department.) 800 Seminole Road j � Atlantic Beach, Florida 32233-5445 3 217 Phone(904)247-5826 - Fax(904)247- j t E-mail: building-dept@coab.us Date routed: bs 13 City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: DVS- SVN1L( (\I !Q( . DqparLment review required Yes No Applicant: C (u um annin &Zoning T dministrator Project: `\ - fn L k1 &U 0-tVi,0 Public Safety Fire Services Review fee $ (16 Dept Signature , Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: 2APproved. ❑Denied. ❑Not applicable (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed by: � Date: � < < 7 TREE ADMIN. Second Review: ❑Approved as revised. ❑Denied. ❑Not applicable P _WORKS Com nts: PUB UTILITIES U�I/ LITIES J -17 PUBLIC SAFE Reviewed by: Date. FIRE SERVICES Third Review: ❑Approved as revised. ❑Denied. ❑Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 r-S �J\J f r _ 1 4 f 11 .J `4 J CITE' OF ATLANTIC BEACH PUBLIC UTILITIES 1200 Sandpiper Lane ATLANTIC BEACH,FL 32233 (904) 270-2535 or (904)247-5874 NEW WATER/SEWER TAR REQUEST Date: b -/ - / 7 Project Address: 8'Z ,5 SIf No. of Units: Commercial Residential ✓ MuIti-Family New Water Tap(s) & Meter(s) Meter Size(s) `3/y New Irrigation Meter Upgrade Existing Meter from to (size) New Reclaim Water Meter Size New Connection to City Sewer Name: Applicant Address: City: State: Zip Phone Number: Cell Number: Email Address Fax: Signature: (Applicant) Application# FES 1 7 - 00 (4, C1TY STAFF USE ONLY Water System Development Charge $ P ��rY 1„/!-�j S�°L Sewer System Development Charge $ Water Meter Only $ %(�(S N(6 Oo�S ,vt7�1- Reclaim Meter Only $ 4A 01-i- soG 'S Iv 7,- Water Meter Tap $ Sewer Tap $ Z N4 `�fLl�(not,)I&C 04-44/ Cross Connection $ Other $ TOTAL $ 50 . 00 APPROVED: Kayle Moore, PE "� (Deputy PW Director or Authorized Signature) ALL TAP REQUEST MUST BE APPROVED BY UTLITIES DEPARTMENT BEFORE FEES CAN BE ASSESSED -IUILDING PERMIT APPLICA)f PN CITY OF ATLANTIC BEACH OFFICE COPY 800 Seminole Road, Atlantic Beach, FL 32233 Office (904) 247-5826 Fax (904) 247-5845 Job Address: ir%z Dr. &L, Ft— Permit Number: -4 — oc (i Legal Description G� SU "A "� Parcel# % —�LD oor r o q. t. q. t Valuation of Work Proposed Work he ted/cooled Z..0,27 non-heated/cooled _ Class of Work(circle one): New Addition Alteration Repair Move Demolition pooUspa window/door Use of existing/proposed struc ure(s) (circle one) Commercial Residential : If an existing structure,is a fire sprinkler system installed? (Circle one): Yes No N/A Florida Product Approval # f For multiple products use product approval orm Describe in detail the type of work to be performed: Property Owner Infor ation• Name:�Cfddm r�� Address: Y�[43 l�,.r,r,yr4 PLCL city�c.c�aw,�:tr� — State_ ip J�Phone p� - E-Mail or Fax#(Optional) tri Contractor Information: CONTRACTOR EMAIL ADDRESS: Company Name:Tkr Fo,y rl i Qualifying Agent: Address:-IW Q,,,i,/� City, � c.,.,��s1_c ;n, Stat �_Zi J Office Phone 1201 p - !- ?c�B—� _C:> Job Site/Contact Number[�„rr� y�kr-�t _�q zFax# �l State Certification/Registration# Cl-G 1 Cep Architect Name &Phone#�lo...bor 4' As 12L,',-4=11, 704 172 Y3 c-! Engineer's Name&Phone# (mow 4 tin !104 - 2 q2 Pqp$ Fee Simple Title Holder Name and Address Bonding Company Name and Address A 4Z Mortgage Lender Name and Address E� 310 S' WIA.�c I Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prid too the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. This permit becomes null and void o work is not commenced within six(6)months, or if construction or work is sus ended or abandoned for a eriod of six 16)months at any time after work is commenced. 1 understand that separate permits must be secured for ElectricalpWork, Plumbing,Signs, Wells,Pools, furnaces, Boilers, Heaters, Tanks and Air Conditioners,etc. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. hereb certify that I have read and examined this a plication and know the same to be true and correct. All provisions of laws and ordinances governing this Vpe of work will be complied with whether speci:ed herein or not. The granting of a permit does not presume to give authority to violate or cancel the ,rovisions of any other federal,state, or local law regulating construction or the performance of construction. IN' signature of Owner Signature of Contractor Tint Name . G.t . . Print Name ;efo e e Before n1e is Day of tis trDa O ,�„""��, KAYLA @6E E UGBEE "" E BUGBEE 04 0 ;'r° Y P`s`�s Notary Public-State of Florida Notary Public-State of Florida tary C •E 996 ••= Commission#e FF 923996 My Comm.Expires Oct 4,2019 a� P ��Fo", '' My Comm.Expires Oct 4,2019 Banded through National Notary Assn. Bonded through National Notary Assn. DO NOT WIRITE BELOW- OFFICE USE ONLY Applicable Codes: 2010 FLORIDA BUILDING CODE Review Result (circle one): Approved Disapproved Approved w/ Conditions I Review Initials/Date: Development Size Habitable Space ?off S.r-, FSS S F: Impervious area Miscellaneous Information Occupancy Group R-3 _ Type of Construction Vim_ Number of Stories Zoning District S - Wax. Occupancy Load ,ire Sprinklers Required flood Zone �X ,onditions/cCommen.ts: Comp. By: SRW Date: 6/2/2017 Public Works Department City of Atlantic Beach Permit No: RES17-0043 Address: 825 Sherry Drive 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) = 7,162 ft2 Runoff Coefficient Area Lot Area Description (ft) (ft) ..C.. Wtd "C" Impervious 2,966 7,162 1.00 0.41 Pervious 4,196 7,162 0.20 0.12 Runoff Coefficient(C)= 0.53 Runoff Volume V= 0.53 x 7,162 x 9.3 / 12 V= 2,949 ft3 Postdevelopment Runoff Volume: Lot Area(A) = 7,162 ft2 Runoff Coefficient Area Lot Area Description (ft) (ft) "C" Md "C" Impervious 3,236 7,162 1.00 0.45 %ISA = 45.2% Pervious 3,926 7,162 0.20 0.11 Runoff Coefficient(C)= 0.56 Runoff Volume V= 0.56 x 7,162 x 9.3 / 12 V= 3,116 ft3 Required Storage Volume DV= Postdevelopment Runoff Volume-Predevelopment Runoff Volume DV= 3,116 - 2,949 DV= 167 ft3 Retention SHERRY DRIVE 825 6/2/2017 Js r Comp. By: SRW r' Date: 6/2/2017 Public Works Department City of Atlantic Beach Permit No: RES17-0043 Address: 825 Sherry Drive Provided Storage: Elevation Area Storage (ft) (ft) (ft) 0 BOTTOM 0 TOB Elevation Area Storage (ft) (ftZ) (ft3) 0 BOTTOM 0 TOB Elevation Area Storage (ft) (ftZ) (ft) 0 BOTTOM 0 TOB Inground storage=A'd"pf A=Area= 0.0 d=depth to ESHWT= 6.5 pf=pore factor= 0.3 Inground Storage= 0.0 ft3 Required Treatment Volume= 0 ft3 NO WATER RETENTION REQUIRED Supplied Treatment Volume= 0 ft3 Retention SHERRY DRNE 825 6/2/2017 �I PlY.� x -2ro� = 7l60 07 fee .3 s c �C rte.. I , C r Adam Gray Subject: FW: FW: Zoning Correction Comments for RES17-0043 - 825 Sherry Dr Attachments: Gray Residence - RevFinal 6-14-17.pdf From:Jason at Klaybor&Associates, inc [mailto:jasonf@klaybor.com] Sent:Wednesday,June 14, 2017 11:58 AM To:Adam Gray<AGray@favergray.com> Cc: Larry Klaybor<larryk@klaybor.com> Subject: Re: FW: Zoning Correction Comments for RES17-0043 -825 Sherry Dr Hi Adam, Attached is an adjusted set of plans, revised to address his concerns. The sheets that have changes have a Revised date in the Title Block. Revisions per sheet include: CS-Showed the actual structure heights, without the+/ SP-Added the front setback measurement, and added the Roof Plan over-lay. (Also dimensioned any over-hangs that were close to the 24" over the Side Setback.) 6-Changed the 36" over-hang on the Covered Balcony to 32",to make sure it doesn't go over the setback. 7-Showed the actual structure height,without the+/-. Adjusted the Bracket detail,to have less projection into the Side Setback. 8-Adjusted the Bracket detail,to have less projection into the Side Setback. 12-Showed the actual structure height,without the Let us know if he has any other concerns. Jason Fifer Klaybor&Associates, inc (904) 272-5339 On 6/14/2017 10:47 AM,Adam Gray wrote: Jason, From: Mackey, Grace [mailto:gmackev@coab.us] Sent:Wednesday,June 14, 2017 10:21 AM To:Adam Gray<AGrav@favergray.com> Cc: Brian Broedell<bbroedell@coab.us> Subject:Zoning Correction Comments for RES17-0043 -825 Sherry Dr Mr. Gray, Per our conversation today, please see below for our Zoning Department's correction comments regarding your application RES17-0043 at 825 Sherry Dr.: 1 Brian Broedell 1.Setbacks:Section 24-67(c)requires a site plan showing setbacks. Please provide a site plan showing setbacks from the front property line,along Sherry. 2. Height:Section 24-17 requires height to be measured from average calculated grade to the highest point of a building's roof structure or parapet and any attachments thereto,exclusive of chimneys. Please show the exact height,without the plus/minus for proposed structures. 3. Side Yard Projections:Section 24-83(b)limits side yard projections into side yard setbacks, including roof overhangs,to 24". Please show any roof overhang projections. 6/13/2017 4:21:22 PM Thank you, Grace Mackey Operations Supervisor Building and Planning Depts. City of Atlantic Beach 800 Seminole Rd. Atlantic Beach, FL 32233 ® Virus-free. www.avast.com 2 (f4y be Adam Gra rr- r,\to ' From: Reeves, Derek <dreeves@coab.us> Sent: Friday, February 10, 2017 12:58 PM To: Adam Gray Subject: RE: Status of Lot 45 and 45 at the corner of Sherry Drive and 8th Street Adam, You already have the approval in your attachment.You need to have your surveyor do a survey of the individual lots and set the necessary pins.Then you can submit that survey with the building plans whenever you are ready for that. Derek W. Reeves Planner City of Atlantic Beach 800 Seminole Road Atlantic Beach, FL 32233 (904) 247-5841 ��'�� dreeves@coab.us -----Original Message----- From: Adam Gray [mailto:AGray@favergray.com] Sent: Friday, February 10, 2017 9:40 AM To: Reeves, Derek<dreeves@coab.us> Subject: FW: Status of Lot 45 and 45 at the corner of Sherry Drive and 8th Street Derek, I want to start the process of getting 825 sherry parceled into two separate lots.Can you point me in the right direction of to whom I need to contact and what is the processes to get his going. Adam -----Original Message----- From: Steve Jarrett [mailto:Steve@OldBeach.com] Sent:Wednesday, November 23, 2016 2:27 PM To:Adam Gray<AGray@favergray.com>;James Gray<JGray@favergray.com> Subject: FW: Status of Lot 45 and 45 at the corner of Sherry Drive and 8th Street FYI On 11/23/16, 1:28 PM, "graintablea rt@comcast.net"<graintableart@comcast.net>wrote: Steve, Here is forwarded email and attachment. Let me know if you don't get it. Kevin ----- Forwarded Message----- From: Drew DeCandis<adecandis@coab.us> To: graintableart@comcast.net Sent: Wed, 23 Nov 2016 18:03:20-0000 (UTC) Subject: Status of Lot 45 and 45 at the corner of Sherry Drive and 8th Street - 3 Upon a review of the documents related to your variance approved on June 19th 2001 (Attachment 1), lots 46 and 45, located on the Corner of Sherry Drive and 8th street, as depicted on the attached letter from Don Ford,Atlantic Beach Building Official &survey's dated April 10, 2006(Attachment 2) and consistent with the attached letter of conformation dated August 18, 2014 from Jeremy Hubsh to Allison Forsyth, Building and Zoning Director for the City of Atlantic Beach (Attachment 3), are considered lots of record upon which the owner(s) may constructed two new homes,one on each lot,when the current structure located there is demolished. Each lot will be eligible for a building permit as lots of record,even though the lots do not meet the current zoning requirement for area and depth. The property descriptions for each lot were communicated to you via the letter from Mr. Hubsch in his letter of August 18th. Drew DeCandis,AICP Planning and Development Director City of Atlantic Beach 800 Seminole Road Atlantic Beach, FI 32233 Email: Adecandis@coab.us Phone: 904-247-5817 Web:www.coab.us<http://www.coab.us> Fax: 904-247-5845 2 AGENJ)A COMMUNIFY 1AY01,0fta-i-T ROAM) (�-M OF MEACTU ly zon for V'u'mj'c-C i' OC- by keA"O FlYmea to replat prWti-ty auji ,,.quou a v 2, 44 iamdl 46, 10, Plat NO. "', Subdiviaion"A c(ler to mpface A 'Ww ! ''Cc nd 5. New Bvsiacaa dccreDlw- ibc rear vard b afA to ('On-lmuct Wl adW-60A at i 575 Scmindiv.Roa.d. b. lk�d by .Y E"qurption. L at :19 I i.g ally by-l-t-M lie w.dl a wid For such purpose, mkv zjf�.c.fj t.� iT tRY and xm,(-�M i$ "A bebased. I 5"S MTY DEVEU,&l-4f.!'NT A kr-guW Dian` d wa1w-ld'Ate!toay,June M ETC tj�y Weason,Crai U mopting'A*Mfr.y A.I.-Plicatiou for vWimace. 4fml.by yievin Byrnes 41, and 4, i*I;ov.44 .1v7 !MaNo- -S%fkW!vi ixin Pely. Kin 41 tuy;-t.,t: ?in of bah%Rl.)iwwon arill tbon -wionoottop.io q10-a,t2t4j. (;;mes �;Ubdiv�-;ivta R%uhalom, -,r;iC.i;I il�stauts , . Soction -47 ij) adrrj,�-o T11:11i I ha".e.the,1011mvil .Sii4jjvC('4-- , * .31 I)TO a-cut toiuor c4mo�ijiin-I: .1A ro"1137 s,bilities. m volkTrx;, , " I czh�,'pftr if the-V - o tied , I waum inwAver,a of!,.Ss i;'Am W qttruz-ut fic'm thi.-I 4aptor i4vollyed,v�illvoll.rq-u' 'rfi)MlMW4 tO*tWA,'l4jyiMd jU-jj3j$k+;.jpfkT,-- Ike P-:13avc., MeeW4 Lox A Im depth an LA)t i,`, t is 1.7 parctat Ile-Mew-Sho d - lot depth -kouua Shoo Ive'll -q6q'i" 10 ImPan administrative,QPVmvaL ''P . lorfq-d j-than mqltiv�il aa4)4t C, 20 por=t 10%or qw, 1:at A is 'J:i •v.-I 11 tan required od k8TWTA1[!A?gartbou Ow ircj?. Atlantic A - The...-I- lAC-I-turnber tf)fj j F jilat fall bo(l3.,WC%A it, 'P)OLIOQ VA, is K. li:,iA Kr acre.. 'Ile two zois a.j pil4X)SM vooikt�j nwp"to S11'af.".Dr cast V)the omm*,7,14 fiM First Strcd no a olax t6raaw 6.''1 IcAs,?or acre., pmm 32 job"hat -?,.IRTW di,i[,f 489 Parmls. Thac are cmiy I ES Waty C-mo 94 r-..,rowL of &M 105 Pla);Wfies ti-a—d ISA B is law timn 52 proportim.. "hera ara 3 Igs u;4("I ks�-rees 1,,Akh wodd lot hhve Uloc-atod--mid-;Uw pzjm It-w:, qat l,kvW W-4-9 II)A r-::o be Moy uo got f, doon,La A 1;34, Pr :LlrVCWAV&WI--AA*6 jS 40 p ball: Of ffM driVCWay, �nXMA With LOU A w!A B are a greater di.slanm from ii-w f+, .)r.9 apri tjx��Mv q tit;, t P,---4V4.It tZAio dwaffings Lrj x t. M. Mr. Wotttit-m : ,-;jtjy-j04 %-caeshis Nvork. Hv it i�, CM10 xwk in't*,wo L a fiv ad ap Exceige woriRmAim .plio-um:to 1-24ile tno P 90�Jdhk-r Med tho ho Ivas.zUrIvi f!�%1 ikizi -�,vrr. woday Isad appl-o-voi ot:,Ws r,--rWr;TA tUki't Pik% 19,2001 I " It'US %Wthi23 '!"2"hirity t*,��Vwj ',;yjjk.-.q a y4fiaOX. Mr- A)VQ"�OU -4 V1ff�'d that I"thig he WaWd is to VVCA-y "im V'kh flit-, by 11-ass dun 4r, M-ty klk-�my an �-'-alriA WOU*M j�(�CMT*gW Mt k4tv%G'%is al;'�wmbh-by _A BO&W 1 1. (.�aif this mqued;'S ZZ'kj 1001k at tbisrquest re,-,4Va%-,ibjy bwalta.he jS ilat 1w. Byram I-W Tenmae"ft the�aMl u." Jor.t. wwkig Mr- J-4jo.is. �ihc 1,4" A aut xdy h-'4d.4 v-.,jt4 n�SaTd the VIV. 4zirlg 11"wqJ j.M 0-.�'1c;OtzWon Of dw =:iiAv'.bkdA-xkf the de-- ?jMd ojtjc if,4t1t t"j"F' i'Wires I-IXO fi)t rbP-40ard's alftj the Omd;-tng title jmq),jrauW ka{4 Mn VV, . Walkor sta d t a 'a that eve tc ppe frA Fts inorder. Bi"m adirisod that with reprd to th' ms M feet. 11--fe Staw the he moved&C lot hu Os 011 14t A to 70 fed Lot A was 6 Z<mi% dMA a t ctaity7 lot is Ww'T than-dw e- •t 1w.. �'vjj and 14r. Ej T I . On 'jj4 �Jmt LO A vvowd W 6,700 UW 1-�, .,care:feet, I M101.11.16 W 3,1110a as W 4$0" jNu:aM tit-5t aca,,ji k)jt.g4j*Jm z0view �:cior uip ii it; vote_ b. Appficaiaxi for Ver" mce &,W by "4 -Ik v TOO).9 iftew A)rAted t'k4 wc'hOn wadrew t!X jj'-?pj"j0jj , I *-JUSKAW" A'a-vPfivatiom for V7s-vianv:;mole d by Ri�'Ayj dmxeue tli he -em, 31niti , )7�Mp fVkj-- C- th-a k,,jja and Wj Au ty;!.-I'�All this holm 84W. 1976 mW - -1 . . Awqwinvlxii"Usc. nefi A to fib upolm to %u r uc .1)"OLY(Irs W'110 "Otair ain't"--d thu ij':;jYA1 Lj.� 1116r only Op", on ig (-A.',QrUjjj A,)t� stated'hat ff,>vnMim f"TOAW3 t(),Od lo!1wjvu3O. 10c"r, �'w wou lei be the egzjv�-. -.&di4 tho ba'--40'40 Of dw hGu.,w W Md &Mat POOR16;41A upuwni'40-;q.t'Ajd&'. , t. I "Alklun a ev'[wattling the if I OtjiQ�n k)OUt1tto Stay tVqhin ihro!'isO)w, :Mme woldd ease too NIT atiki a0ch astals thROTOPOSO-d Dian fbr flij,- "nd 11 -NOM p4a so the gmg 17(*m is.10119 and mno Ooor as h is the W449-wk rcquirmmu. Mlr. �-I .tv�,j i0i�lq'-Cic� Mir, i�-�ia to'S 41 W O-fixt I tY W 1#0011A*to fty the COCK W Oje wsback mm wmit 11w9j" V.0 *"n he'vou"d not'Ildve to COMM bad'befom tho p �S p ra CITY OFATLAN c BEACH 800 SEMINOLE ROAD ATLANTIC BEACH,FLORIDA 32233-5445 TELEPHONE:(904)247-5800 FAX:(904)247-5805 J S' SUNCOM:852-5800 http://ci.atlantic-boach,fl.us Friday, August 10, 2001 Kevin Byrne 825 Sherry Dr, Atlantic Beach, Fl 32233 _ Subject: Variance at Lots 42,44,and 46, Block 10, Plat No. 1, Sub. "A" Dear Sir," At the June 19, 2001 meeting of the Community Development Board the board approved a replat of lots 42, 44, and 46,Block 10 Plat No. 1 Subdivision"A"to allow two lots a Sherry Drive to be replattekt less than the required I00 foot depth to approximatel 94 a feet for the corner lot and(`97 eet for the interior lot. t: Sincerely, Don C. Ford C O Building Official Cc; City Manager trf� Community Development Director File X) 800 Seminole Road Clt�1 �f Atlantic Beach,Florida 32233 J Spy. �J Telephone(904)247-5800 FIX(904)247-5805 Atlantic Beach I•�Ji;1�i�/ Kevin Byrnes Tuesday,February 21,2006 391 8'h St. Atlantic beach,Fl.32233 Dear Sir, The property division of the lots on the comer of 8th St.and Sherry Dr.have been approved by the City of Atlantic Beach Building and Planning Department to allow lots described as'/:of lot 44,lot 46,strip lying west thereof blkl 0 to be platted as one lot facing 8t°St.and 2 lots facing Sherry.Dr.per the lot layout submitted by Kevin Burns. The lot sizes are as follows: Facing Sherry Dr.,Lot 1 dimensions are 99.60 feet on the north property line,55.05 feet on the west property,97.12 feet on the south property line and 55.00 feet on the east property. Facing Sherry Dr.,Lot 2 is 97.12 feet on the north property line,75.08 feet on the west property line,93.75 feet on the south property line and 75.00 feet on the east property line. Facing 8'h St.,Lot 3 is 50.00 feet on the North and South property lines,and 130.00 feet on the East and West property lines. This layout has been approved by the Community Development Board and the staff. Permits will be issued for construction on these lots as designed above. Don C.Ford CBO Building Official Ce:Community Development Director File MAP SHOWING SURVEY OF LOT 44, EXCEPT THE EAST 15.00 FEET THEREOF, LOT 46, AND THE SOUTH 130.00 FEET OF THE UNNUMBERED LOT ADJACENT AND WESTERLY THEREOF, EXCEPT THE SOUTHERLY 78.00 FEET OF ALL, BLOCK 10, ATLANTIC BEACH SUBDIVISION "A" AS REWRDED IN PLAT BOOK 5, PAGE 69 OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA. I O I 1 z I 0 C K a� I I e a5 1 0� I V O PIK "0_. 15.00' 99.41' 16.x' 35,00' f w'I/%' "n. , ,,,Fvcc 5.00' cw eds�6e 9003'20.6 1 ,41 so.00 u.6• I 872'24' I I 15.00 FEET I LOT 441 EXCEPT AND THE SOUTH 130.00 THEREOF, LOT NUlABEREDOT ADJACENT �'� r I FEET OF THE RL L1° o EREOF, EXCEPT THE to I (n 31 AND WESTERLY TH OF ALL 0 o -+ T SOUTHERLY 75.00 FEE 0 i [ V If 89.59'04` f 3 I ( a ;0 IV,/y 92'29'07 ' ao-0656" a m I #046pc � 97.04 I m aI � I iwen er3o'S3I EJ*STTHO� o No 825, V. y 1 TO BE cin I I\ REMOVED g I THERLY 75.00 ETC ALL OF MES EXCEPT THE I0 r, I o I THE F Do FE G: LOT 4 LOT 46, AND I I o 9 00 FEET HERE F. ACENT AND $ p 1 EAST 1 � I N THE U WEST HE�F � I I < I m I I 15.00 89'69'04 15.00 1, �00_ ralNo 1/7 92'2'07' 50.00' ie�Ett 8.81' I" � ►0' I" S TREE T EIGHT H 40' RIGHt OF WAY NOTES: 1. THIS IS A BOUNDARY SURVEY. z04p 2. NO BUILDING RESTRICTION LINES AS PER PLAT. — 3.NORTH PROTRACTED FROM PLAT. SCALE: 1� 0 2D' 4. ALL ANGLES AS PER FIELD SURVEY. THIS SURVEY WAS FOR THE BENEFIT OF KEVIN J. BYRNES. THE PROPERTY SHOWN HEREON APPEARS TO UE IN FLOOD ZONE'X'(AREA OUTSIDE THE 600 YEAR FLOOD PLAIN)AS WELL AS CAN BE DETERMINEO FROM THE'FLOOD INSURANCE I RATE MAP' COMMUNITY—PANEL NUMBER 120075 DOW D, REVISED APRIL 17, 1989 FOR THE CITY OF ATLANTIC BEACH, FLORIDA. 'NOT VALID WITHOUT THE SIGNATURE AND THEORICINAL RAISED SEAL OONN BOATWRIGHT P.S.M. SURVEYOR A DMAP ER` A FLORIDA LICENSED FLORIDA LIC. SURVEYOR and MAPPER No. LS 3295 FLORIDA LIC, SURVEYING&MAPPING BUSINESS No. LB 3672 CHECKED BYI BOATWRIGHT LAND SURVEYORS, INC. DATE: DRAWN BY: Mcc sWc APRIL 10. 2006 FILE; 2006-o3B1-e 1500 ROBERTS DRIVE, JACKSONVILLE BEACH, FLORIDA 241-8550 SHEET I OF Baoo4-3ai, MAP SHOWING SURVEY OF THE SOUTHERLY 75.00 FEET OF ALL OF THE FOLLOWING: LOT 44, EXCEPT THE I EAST 15.00 FEET THEREOF, LOT 46, AND THE UNNUMBERED LOT ADJACENT AND WESTERLY THEREOF, BLOCK 10, ATLANTIC BEACH SUBDIVISION "A" AS RECORDED IN PLAT BOOK 5, PAGE 69 OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA. I l p L t � O OI V ab, PIPE CAP -- ^35 ou 18.09 � 15.. 00' r Lee eYi °M, � ..F. 6. �0 nHtE 5.0 90,03'25`54 0,03'25` I 14.41 I 1 87'2824" g 15,00 FEET I LOT 44, EXCEPT THE THE SOUTH 130.00 o THEREOF, LOT 46, AND pT ADJACENT Z I FEET OF THE UNNUMBERED EXCEPT THE I (f) c AND WESTERLY THEREOF, OF ALL I o r SOUTHERLY 75.00 FE n I o I 'Sri LB,,b 2 (� ut p 89'59'04` c� I o 97. ° �{► �Y 90'00'55" � I ~ $Eli*c. 92 2 07RON I M I ws72 87'30'53. RESDEN NO. 62 . t t�<yrt r�1 I{10 E REMOVED I 111 qE1 OF ALL OFTHE S THERLY 75.00 XCEPT THE I o I THE F IIONANG: LOT LOT 46, AND ` o 00 FEET THERE JACENT AND -I I EAST 1 (p � J THE UE THE YF or O O -� g1E0 O n I 1 15.E -) 89'59'04' 15.00, __ 5.00_ Honw UI rwNe t/2 L——o r,am P"O'"i°U 93.81 ptoo,N° °" H S T R E E T E I G H T OF WAY NOTES: Q 1. THIS IS A BOUNDARY SURVEY. ,�"J P Ip 20 �o 2 NO BUILDINO R[STRICTION UNES AS PER PLAT, SCALE: 1" d 2O� J. NORTH PROTRACTED FROM PLAT, 4, ALL ANGLES AS PER FIELD SURVEY. THIS SURVEY WAS FOR THE BENEFIT OF KEVIN J. BYRNES. THE PROPERTY SHOWN HEREON APPEARS TO LIE W FLOOD ZONE'X'(AREA OUTSIDE THE 500 YEAR FLOOD PLAIN)AS WELL AS CAN BE DETERMINED FROM THE 'FLOOD INSURANCE RATE MAP" COMMUNITY-PANEL NUMBER 120075 ODO1 D, REVISED APRIL 17, 1989 FOR THE CITY OF ATLANTIC BEACH, FLORIDA. 'NOT VALID WITHOUT THE SIGNATURE AND THE D BOATWRIGHT, P.S.M. SURVEYORANDOINAL AISED AND APPER A FLORIDA LICENSED FLORIDA LIC. SURVEYOR and MAPPER No. LS 3295 FLORIDA LIC, SURVEIING&MAPPING BUSINESS No. LB 3872 CHECKED BY: �11DATE: DRAWN BY: MCC/SWC :�-- TWRIGHT LAND SURVEYORS, INC. APRIL 10, 2005FILE: 20os-0381-D 150ERTS DRIVE, JACKSONVILLE BEACH, FLORIDA 241-6550 SHEET i OF! &606 `(381 G fJ P*- 7 August 18, 2014 Ms. Allison Forsyth 1738 Selva Marina Drive Atlantic Beach,FL 32233 RE: Property at the corner of 8th Street and Sherry Drive,Atlantic Beach,Florida Dear Ms.Forsyth: ' This letter constitutes confirmation that the real property described as follows: Lot 46,together with unplatted strip lying between said Lot 46, and the East line of Sherry Drive, bounded on the South by the South line of Lot 46,projected Westerly, and bounded on the North by the Nort4-line of Lot 46,:projected Westerly all in Block 10,Plat No. 1, Subdivision A, ATLANTIC BEACH, according to plat recorded in Plat Book 5,page 69,of the current public records of Duval County,Florida,and the West 35 feet of Lot 44,Block 10,Plat No. 1, Subdivision A,ATLANTIC BEACH, according to plat recorded in Plat Book 5,page 69, of the current public,records of Duval County, Florida may be subdivided by you after you purchase the property from Kevin Byrnes, and after the existing structure is demolished. As the new owner and once the structure is demolished, you will be permitted to divide the above described lot and the two new lots shall have the following dimensions:The Northern lot shall be 99.60 feet on the north; 55.05 feet on the west; 97.12 feet on the south; and 55.00 feet on the east. The Southern lot shall be 97.12 feet on the north; 75.08 feet on the west; 93.75 feet on the south; and 75.00 feet on the east. Upon completion of the subdivision,each of the resulting two lots will be eligible for a building permit and a building permit will not be denied or delayed by the City of Atlantic Beach based upon lot size or dimension. The Southern lot will be given an 81h St. address. 7Sin ely, Q _ U eremy Hubsch Building and Zoning Director City of Atlantic Beach 800 Seminole Road Atlantic Beach, FL 32233 FORM R405-2014 PkIT� vAA e yw — a OFFICE COPY RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2014 Florida Building Code, Energy Conservation via the residential Simulated Performance method shall include This checklist GY' A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This fora►shall include a summary page indicating home address, a-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(1 page) and an input summary checklist that can be used for field verification (usually 4 pageshnay be greater). W"* Energy Performance Level(EPL) Display Card(one page) 2"`4 Mandatory Requirements(three pages) Required prior to CO for the Performance Method: 2" 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®-USRCZB v5.1 5/24/2017 3:32:38 PM Page 1 of 1 FORM,R405-2014 OFFICE COPY FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: CUSTOM 3027 Builder Name: Street: 825 SHERRY DRIVE Permit Office: ATLANTIC BEACH City, State,Zip. ATLANTIC BEACH ,FL,32233 Permit Number: Owner: GARY&JILLIENE GRAY Jurisdiction: Design Location: FL,Jacksonville County:: DUVAL(Florida Climate Zone 2) 1. New construction or existing New(From Plans) 9. Wall Types(3587.8 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Face Brick-Wood, Exterior R=19.0 2044.40 ft' b. Frame-Wood, Exterior R=19.0 1543.40 ft2 3. Number of units,if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 3 d. N/A R= ff2 10. Ceiling Types (2133.0 sqft.) Insulation Area 5. Is this a worst case? No a. Roof Deck(Unvented) R=20.0 2133.00 ft' 6. Conditioned floor area above grade(ft2) 3027 b. N/A R= ft Conditioned floor area below grade(ft211. Duct ) 0 c. R= ft2 s R ft2 7. Windows(475.6 sqft.) Description Area a. Sup:Attic, Ret:Attic,AH:Attic 6 203 a. U-Factor: Dbl, U=0.33 207.22 ft2 b. Sup: Attic, Ret:Attic,AH:Attic 6 153 SHGC: SHGC=0.24 b. U-Factor: Dbl, U=0.34 160.00 ft2 12.Cooling systems kBtu/hr Efficiency SHGC: SHGC=021 a. Central Unit 35.2 SEER:16.00 b. Central Unit 24.0 SEER:17.00 c. U-Factor: Dbl, U=0.34 88.33 ft2 SHGC: SHGC=0.25 13. Heating systems kBtu/hr Efficiency d. U-Factor: other(see details) 20.00 ft2 a. Electric Heat Pump 34.8 HSPF:9.00 SHGC: other(see details) b. Electric Heat Pump 25.0 HSPF:9.00 Area Weighted Average Overhang Depth: 6.117 ft. Area Weighted Average SHGC: 0.236 14. Hot water systems 8. Floor Types (3027.0 sqft.) Insulation Area a. Natural Gas Tankless Cap: 1 gallons EF:0.870 a. Slab-On-Grade Edge Insulation R=0.0 2106.00 ft2 b. Conservation features b. Floor Over Other Space R=0.0 893.00 ft2 None c.other(see details) R= 28.00 ft2 15.Credits CF, Pstat Glass/Floor Area: 0.157 Total Proposed Modified Loads: 63.36 PASS Total Baseline Loads: 87.29 I hereby certify that the plans and specifications covered by Review of the plans and ::f'OySr�4Tt� this calculation are i compliance with the F nergy specifications covered by this !z Code. calculation indicates compliance �` �` with the Florida Energy Code. r` PREPARED BY: Before Before construction is completed DATE: 1-I this building will be inspected for r V compliance with Section 553.908 I hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energy Code. c' -w OWNER/AGENT- BUILDING OFFICIAL: DATE: DATE: ? - Compliance requires certification by the air handler unit manufacturer that the air handier enclosure qualifies as certified factory-sealed in accordance with R403.2.2.1. -Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 5124/2017 3:32 PM EnergyGauge®USA-FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX'S = 73 The lower the EnergyPerformance Index,the more efficient the home. 825 SHERRY DRIVE, ATLANTIC BEACH, FL, 32233 1. New construction or existing New(From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Face Brick-Wood,Exterior R=19.0 2044.40 ft' b. Frame-Wood, Exterior R=19.0 1543.40 ft' 3. Number of units,if multiple family 1 c.N/A R= ft' 4. Number of Bedrooms 3 d. N/A R= ft' 5. Is this a worst case? No 10.Ceiling Types Insulation Area a. Roof Deck(Unvented) R=20.0 2133.00 ft' 6. Conditioned floor area(ft') 3027 b. N/A R= ft' 7. Windows- Description Area 11. . N/Aucts R_ R t2Z a. U-Factor: Dbl, U=0.33 207.22 ft' a. Sup:Attic,Ret:Attic,AH:Attic 6 203 SHGC: SHGC=0.24 b. Sup: Attic, Ret:Attic,AH:Attic 6 153 b. U-Factor: Dbl, U=0.34 160.00 ft' SHGC: SHGC=0.21 12.Cooling systems kBtu/hr Efficiency c. U-Factor: Dbl, U=0.34 88.33 ft' a. Central Unit 35.2 SEER:16.00 SHGC: SHGC--0.25 b. Central Unit 24.0 SEER:17.00 d. U-Factor: other(see details) 20.00 ft' 13.Heating systems kBtu/hr Efficiency SHGC: other(see details) a. Electric Heat Pump 34.8 HSPF:9.00 Area Weighted Average Overhang Depth: 6.117 ft. b. Electric Heat Pump 25.0 HSPF:9.00 Area Weighted Average SHGC: 0.236 8. Floor Types Insulation Area 14. Hot water systems Ca 1 gallons a. Natural Gas p' a. Slab-On-Grade Edge Insulation R=0.0 2106.00ft EF:0.87 b. Floor Over Other Space R=0.0 893.00 ft' c.other(see details) R= 28,00 ft' b. Conservation features None 15.Credits CF, Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building '" 'T` `= Construction through the above energy saving features which will be installed (or exceeded) F in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code com li eat fir p z.. Builder Signature: a Address of New Home: h City/FL Zip: S-)-23 3 . *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. Contact the EnergyGauge Hotline at (321) 638-1492 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. 5/24/2017 332 PM EnergyGauge®USA-FlaRes2014 -Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 PROJECT Title: CUSTOM 3027 Bedrooms: 3 Address Type: Street Address Building Type: User Conditioned Area: 3027 Lot# Owner: GARY&JILLIENE GRAY Total Stories: 2 Block/SubDivision: #of Units: 1 Worst Case: No PlatBook: Builder Name: Rotate Angle: 0 Street: 825 SHERRY DRIVE Permit Office: ATLANTIC BEACH Cross Ventilation: County: DUVAL Jurisdiction: Whole House Fan: City, State,Zip: ATLANTIC BEACH, Family Type: Single-family FL, 32233 New/Existing: New(From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5% 2.5% Winter Summer Degree Days Moisture Range FL,Jacksonville FL—JACKSONVILLE—INT 2 32 93 70 75 1281 49 Medium BLOCKS Number Name Area Volume 1 Blockl 2106 21270.6 2 Block2 921 8381.1 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 2106 21270.6 Yes 2 1 1 Yes Yes Yes 2 2nd Floor 921 8381.1 No 2 2 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab-On-Grade Edge Insulatio Main 204 ft 0 2106 ft2 ___- 0 0 1 2 Floor Over Other Space 2nd Floor ---- ____ 893 ft2 0 0 0 1 3 Raised Floor 2nd Floor ____ ____ 28 ft2 19 1 0 0 ROOF Roof Gable Roof Solar SA Emitt Emit Deck Pitch # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Hip Metal 3279 ft2 0 ft2 Unfinishe 0.35 No 0.4 No 20 22.6 / ATTIC V # Type Ventilation Vent Ratio(1 in) Area RBS IRCC 1 Full attic Unvented 0 3027 ft2 N N 5/24/2017 332 PM EnergyGaugeO USA-FlaRes2014 Section R405 4 1 Compliant Software Page 9 of 5 FORM R405-2014 CEILING # Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic(Unvented) Main 0 Blown 1120 ft' 0 Wood 2 Under Attic(Unvented) 2nd Floor 0 Blown 1013 ft' 0 Wood WALLS Adjacent Space Cavity Width Height Sheathing Framing Solar Below \Z Ornt To Wall fie-- 1 S Exterior Face Brick-Wood Main 19 13 10 10 1 139.5 ft' 0 0 0.300000 0 _ 2 W Exterior Face Brick-Wood Main 19 6 0 10 1 60.5 ft' 0 0 0300000 0 3 S Exterior Face Brick-Wood Main 19 12 7 10 1 126.9 ft' 0 0 0.300000 0 _ 4 W Exterior Face Brick-Wood Main 19 6 0 10 1 60.5 ft' 0 0 0300000 0 5 S Exterior Face Brick-Wood Main 19 13 7 10 1 137.0 ft' 0 0 0.300000 0 6 W Exterior Face Brick-Wood Main 19 46 10 10 1 472.2 ft' 0 0 0.300000 0 7 N Exterior Face Brick-Wood Main 19 15 4 10 1 154.6 ft' 0 0 0.300000 0 _ 8 E Exterior Face Brick-Wood Main 19 3 0 10 1 30.3 ft' 0 0 0.300000 0 9 N Exterior Face Brick-Wood Main 19 6 6 10 1 65.5 ft' 0 0 0.300000 0 10 W Exterior Face Brick-Wood Main 19 2 4 10 1 23.5 ft' 0 0 0.300000 0 11 N Exterior Face Brick-Wood Main 19 11 2 10 1 112.6 ft' 0 0 0.300000 0 12 E Exterior Face Brick-Wood Main 19 2 4 10 1 23.5 ft' 0 0 0.300000 0 13 N Exterior Face Brick-Wood Main 19 7 10 10 1 79.0 ft' 0 0 0.300000 0 14 E Exterior Face Brick-Wood Main 19 55 5 10 1 558.8 ft' 0 0 0.300000 0 15 S Exterior Frame-Wood 2nd Floor 19 13 10 9 1 125.7 ft2 0 0.300000 0 16 W Exterior Frame-Wood 2nd Floor 19 6 0 9 1 54.5 ft' 0 0.300000 0 17 S Exterior Frame-Wood 2nd Floor 19 15 7 9 1 141.5 ft' 0 0.300000 0 18 W Exterior Frame-Wood 2nd Floor 19 5 7 9 1 50.7 ft' 0 0.300000 0 19 S Exterior Frame-Wood 2nd Floor 19 10 4 9 1 93.9 ft' 0 0.300000 0 20 S Exterior Frame-Wood 2nd Floor 19 3 10 9 1 34.8 ft' 0 0.300000 0 21 W Exterior Frame-Wood 2nd Floor 19 14 5 9 1 131.0 ft' 0 0.300000 0 22 N Exterior Frame-Wood 2nd Floor 19 1 7 9 1 14.4 ft' 0 0.300000 0 23 W Exterior Frame-Wood 2nd Floor 19 16 6 9 1 149.9 ft' 0 0.300000 0 24 N Exterior Frame-Wood 2nd Floor 19 14 11 9 1 135.5 ft2 0 0.300000 0 25 E Exterior Frame-Wood 2nd Floor 19 16 6 9 1 149.9 ft' 0 0.300000 0 213 N Exterior Frame-Wood 2nd Floor 19 25 11 9 1 235.4 ft' 0 0.300000 0 27 E Exterior Frame-Wood 2nd Floor 19 24 11 9 1 226.3 ft' 0 0.300000 0 DOORS # Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 Wood Main None .2 .1 .1 .1 ft' 5/24/2017 332 PM FnergyGnugedb USA-FlaRes2014 Section R405 4 1 Compliant Software Page 3 of 5 FORM R405-2014 WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang V # Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation IM Shade Screening 1 S 1 Vinyl Low-E Double Yes 0.33 0.24 18.0 ft' 1 ft4 in 12 ft 4 in Drapes/blinds Exterior 5 2 W 2 Vinyl Low-E Double Yes 0.33 0.24 18.0 ft' 18 ft 7 in 2 ft 1 in Drapes/blinds Exterior 5 3 S 3 Vinyl Low-E Double Yes 0.33 0.24 24.0 ft' 6 ft 0 in 2 ft 1 in Drapes/blinds Exterior 5 4 W 4 Vinyl Low-E Double Yes 0.33 0.24 18.0 ft2 14 ft 5 in 2 ft 1 in Drapes/blinds Exterior 5 5 S 5 Vinyl Low-E Double Yes 0.34 0.25 7.3 ft' 6 ft 0 in 2 ft 1 in Drapes/blinds Exterior 5 6 W 6 Vinyl Low-E Double Yes 0.33 0.24 18.0 ft' 1 ft 4 in 20 ft 4 in Drapestblinds Exterior 5 7 W 6 Vinyl Low-E Double Yes 0.33 0.24 18.0 ft' 1 ft 4 in 12 ft 4 in Drapes/blinds Exterior 5 8 W 6 Vinyl Low-E Double Yes 0.33 0.24 6.2 ft2 1 ft 4 in 1 ft 4 in Drapes/blinds Exterior 5 9 N 9 Vinyl Low-E Double Yes 0.33 0.24 36.0 ft2 1 ft 4 in 4 ft 1 in Drapes/blinds Exterior 5 10 N 9 Vinyl Low-E Double Yes 0.34 0.25 9.0 ft2 1 ft 4 in 2 ft 0 in Drapes/blinds Exterior 5 11 N 13 Vinyl Low-E Double Yes 0.33 0.24 36.0 ft' 1 ft 4 in 4 ft 1 in Drapes/blinds Exterior 5 12 N 13 Vinyl Low-E Double Yes 0.34 0.25 9.0 ft2 1 ft 4 in 2 ft 0 in Drapes/blinds Exterior 5 13 E 14 Vinyl Low-E Double Yes 0.34 0.21 96.0 ft2 9 ft 7 in 1 ft 4 in Drapes/blinds Exterior 5 14 E 14 Vinyl Low-E Double Yes 0.34 0.25 18.0 ft' 9 ft 7 in 2 ft 0 in Drapes/blinds Exterior 5 15 E 14 Vinyl Low-E Double Yes 0.34 0.25 6.0 ft' 1 ft 4 in 14 ft 6 in Drapestblinds Exterior 5 16 E 14 Vinyl Low-E Double Yes 0.34 0.21 24.0 ft2 1 ft 4 in 12 ft 4 in Drapes/blinds Exterior 5 17 S 15 Vinyl Low-E Double Yes 0.33 0.24 15.0 ft' 1 ft 4 in 2 It 1 in Drapes/blinds Exterior 5 18 W 16 Vinyl Low-E Double Yes 0.34 0.21 20.0 W 18 It 7 in 1 ft 4 in Drapes/blinds Exterior 5 19 S 17 Vinyl Low-E Double Yes 0.34 0.25 6.0 ft' 6 ft 0 in 1 ft 4 in Drapes/blinds Exterior 5 20 S 17 Vinyl Low-E Double Yes 0.34 0.25 6.0 ft' 6 ft 0 in 1 ft 4 in Drapes/blinds Exterior 5 21 S 17 Vinyl Low-E Double Yes 0.34 0.25 6.0 ft' 6 ft 0 in 1 ft 4 in Drapes/blinds Exterior 5 22 S 19 Vinyl Low-E Double Yes 0.34 0.21 20.0 ft' 12 ft 0 in 1 ft 4 in Drapes/blinds Exterior 5 23 S 20 Vinyl Low-E Double Yes 0.34 0.25 6.0 ft' 1 ft 4 in 1 ft 4 in Drapes/blinds Exterior 5 24 W 21 Vinyl Low-E Double Yes 0.34 0.25 6.0 ft' 1 ft 4 in 1 ft 4 in Drapes/blinds Exterior 5 25 W 21 Vinyl Low-E Double Yes 0.34 0.25 3.0 ft' 1 ft 4 in 1 ft 4 in Drapes/blinds Exterior 5 26 W 23 Vinyl Low-E Double Yes 0.33 0.34 10.0 ft2 1 ft 4 in 1 ft 4 in Drapes/blinds Exterior 5 27 W 23 Vinyl Low-E Double Yes 0.33 0.34 10.0 ft2 1 ft 4 in 1 ft 4 in Drapes/blinds Exterior 5 28 E 27 Vinyl Low-E Double Yes 0.34 0.25 6.0 W 1 ft 4 in 7 ft 4 in Drapes/blinds Exterior 5 INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000311 2471 135.65 255.12 .295 5 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump None HSPF:9 34.8 kBtu/hr 1 sys#1 2 Electric Heat Pump None HSPF:9 25 kBtu/hr 2 sys#2 5/24/2017 332 PM EnergyGaugeO USA-FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 6 FORM R405-2014 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit None SEER: 16 35.2 kBtulhr 1056 cfm 0.8 1 sys#1 2 Central Unit None SEER:17 24 kBtu/hr 800 cfm 0.79 2 sys#2 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Natural Gas Tankless Exterior 0.87 1 gal 60 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model# Collector Model# Area Volume FEF None None ft2 DUCTS --Supply-- -- Return--- Air CFM 25 CFM25 HVAC# # Location R-Value Area Location Area Leakage Type Handler TOT OUT Q RLF Heat Cool 1 Attic 6 203 ft2 Attic 109 ft2 Default Leakage Attic (Default) (Default) 1 1 2 Attic 6 153 ft2 Attic 70 ft2 Default Leakage Attic (Default) (Default) 2 2 TEMPERATURES Programabie Thermostat:Y Ceiling Fans: Cooling ff ]l Jan [( ]Feb (( ]]Mar [ ] r (( May (X]Jun (X]Jul Aug Se [ ]Oct Nov Dec He ati (X]Jan 4X� Feb EX]Mar [ ]Ar E May t ]Jun E ]Jul 4 A 9 Sep [_)Oct Id Nov Dec Venti [[[[[[ ]]]]Jan ]]Feb XX]] Mar [X] r ]]]Ma [ ]Jun ]Jul [ Au Se [[[X]Oct 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 6B 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 5/24/2017 3:32 PM EnergyGauge®USA-FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS: 825 SHERRY DRIVE Permit Number: ATLANTIC BEACH, FL,32233 MANDATORY REQUIREMENTS See individual code sections for full details. 401.3 Energy Performance Level(EPL)display card(MandatorYl. 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 Statues]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 compliance for the building.A copy of the EPL display card can be found in Appendix C. D R402.4 Air leakage(Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O 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 402.4.1.1,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 of not exceeding 5 air changes per hour in Climate Zones 1 and 2,and 3 air changes per hour in Climate Zones 3 through 8.Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g.(50 Pascals).Where required by the code official,testing shall be conducted by 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 anytime 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. O R402.4.2 Fireplaces. New wood-burning fireplaces shall have tight-fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air leakage.Windows,skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot(1.5 Us/m2),and swinging doors no more than 0.5 cfm per square foot(2.6 Us/m2),when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited,independent laboratory and listed and labeled by the manufacturer. Exception: Site-built windows,skylights and doors. O R402.4.4 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 E 283 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. R403.1.1 Thermostat provision(Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. O 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. 0 R403.2.2 Sealing(Mandatory)AII ducts,air handlers,and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers,shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post-construction or rough-in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes,or as authorized by Florida Statutes,to be"substantially leak free"by either of the following: 1. Post-construction test:Total leakage shall be less than or equal to 4 cfm(113 Umin)per 100 square feet(9.29 m2)of conditioned floor area when tested at a pressure differential of 0.1 inches w.g.(25 Pa)across the entire system,including the manufacturer's air handler enclosure.All register boots shall be taped or otherwise sealed during the test. 2. Rough-in test:Total leakage shall be less than or equal to 4 cfm(113 Umin)per 100 square feet(9.29 m2)of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa)across the system,including the manufacturer's air handler enclosure.All registers shall be taped or otherwise sealed during the test.If the air handler is not installed at the time of the test,total leakage shall be less than or equal to 3 cfm (85 Umin)per 100 square feet(9.29 m2)of conditioned floor area. Exceptions: 1. The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. 5/24/2017 3:32 PM EnergyGauge®USA-FlaRes2014 -Section R405.4.1 Com Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) 0 R403.2.3 Building Cavities(Mandatory). Building framing cavities shall not be used as ducts or plenums. 0 R403.3 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., R403.3.1 Protection of piping insulation. 0 R403.4.1 Circulating hot water systems(Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use. R403.4.3 Heat traps(Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3'%inches(89 mm)in the hot water distribution line and cold water line located as close as possible to the storage tank. ❑ R403.4.4 Water heater efficiencies(Mandatory). O R403A.4.1 Storage water heater temperature controls R403.4.4.1.1 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). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off.A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water heating systems to be turned off. O R403.4.4.2 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 met the criteria Section R403.4.4.2.1. R403A.4.2.1 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. p R403.5 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. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. p R403.6 Heating and cooling equipment(Mandatory). The following sections are mandatory for cooling and heating equipment. 0 R403.6.1 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 which affect equipment sizing.System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 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 403.6,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. 5/24/2017 3:32 PM EnergyGauge®USA-FlaRes2014 -Section R405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating-test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling-only equipment.This selection 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 temperature 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 multi-family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida-registered engineer,in attached single-and multi-family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 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 R403.6.1. O R403.6.1.3 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. ❑ R403.7 Systems serving multiple dwelling units(Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. ❑ R403.8 Snow melt 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 55°F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F. ❑ R403.9 Swimming pools,inground spas and portable spas(Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on-off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil-fired pool and spa heaters. All gas-and oil-fired pool and space 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 gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 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. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: • 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar-and waste-heat-recovery pool heating systems. 3. Where pumps are powered exclusively from on-site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed 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: Outdoor pools deriving over 70 percent of the energy for heating from site-recovered energy,such as a heat pump or solar energy source computed over an operating season. ❑ RR404.1 Lighting equipment(Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high-efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low-voltage lighting shall not be required to utilize high-efficacy lamps. O R404.1.1 Lighting equipment(Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights ❑ R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19.Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 512412017 332 PM EnergyGauge®USA-FlaRes2014 -Section R405.4.1 Com Page 3 of 3 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: CUSTOM 3027 Builder Name: Street: 825 SHERRY DRIVE Permit Office: ATLANTIC BEACH City, State,Zip: ATLANTIC BEACH,FL,32233 Permit Number: Design Location: FL,Jacksonville Jurisdiction: Cond. Floor Area:: 3027 sq.ft. Cond.Volume: 29652 cu ft. Envelope Leakage Test Results Leakage Characteristics Regression Data: C: n: R: Single or Multi Point Test Data CFM(50): HOUSE PRESSURE FLOW: ELA. 1 Pa cfm Eq LA: 2 Pa cfm ACH: 3 Pa cfm ACH(50): 4 Pa cfm 5 Pa cfm SLA: 6 Pa cfm R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2,3 air changes per hour in Climate Zones 3 through 8.Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals).Where required by the code official,testing shall be conducted by 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. 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 Where required by the code official, `'rf 1HE SxA p - . 6 performance results demonstrate compliance testing shall be conducted by an t 'Vo with Florida Energy Code requirements in approved third party.A written . �; accordance with Section R402.4.1.2. report of the results of the test shall be signed by the third party = t^- -z ; ' I d l conducting the test and provided to • ;.. SIGNATURE: the code official. PRINTED NAME: DATE: BUILDING OFFICIAL: DATE: 5/2412017 3:32 PM EnergyGauge®USA-FlaRes2014 -Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 ' TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: CUSTOM 3027 Builder Name: Street: 825 SHERRY DRIVE Permit Office: ATLANTIC BEACH City, State,Zip: ATLANTIC BEACH,FL,32233 Permit Number: Owner. GARY&JILLIENE GRAY Jurisdiction: Design Location: FL,Jacksonville COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exteriorthermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air-permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/doorjambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above-garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl Space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow 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 spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication 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. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 5/24/2017 3:32 PM EnergyGauge®USA-FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 -�- , OFFICE COPY PRODUCT APPROVAL INFORMATION SHEET FOR THE CITY OF ATLANTIC BEACH,FLORIDA Project Name: g 0(. — 1 n --1 e/�C� Permit #j J&P Project Address: Z ZS7 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.floridabuildin .or . Category/Subcategory Manufacturer Product Description Limitation of Use State# (� Local# A.EXTERIOR DOORS 1. Swinging 11.00tW2 �w 3. Sectional 4. Roll up �Ja qr Vim I cr ud 6? L7 D 5. Automatic 6. Other B.WINDOWS A I y4 I 1.141 1. Single hung %waver �v.y� W antic Ll ll_ 2. Horizontal slider0- V lit 9t,,JJO 2 3. Casement 4. Double hung 5. Fixed 6. Awning 7. Pass-through 8. Projected 9. Mullion 10. Wind breaker 11. Dual action 12. Other Category/Subcategory Manufacturer Product Description Limitation of Use State# Local# C. PANEL WALL 1. Siding aw•c - , 1.. l3 2_,6 S 2. Soffits 3. EIFS 4. Storefronts 5. Curtain walls 6. Wall louv 7. Glass ock 8. M bran 9 reenhouse 0. Synthetic stucco 11. Other D. ROOFING PRODUCTS 1. Asphalt shingles 2. Underlayments or I 3. Roofing fasteners 4. Nonstructural metal 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 tile adhesive 16. Spray applied polyurethane roof � y 17. Other Category/Subcategory Manufacturer Product Description Limitation of Use St # Local# E. SHUTTERS 1. Accordion 2. Bahama 3. Storm panels 4. Colonial 5. Roll-up 6. Equipment 7. Other F. STRUCTURAL COMPONENTS 1. Wood connector/anchor 2. Truss plates 3. Engineered lumber 4. Railing 5. Coolers-freezers 6. Concrete admixtures 7. Material 8. Insulation forms 9. Plastics 10. Deck-roof 11. Wall 12. Sheds 13. Other G. SKYLIGHTS 1. Skylight 2. Other Category/Subcategory Manufacturer Product Description Limitation of Use State# Local# H. NEW EXTERIOR ENVELOPE PRODUCTS 1. 2. 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) er- (Signature) CompanyName: ✓a —Y Csy,., Mailing Address: City:_L„c State: Zip Code: 3.Z �SL7 Telephone Number: ( 6741) Z.d g 2 vd v Fax Number: (70 cc ) 200— 2c) 2 y Cell Phone Number:I'QSJ z— 2-77 3 L( E-mail Address: ,� ��.,✓r1 ✓�cI/Q•/� (-�+--• �-GYM..,/��✓��c rte.�. G d�.�- Florida Building Code Online Page 1 of 3 Business & Professional Regulation r= BCIS Home , Log In . User Registration i Hot Topics Submit Surcharge Stats&Facts Publications 1 FBC Stall BCIS Site Map Links Search Fbnda f, � Product Approval USER:Public User Product Approval Menu>Product or ADDllcation Search>Application List>Application Detail • FL# FL17798 Application Type New Code Version 2014 Application Status Approved *Approved by DBPR.Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived L Product Manufacturer Masonite International Address/Phone/Email 1955 Powis Road West Chicago,IL 60185 (800)663-3667 sschreiber@masonite.com Authorized Signature Steve Schreiber sschreiber@masonite.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency National Accreditation&Management Institute Validated By National Accreditation&Management Institute Referenced Standard and Year(of Standard) Standard Year TAS 202 1994 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 06/12/2015 Date Validated 06/15/2015 Date Pending FBC Approval Date Approved 06/21/2015 https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgs%2bbt23mL8... 5/23/2017 Florida Building Code Online Page 2 of 3 Summary of Products FL# Model,Number or Name Description 17798.1 Fir Wood Side-Hinged Door Unit 6'-8"Single or Double Opaque Inswing Door w/or w/o Sidelites Limits of Use Certification Agency Certificate Approved for use in HVHZ:Yes FL17798 RO C CAC N1006721.02.odf Approved for use outside HVHZ:Yes Quality Assurance Contract Expiration Date Impact Resistant: No 12/31/2020 Design Pressure: +50.0/-55.0 Installation Instructions Other: Evaluated for use in locations adhering to the FL17798 RO II FLO155.1)df Florida Building Code including the High Velocity Hurricane Verified By: National Accreditation&Management Institute Zone,and where pressure requirements as determined by Created by Independent Third Party: ASCE 7,Minimum Design Loads for Buildings and Other Evaluation Reports Structures,does not exceed the pressures listed.When large FL17798 RO AE 502B.Odf missile impact resistance is required,hurricane protective Created by Independent Third Party: Yes system is required. See DWG-MA-FLO155-06 for additional details. 17798.2 Fir Wood Side-Hinged Door Unit 6'-8"Single or Double Opaque Outswing Door w/or w/o Sidelites Limits of Use Certification Agency Certificate Approved for use in HVHZ:Yes FL17798 RO C CAC NIO06721.02.1)df Approved for use outside HVHZ:Yes Quality Assurance Contract Expiration Date Impact Resistant: No 12/31/2020 Design Pressure:+55.0/-55.0 Installation Instructions Other:Evaluated for use in locations adhering to the FL17798 RO II FL0155.odf Florida Building Code including the High Velocity Hurricane Verified By: National Accreditation&Management Institute Zone,and where pressure requirements as determined by Created by Independent Third Party: ASCE 7,Minimum Design Loads for Buildings and Other Evaluation Reports Structures,does not exceed the pressures listed.When large FL17798 RO AE 502B.odf missile impact resistance is required,hurricane protective Created by Independent Third Party: Yes system is required. See DWG-MA-FLO155-06 for additional details. 17798.3 Fir Wood Side-Hinged Door Unit 6'-8"Single or Double Glazed Inswing Door w/or w/o Sidelites Limits of Use Certification Agency Certificate Approved for use in HVHZ:Yes FL17798 RO C CAC N1006721.01.Ddf Approved for use outside HVHZ:Yes Quality Assurance Contract Expiration Date Impact Resistant: No 12/31/2020 Design Pressure: +47.5/-47.5 Installation Instructions Other: Evaluated for use in locations adhering to the FL17798 RO II FL0156.odf Florida Building Code including the High Velocity Hurricane Verified By: National Accreditation&Management Institute Zone,and where pressure requirements as determined by Created by Independent Third Party: ASCE 7, Minimum Design Loads for Buildings and Other Evaluation Reports Structures,does not exceed the pressures listed.When large FL17798 RO AE 502B.Ddf missile impact resistance is required,hurricane protective Created by Independent Third Party: Yes system is required.See DWG-MA-FLO156-06 for additional details. 17798.4 Fir Wood Side Hinged Door Unit 6'-8"Single or Double Glazed Outswing Door w/or w/o Sidelites Limits of Use Certification Agency Certificate Approved for use in HVHZ:Yes FL17798 RO C CAC NI006721.01.Ddf Approved for use outside HVHZ:Yes Quality Assurance Contract Expiration Date Impact Resistant:No 12/31/2020 Design Pressure: +47.5/-47.5 Installation Instructions Other:Evaluated for use in locations adhering to the FL17798 RO II FLO156.odf Florida Building Code including the High Velocity Hurricane Verified By: National Accreditation IN Management Institute Zone,and where pressure requirements as determined by Created by Independent Third Party: ASCE 7,Minimum Design Loads for Buildings and Other Evaluation Reports Structures,does not exceed the pressures listed.When large FL17798 RO AE 502B.Ddf missile impact resistance is required,hurricane protective Created by Independent Third Party: Yes system is required.See DWG-MA-FLO156-06 for additional details. Baric Next Contact Us::2601 Blair Stone Road.Tallahassee FL 32399 Phone:850-487-1824 The State of Florida is an AA/EEO employer.Copyright 2007-2013 State of Florida.::Privacy statement::Accessibility Statement::Refund Statement Under Florida law,email addresses are public records.If you do not want your e-mail address released in response to a public-records request,do not send electronic mail to this entity.Instead,contact the office by phone or by traditional mail.If you have any questions,please contact 850.487.1395.-Pursuant to Section 455.275(1),Florida statutes,effective October 1,2012,licensees licensed under Chapter 455,F.S.must provide the Department with an email address if they have one.The emails provided may be used for official communication with the licensee.However email addresses are public record.If you do not wish to supply a personal address,please provide the Department with an email address which can be made available to the public.To determine if you are a licensee under Chapter 455,F.S.,please click here_. Product Approval Accepts: https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDqs%2bbt23mL 8... 5/23/2017 Florida Building Code Online Page 3 of 3 ® ® °--� 0 credit Card Safe .4 httt)s://www.floridabuildin2.orv-/pr/pr app dtl.aspx?varam=wGEVXQwtDgs%2bbt23mL8... 5/23/2017 Florida Building Code Online /`1 _ Page 1 of 4 iYtli X11 1 r . Regula tion DCIS Home Log In ' User Registration Hot Topic Submit Surcharge Stats&Facts Publications FBC Staff f SCIS Site Map Links Search Honda d"" pr Product Approval USER:Public User u5 cl: CYTiSTY AQl!' Product Approval Menu>Product or ADDlication Search>Application List>Application Detail FL# FL8228-R7 • Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived l Product Manufacturer Masonite International Address/Phone/Email 1955 Powis Road West Chicago,IL 60185 (800)663-3667 sschreiber@masonite.com Authorized Signature Steve Schreiber sschreiber@masonite.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency National Accreditation&Management Institute Validated By National Accreditation&Management Institute Referenced Standard and Year(of Standard) Standard Year ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 TAS 202 1994 Equivalence of Product Standards Certified By L/I I affirm that there are no changes in the new Florida Building Code which affect my product(s)and my product(s) are in compliance with the new Florida Building Code. Documentation from approved Evaluation or Validation Entity C;Yes No L,N/A Product Approval Method Method 1 Option A httt)s://www.floridabuildina.orp,/pr/pr app dtl.aspx?param=wGEVXQwtDquftCwaMPtp3... 5/23/2017 Florida Building Code Online Page 2 of 4 Date Submitted 04/29/2015 Date Validated 04/29/2015 Date Pending FBC Approval Date Approved 05/04/2015 Summary of Products FL# Model,Number or Name Description 8228.1 Fiberglass Side-Hinged Door Unit 6'-8"Opaque I/S and 0/S Single Door Limits of Use Certification Agency Certificate Approved for use in HVHZ:Yes FL8228 R7 C CAC NI006900.01.0f Approved for use outside HVHZ:Yes Quality Assurance Contract Expiration Date Impact Resistant:Yes 12/31/2020 Design Pressure: +85.0/-85.0 Installation Instructions Other:Evaluated for use in locations adhering to the FL8228 R7 II FL0160Dx.i)df Florida Building Code including the High Velocity Hurricane Verified By: National Accreditation&Management Institute Zone,and where pressure requirements as determined by Created by Independent Third Party: ASCE 7,does not exceed the design pressures listed.3'-0"x Evaluation Reports 6'-8"max nominal size. Hurricane protective system FL8228 R7 AE 504A.pdf required in HVHZ,but not required in the Wind Borne Debris Created by Independent Third Party: Yes Region.See DWG-MA-FLO160-07 for additional information. 8228.2 Fiberglass Side-Hinged Door Unit 8'-0"Opaque I/S and O/S Single Door Limits of Use Certification Agency Certificate Approved for use in HVHZ:Yes FL8228 R7 C CAC NI006900.02.1)df Approved for use outside HVHZ:Yes Quality Assurance Contract Expiration Date Impact Resistant:Yes 12/31/2020 Design Pressure: +70.0/-70.0 Installation Instructions Other: Evaluated for use in locations adhering to the FL8228 R7 II FL0161Dx.pdf Florida Building Code including the High Velocity Hurricane Verified By: National Accreditation&Management Institute Zone,and where pressure requirements as determined by Created by Independent Third Party: ASCE 7,does not exceed the design pressures listed.3'-0"x Evaluation Reports 8'-0"max nominal size. Hurricane protective system FL8228 R7 AE 503A.Ddf required in HVHZ,but not required in the Wind Borne Debris Created by Independent Third Party: Yes Region.See DWG-MA-FLO161-07 for additional information. 8228.3 Fiberglass Side-Hinged Door Unit 6'-8"Opaque Inswing Single or Double Door w/or w/o Sidelites Limits of Use Certification Agency Certificate Approved for use in HVHZ:Yes FL8228 R7 C CAC N]006900.01.pdf Approved for use outside HVHZ:Yes Quality Assurance Contract Expiration Date Impact Resistant:Yes 12/31/2020 Design Pressure:+50.5/-50.5 Installation Instructions Other: Evaluated for use in locations adhering to the FL8228 R7 II FL0160Dx.pdf Florida Building Code including the High Velocity Hurricane Verified By: National Accreditation&Management Institute Zone,and where pressure requirements as determined by Created by Independent Third Party: ASCE 7,does not exceed the design pressures listed. 12'-0" Evaluation Reports x 6'-8"max nominal size. Hurricane protective system FL8228 R7 AE 502A.pdf required in HVHZ,but not required in the Wind Borne Debris Created by Independent Third Party: Yes Region.See DWG-MA-FLO160-07 for additional information. 8228.4 Fiberglass Side-Hinged Door Unit 6'-8"Opaque Outswing Single or Double Door w/or w/o Sidelites Limits of Use Certification Agency Certificate Approved for use in HVHZ:Yes FL8228 R7 C CAC NI006900.01.1)df Approved for use outside HVHZ:Yes Quality Assurance Contract Expiration Date Impact Resistant:Yes 12/31/2020 Design Pressure:+55.0/-50.5 Installation Instructions Other:Evaluated for use in locations adhering to the FL8228 R7 II FL0160Dx.Ddf Florida Building Code including the High Velocity Hurricane Verified By: National Accreditation&Management Institute Zone,and where pressure requirements as determined by Created by Independent Third Party: ASCE 7,does not exceed the design pressures listed. 12'-0" Evaluation Reports x 6'-8"max nominal size. Hurricane protective system FL8228 R7 AE 502A.odf required in HVHZ,but not required in the Wind Borne Debris Created by Independent Third Party: Yes Region.See DWG-MA-FLO160-07 for additional information. 8228.5 Fiberglass Side Hinged Door Unit 8'-0"Opaque Inswing Single or Double Door w/or w/o Sidelites Limits of Use Certification Agency Certificate Approved for use in HVHZ:Yes FL8228 R7 C CAC NI006900.02.Ddf Approved for use outside HVHZ:Yes Quality Assurance Contract Expiration Date Impact Resistant:Yes 12/31/2020 Design Pressure: +50.5/-50.5 Installation Instructions Other: Evaluated for use in locations adhering to the FL8228 R7 II FL0161Dx.Ddf Florida Building Code including the High Velocity Hurricane Verified By: National Accreditation&Management Institute Zone,and where pressure requirements as determined by Created by Independent Third Party: https://www.floridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDquftCwaMPtp3... 5/23/2017 Florida Building Code Online Page 3 of 4 _ ASCE 7,does not exceed the design pressures listed. 12'-0" Evaluation Reports x 8'-0"max nominal size. Hurricane protective system FL8228 R7 AE 501A.Ddf required in HVHZ,but not required in the Wind Borne Debris Created by Independent Third Party: Yes Region. See DWG-MA-FLO161-07 for additional information. 8228.6 Fiberglass Side-Hinged Door Unit 8'-0"Opaque Outswing Single or Double Door w/or w/o Sidelites Limits of Use Certification Agency Certificate Approved for use in HVHZ:Yes FL8228 R7 C CAC N1006900.02.Ddf Approved for use outside HVHZ:Yes Quality Assurance Contract Expiration Date Impact Resistant:Yes 12/31/2020 Design Pressure: +55.0/-50.5 Installation Instructions Other:Evaluated for use in locations adhering to the FL8228 R7 II FL0161Dx.Ddf Florida Building Code including the High Velocity Hurricane Verified By: National Accreditation&Management Institute Zone,and where pressure requirements as determined by Created by Independent Third Party: ASCE 7,does not exceed the design pressures listed. 12'-0" Evaluation Reports x 8'-0"max nominal size. Hurricane protective system FL8228 R7 AE 501A.Ddf required in HVHZ,but not required in the Wind Borne Debris Created by Independent Third Party:Yes Region.See DWG-MA-FLO161-07 for additional information. 8228.7 Fiberglass Side-Hinged Door Unit 6'-8"Glazed Inswing Single or Double Door w/or w/o Sidelites Limits of Use Certification Agency Certificate Approved for use in HVHZ:Yes FL8228 R7 C CAC N1006900.03.Ddf Approved for use outside HVHZ:Yes Quality Assurance Contract Expiration Date Impact Resistant:No 12/31/2020 Design Pressure: +52.0/-52.0 Installation Instructions Other: Evaluated for use in locations adhering to the FL8228 R7 II FL0162Dx.Ddf Florida Building Code including the High Velocity Hurricane Verified By: National Accreditation&Management Institute Zone,and where pressure requirements as determined by Created by Independent Third Party: ASCE 7,does not exceed the design pressures listed. 12'-0" Evaluation Reports x 6'-8"max nominal size. Hurricane protective system FL8228 R7 AE 502A.Ddf required in HVHZ and the Wind Borne Debris Region.See Created by Independent Third Party:Yes DWG-MA-FLO162-07 for additional information. 8228.8 Fiberglass Side-Hinged Door Unit 6'-8"Glazed Outswing Single or Double Door w/or w/o Sidelites Limits of Use Certification Agency Certificate Approved for use in HVHZ:Yes FL8228 R7 C CAC NI006900.03.Ddf Approved for use outside HVHZ:Yes Quality Assurance Contract Expiration Date Impact Resistant:No 12/31/2020 Design Pressure: +55.0/-55.0 Installation Instructions Other: Evaluated for use in locations adhering to the FL8228 R7 II FL0162Dx.Ddf Florida Building Code including the High Velocity Hurricane Verified By: National Accreditation&Management Institute Zone,and where pressure requirements as determined by Created by Independent Third Party: ASCE 7,does not exceed the design pressures listed. 12'-0" Evaluation Reports x 6'-8"max nominal size. Hurricane protective system FL8228 R7 AE 502A.Ddf required in HVHZ and the Wind Borne Debris Region.See Created by Independent Third Party:Yes DWG-MA-FLO162-07 for additional information. 8228.9 Fiberglass Side-Hinged Door Unit 8'-0"Glazed Inswing Single or Double Door w/or w/o Sidelites Limits of Use Certification Agency Certificate Approved for use in HVHZ:Yes FL8228 R7 C CAC NI006900.04.Ddf Approved for use outside HVHZ:Yes Quality Assurance Contract Expiration Date Impact Resistant:No 12/31/2020 Design Pressure: +40.0/-45.0 Installation Instructions Other:Evaluated for use in locations adhering to the FL8228 R7 II FL0163Dx.Ddf Florida Building Code including the High Velocity Hurricane Verified By: National Accreditation&Management Institute Zone,and where pressure requirements as determined by Created by Independent Third Party: ASCE 7,does not exceed the design pressures listed. 12'-0" Evaluation Reports x 8'-0"max nominal size. Hurricane protective system FL8228 R7 AE 501A.DdF required in HVHZ and the Wind Borne Debris Region.See Created by Independent Third Party:Yes DWG-MA-FLO163-07 for additional information. 8228.10 Fiberglass Side-Hinged Door Unit 8'-0"Glazed Outswing Single or Double Door w/or w/o Sidelites Limits of Use Certification Agency Certificate Approved for use in HVHZ:Yes FL8228 R7 C CAC NI006900.04.Ddf Approved for use outside HVHZ:Yes Quality Assurance Contract Expiration Date Impact Resistant:No 12/31/2020 Design Pressure: +43.0/-47.0 Installation Instructions Other:Evaluated for use in locations adhering to the FL8228 R7 II FL0163Dx.Ddf Florida Building Code including the High Velocity Hurricane Verified By: National Accreditation&Management Institute Zone,and where pressure requirements as determined by Created by Independent Third Party: ASCE 7,does not exceed the design pressures listed. 12'-0" Evaluation Reports x 8'-0"max nominal size.Hurricane protective system FL8228 R7 AE 501A.Ddf required in HVHZ and the Wind Borne Debris Region.See Created by Independent Third Party: Yes DWG-MA-FLO163-07 for additional information. https://www.floridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDquftCwaMPtp3... 5/23/2017 Florida Building Code Online Page 4 of 4 _ 8228.11 Fiberglass Side-Hinged Door Unit 6'-8"Impact Glazed Inswing Single or Double Door w/or w/o Sidelites Limits of Use Certification Agency Certificate Approved for use in HVHZ:No FL8228 R7 C CAC N1006900.05.pdf Approved for use outside HVHZ:Yes Quality Assurance Contract Expiration Date Impact Resistant:Yes 12/31/2020 Design Pressure:+52.0/-52.0 Installation Instructions Other: Evaluated for use in locations adhering to the FL8228 R7 H FL0162Dx.pdf Florida Building Code not including the High Velocity Verified By: National Accreditation&Management Institute Hurricane Zone,and where pressure requirements as Created by Independent Third Party: determined by ASCE 7 do not exceed the design pressures Evaluation Reports listed. 12'-0"x 6'-8"max nominal size.See DWG-MA- FL8228 R7 AE 502A.Ddf FLO162-07 for additional information. Created by Independent Third Party:Yes 8228.12 Fiberglass Side-Hinged Door Unit 6'-8"Impact Glazed Outswing Single or Double Door w/or w/o Sidelites Limits of Use Certification Agency Certificate Approved for use in HVHZ:No FL8228 R7 C CAC NI006900.05.Ddf Approved for use outside HVHZ:Yes Quality Assurance Contract Expiration Date Impact Resistant:Yes 12/31/2020 Design Pressure:+55.0/-55.0 Installation Instructions Other: Evaluated for use in locations adhering to the FL8228 R7 II FL0162Dx.pdf Florida Building Code not including the High Velocity Verified By: National Accreditation&Management Institute Hurricane Zone,and where pressure requirements as Created by Independent Third Party: determined by ASCE 7 do not exceed the design pressures Evaluation Reports listed. 12'-0"x 6'-8"max nominal size.See DWG-MA- FL8228 R7 AE 502A.Ddf FLO162-07 for additional information. Created by Independent Third Party: Yes 8228.13 Fiberglass Side-Hinged Door Unit 8'-0"Impact Glazed Inswing Single or Double Door w/or w/o Sidelites Limits of Use Certification Agency Certificate Approved for use in HVHZ:No FL8228 R7 C CAC NI006900.06.odf Approved for use outside HVHZ:Yes Quality Assurance Contract Expiration Date Impact Resistant:Yes 12/31/2020 Design Pressure: +40.0/-45.0 Installation Instructions Other:Evaluated for use in locations adhering to the FL8228 R7 II FL0163Dx.pdf Florida Building Code not including the High Velocity Verified By: National Accreditation&Management Institute Hurricane Zone,and where pressure requirements as Created by Independent Third Party: determined by ASCE 7 do not exceed the design pressures Evaluation Reports listed. 12'-0"x 8'-0"max nominal size.See DWG-MA- FL8228 R7 AE 501A.ndf FLO163-07 for additional information. Created by Independent Third Party:Yes 8228.14 Fiberglass Side-Hinged Door Unit 8'-0"Impact Glazed Clutswing Single or Double Door w/or w/o Sidelites Limits of Use Certification Agency Certificate Approved for use in HVHZ:No FL8228 R7 C CAC NI006900.06.Ddf Approved for use outside HVHZ:Yes Quality Assurance Contract Expiration Date Impact Resistant:Yes 12/31/2020 Design Pressure: +43.0/-47.0 Installation Instructions Other: Evaluated for use in locations adhering to the FL8228 R7 II FL0163Dx.pdf Florida Building Code not including the High Velocity Verified By: National Accreditation&Management Institute Hurricane Zone,and where pressure requirements as Created by Independent Third Party: determined by ASCE 7 do not exceed the design pressures Evaluation Reports listed. 12'-0"x 8'-0"max nominal size.See DWG-MA- FL8228 R7 AE 501A.Ddf FLO163-07 for additional information. Created by Independent Third Party:Yes Back Next Contact Us::2601 Blair Stone Road.Tallahassee FL 32399 Phone:850-487-1824 The State of Florida is an AA/EEO employer.Copyright 2007-2013 State of Florida.::Privacy Statement::Accessibility Statement::Refund Statement Under Florida law,email addresses are public records.If you do not want your e-mail address released in response to a public-records request,do not send electronic mail to this entity.Instead,contact the office by phone or by traditional mail.If you have any questions,please contact 850.487.1395.-Pursuant to Section 455.275(1),Florida Statutes,effective October 1,2012,licensees licensed under Chapter 455,F.S.must provide the Department with an email address if they have one.The emails provided may be used for official communication with the licensee.However email addresses are public record.If you do not wish to supply a personal address,please provide the Department with an email address which can be made available to the public.To determine if you are a licensee under Chapter 455,F.S.,please click here. Product Approval Accepts: Credit Card Safe httns://www.floridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDquftCwaMPtp3... 5/23/2017 riunua J3unu►ng li vnlnlc , agc i V1 Business & Professional Regulation SCIS Home Log In User Registration Hot Topics Submit Surcharge Stats 6 Facts Publications FaC Staff SCIS Site Map Links Search rl Product ApprovaltlUSER:Public User pr Product Approval Menu>Product or ADDlication Search>Application List>Application Detail FL# FL14911-R7 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Silverline Building Products Corp. Address/Phone/Email One Silverline Drive North Brunswick,NJ 08902 (800)234-4228 Ext 4644 Jonberrlan@slbp.com Authorized Signature Vivian Wright rickw@rwbidgconsultants.com Technical Representative ]on Berrian Address/Phone/Email One Silverline Drive North Brunswick,NJ 08902 (732)435-1000 )onberrian@slbp.com Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Single Hung Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer ;J Evaluation Report-Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F.Schmidt,P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity Window and Door Manufacturers Association-QA Quality Assurance Contract Expiration Date 06/03/2021 Validated By Ryan J. King, P.E. ✓ Validation Checklist-Hardcopy Received Certificate of Independence FL14911 R7 COI Certificate Of Independence(2)pdf Referenced Standard and Year(of Standard) Standard Year AAMA/W DMA/CSA/101/I.S.2/A440 2008 AAMA/WDMA/CSA/101/I.S.2/A440 2011 ASTM D1929 1996 ASTM D2843 1993 ASTM D635 1996 ASTM D638 1996 ASTM E1886 2005 ASTM E1996 2009 ASTM G26 1995 TAS 201,202 and 203 1994 https://www.floridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDquZRj 59`/o2fDrx... 5/4/2017 Horida building lode Vnllne rage 01 Equivalence of Product Standards ' Certified By Florida Licensed Professional Engineer or Architect EL14 11 R7 Eauiv EQgivalency Of Standards.adf Sections from the Code Product Approval Method Method 1 Option D Date Submitted 04/02/2015 Date Validated 04/13/2015 Date Pending FBC Approval 04/16/2015 Date Approved 06/23/2015 Summary of Products Go to Page i31 O Page 1/2 {� FL# Model,Number or Name Description 14911.1 a.S 2900/4900-M 2901/4901 Single Hung Extruded Vinyl Window with Nailing Fin Limits of Use Installation Instructions Approved for use in HVHZ: No FL14911 R7 II Inst 14911 1 odf Approved for use outside HVHZ:Yes Verified By: Lyndon F.Schmidt,P.E.43409 Impact Resistant:No Created by Independent Third Party: Yes Design Pressure:N/A Evaluation Reports Other:See INST 14911.1 for Design Pressure Ratings,any FL14911 R7 AE Eval 14911 1 odf additional use limitations,installation instructions and Created by Independent Third Party: Yes product particulars. 14911.2 b.S 2900/4900- M 2901/4901 "Oriel'Extruded Vinyl Single Hung Window with Nailing Fin Limits of Use Installation Instructions Approved for use in HVHZ: No FL14911 R7 II Inst 14911.2.odf Approved for use outside HVHZ:Yes Verified By: Lyndon F.Schmidt,P.E.43409 Impact Resistant:No Created by Independent Third Party: Yes Design Pressure:N/A Evaluation Reports Other:See INST 14911.2 for Design Pressure Ratings,any FL14911 R7 AE Eval 14911.2.0df additional use limitations,installation Instructions and Created by Independent Third Party: Yes product particulars. 14911.3 c.Series 2900/4900 Models Single Hung Extruded Vinyl Window with Nailing Fin 1290114901 "Weather Stopper" Limits of Use Installation Instructions Approved for use in HVHZ:No FL14911 R7 II Inst 14911.3.odf Approved for use outside HVHZ:Yes Verified By: Lyndon F.Schmidt,P.E.43409 Impact Resistant:Yes Created by Independent Third Party:Yes Design Pressure:N/A Evaluation Reports Other:See INST 14911.3 for Design Pressure Ratings,any FL14911 R7 AE Eval 14911.3.odf additional use limitations,Installation instructions and Created by Independent Third Party:Yes product particulars. (Note-See 14911.24 for Wind Zone 4 and HVHZ Impact Product) 14911.4 d.S 2900/4900- M 2902/4902 Twin-Single Hung Continuous Head and Sill Extruded Vinyl Window with Nailing Fin Limits of Use Installation Instructions Approved for use in HVHZ: No FL14911 R7 H Inst 14911.4.odf Approved for use outside HVHZ:Yes Verified By: Lyndon F.Schmidt,P.E.43409 Impact Resistant:No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other:See INST 14911.4 for Design Pressure Ratings,any FL14911 R7 AE Eval 14911 4 odf additional use limitations,installation Instructions and Created by Independent Third Party: Yes product particulars. 14911.5 e. S 2900/4900-M 2903/4903 Triple-Single Hung Continuous Head and Sill Extruded Vinyl Window with Nalling Fin Limits of Use Installation Instructions Approved for use in HVHZ:No FL14911 R7 II Inst 14911.5.odf Approved for use outside HVHZ:Yes Verified By: Lyndon F.Schmidt,P.E.43409 Impact Resistant:No Created by Independent Third Party: Yes Design Pressure:N/A Evaluation Reports Other:See INST 14911.5 for Design Pressure Ratings,any FL14911 R7 AE Eval 14911.5.odf additional use limitations, Installation Instructions and Created by Independent Third Party: Yes product particulars. https://www.floridabui lding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquZRj 59%2fDrx... 5/4/2017 Florida Building lode Online rage w 14911.6 f. 5 2900/4900 -M 2901/4901 Single Hung Extruded Vinyl Window-Flange with Strap Anchor on Sill Limits of Use Installation Instructions Approved for use in HVHZ: No FL7— R7 II lust 14911.6.odf Approved for use outside HVHZ:Yes Verified By: Lyndon F.Schmidt,P.E.43409 Impact Resistant:No Created by Independent Third Party: Yes Design Pressure:N/A Evaluation Reports Other:See INST 14911.6 for Design Pressure Ratings,any FL14911 R7 AE Eval 14911.6.0f additional use limitations,installation instructions and Created by Independent Third Party: Yes product particulars. 14911.7 g. S 2900/4900- M 2902/4902 Twin-Single Hung Continuous Head and Sill Extruded Vinyl Window-Flange with Strap Anchor on Sill Limits of Use Installation Instructions Approved for use in HVHZ: No FL14911 R7 11 INST 14911 7 odf Approved for use outside HVHZ:Yes Verified By: Lyndon F.Schmidt,P.E.43409 Impact Resistant:No Created by Independent Third Party: Yes Design Pressure:N/A Evaluation Reports Other:This Product is No Longer Offered by Silverline FL14911 R7 AE EVAL 14911 7 odf Building Products,Corporation(See 14911.7-2010 FBC Created by Independent Third Party: Yes version for Historical Documents regarding this Approval) 14911.8 h. S 2900/4900-M 2903/4903 Triple-Single Hung Continuous Head and Sill Extruded Vinyl Window-Flange with Strap Anchor on Sill Limits of Use Installation Instructions Approved for use in HVHZ: No FL14911 R7 II INST I 911.8.odf Approved for use outside HVHZ:Yes Verified By: Lyndon F.Schmidt,P.E.43409 Impact Resistant:No Created by Independent Third Party: Yes Design Pressure:N/A Evaluation Reports Other:This Product is No Longer Offered by Silverline FL14911 R7 AE EVAL 14911.8.odf Building Products,Corporation(See 14911.8-2010 FBC Created by Independent Third Party: Yes version for Historical Documents regarding this Approval) 14911.9 i.Series 2900/4900 Models Extruded Vinyl Single Hung Window 2901/4901 "Weather Stopper" Limits of Use Installation Instructions Approved for use in HVHZ: No FL14911 R7 II Inst 14911 9 odf Approved for use outside HVHZ:Yes Verified By: Lyndon F.Schmidt, P.E.43409 Impact Resistant:Yes Created by Independent Third Party: Yes Design Pressure:N/A Evaluation Reports Other:See INST 14911.9 for Design Pressure Ratings,any FL14911 R7 AE Eval 14911 9 Ddf additional use limitations, Installation instructions and Created by Independent Third Party: Yes product particulars.(Note-See 14911.25 for Wind Zone 4 and HVHZ Impact Product) 14911.10 J.Series 2000/Model 2001 Extruded Vinyl Single Hung Window Limits of Use Installation Instructions Approved for use in HVHZ: No FL14911 R7 II Inst 14911 10 odf Approved for use outside HVHZ:Yes Verified By: Lyndon F.Schmidt,P.E.43409 Impact Resistant:No Created by Independent Third Party: Yes Design Pressure:N/A Evaluation Reports Other:See INST 14911.10 for Design Pressure Ratings, FL14911 R7 AE Eval 14911 10 ndf any additional use limitations,installation Instructions and Created by Independent Third Party: Yes product particulars. 14911.11 k.Series 2000/Model 2002 Extruded Vinyl Twin Single Hung Window(Continuous Head and Sill with Integral Mullion) Limits of Use Installation Instructions Approved for use in HVHZ:No FL14911 R7 II Inst 14911.11.odf Approved for use outside HVHZ:Yes Verified By: Lyndon F. Schmidt, P.E.43409 Impact Resistant:No Created by Independent Third Party:Yes Design Pressure:N/A Evaluation Reports Other:See INST 14911.11 for Design Pressure Ratings, FL14911 R7 AE Eval 14911 11 odf any additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. 14911.12 I.Series 2000/Model 2003 Extruded Vinyl Triple Single Hung Window(Continuous Head and Sill with Integral Mullion) Limits of Use Installation Instructions Approved for use in HVHZ: No FL14911 R7 11 Inst 14911.12.odf Approved for use outside HVHZ:Yes Verified By: Lyndon F.Schmidt,P.E.43409 Impact Resistant:No Created by Independent Third Party: Yes Design Pressure:N/A Evaluation Reports Other:See INST 14911.12 for Design Pressure Ratings, FL14911 R7 AE Eval 14911.12 odf any additional use limitations, Installation instructions and Created by Independent Third Party: Yes product particulars. https://www.floridabui lding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquZRj 59%2fDrx... 5/4/2017 I,lorida Building lode Online 14911.13 m. Series 2100/Model 2111 Extruded Vinyl Single Hung Window-Flange Limits of Use Installation Instructions ` Approved for use in HVHZ: No FL14911 R7 11 Inst 14911 13 odf Approved for use outside HVHZ:Yes Verified By: Lyndon F.Schmidt,P.E.43409 Impact Resistant:No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other:See INST 14911.13 for Design Pressure Ratings, FL14 I R7 AE Eval I 911_13.odf any additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. 14911.14 n. Series 2200/2300-Model Extruded Vinyl Single Hung Window-Nailing Fin 12201/2301 Limits of Use Installation Instructions Approved for use in HVHZ: No FL14911 R7 11 Inst 14911.14.odf Approved for use outside HVHZ:Yes Verified By: Lyndon F.Schmidt, P.E.43409 Impact Resistant:No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other:See INST 14911.14 for Design Pressure Ratings, FL14911 R7 AE Eval 14911 14 odf any additional use limitations,installation Instructions and Created by Independent Third Party: Yes product particulars. 14911.15 o. Series 2200/2300-Model Extruded Vinyl Twin Single Hung Window-Nailing Fin 2202/2302 (Continuous Head and Sill with Integral Mullion) Limits of Use Installation Instructions Approved for use in HVHZ: No FL14911 R7 H Inst 14911.15.Ddf Approved for use outside HVHZ:Yes Verified By: Lyndon F.Schmidt,P.E.43409 Impact Resistant:No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other:See INST 14911.15 for Design Pressure Ratings, FL14911 R7 AE Eval 14911 15 odf any additional use limitations, Installation instructions and Created by Independent Third Party: Yes product particulars. 14911.16 p. Series 2200/2300-Model Extruded Vinyl Triple Single Hung Window-Nailing Fin 2203/2303 (Continuous Head and SIII with Integral Mullion) Limits of Use Installation Instructions Approved for use in HVHZ: No FL14911 R7 II Inst 14911 16 odf Approved for use outside HVHZ:Yes Verified By: Lyndon F.Schmidt, P.E.43409 Impact Resistant:No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other:See INST 14911.16 for Design Pressure Ratings, FL14911 R7 AE Eva[14911 16 odf any additional use limitations, Installation instructions and Created by Independent Third Party: Yes product particulars. 14911.17 q. Series 2907 Model 2907 Single Hung Extruded Vinyl Window with Nailing Fin Limits of Use Installation Instructions Approved for use in HVHZ: No FL14911 R7 11 Inst 14911 17.odf Approved for use outside HVHZ:Yes Verified By: Lyndon F.Schmidt,P.E.43409 Impact Resistant, No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other:See INST 14911.17 for Design Pressure Ratings, FL14911 R7 AE Eval 14911 17 odf any additional use limitations, installation instructions and Created by Independent Third Party:Yes product particulars. 14911.18 r. Series 2907 Model 2907TW Twin-Continuous Head&Sill Single Hung Extruded Vinyl Window with Nailing Fin Limits of Use Installation Instructions Approved for use in HVHZ: No FL14911 R7 II Inst 14911.18.odf Approved for use outside HVHZ:Yes Verified By: Lyndon F.Schmidt, P.E.43409 Impact Resistant:No Created by Independent Third Party:Yes Design Pressure:N/A Evaluation Reports Other:See INST 14911.18 for Design Pressure Ratings, FL14911 R7 AE Eval 14911.18,01' any additional use limitations, Installation instructions and Created by Independent Third Party: Yes product particulars. 14911.19 s. Series 2907 Model 2907TR Triple-Continuous Head&Sill Single Hung Extruded Vinyl Window with Nailing Fin Limits of Use Installation Instructions Approved for use in HVHZ: No FL14911 R7 11 Inst 14911 19.odf Approved for use outside HVHZ:Yes Verified By: Lyndon F.Schmidt,P.E.43409 Impact Resistant:No Created by Independent Third Party: Yes Design Pressure:N/A Evaluation Reports Other:See INST 14911.19 for Design Pressure Ratings, FL14911 R7 AE Eva) 14911.19 odf any additional use limitations,installation instructions and Created by Independent Third Party: Yes product particulars. 14911.20 t.Series 70 Model 2127 Extruded Vinyl Single Hung Window-Nailing Fin https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEV XQwtDquZRj 59%2fDrx... 5/4/2017 riorlaa nultaing k-oue vnune ragC 01 Limits of Use Installation Instructions Approved for use in HVHZ:Yes 11144911 R7 ll Inst ]4911.20,x) I Approved for use outside HVHZ:Yes Verified By: Lyndon F.Schmidt,P.E.43409 Impact Resistant:No Created by Independent Third Party: Yes Design Pressure:N/A Evaluation Reports Other:See INST 14911.20 for Design Pressure Ratings, [1-14911 R7 AE Eyal 14911.20.Ddf any additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. Go to Page ® iD Page 1/ 2 0 F-i-il Naxt Contact Us::2601 Blair Stone Road Tallahassee FL 32399 Phone;850-487-1824 The State of Florida is an AA/EEO employer.Copyright 2007-2013 State of Florida ::Privacy Statement::Accessibility Statement::Refund Statement Under Florida law,email addresses are public records.If you do not want your e-mail address released In response to a public-records request,do not send electronic mail to this entity.Instead,contact the office by phone or by traditional mail.If you have any questions,please contact 850.487.1395.-Pursuant to Section 455.275(1),Florida Statutes,effective October 1,2012,licensees licensed under Chapter 455,F.S.must provide the Department with an email address If they have one.The emails provided may be used for official communication with the licensee.However email addresses are public record.If you do not wish to supply a personal address,please provide the Department with an email address which can be made available to the public.To determine if you are a licensee under Chapter 455,F.S.,please click here. Product Approval Accepts: El ® Klr k re Credit Card Safe https://www.floridabui lding.org/pr/pr_app_dtl.aspx?param=wGEV XQwtDquZRj 59°/`2fDrx... 5/4/2017 JELD-WEN RS Please refer to the following website for Florida product approvals and Texas Depadment of Insurance hRo.//www geld-wan coMorolessionallools-educabon/coaslal-selections Evaluation Reports for Premum Atlantic Vinyl products: The Performance information listed Is lot new products and Is Intended to be used for reference only,and is not complete.Depending on the components,accessories,and options chosen.the actual rating could very.Confirm ratings for specific products with your supplier or JELD-WEN sales representative.Products subject to regional evallaWsty.Please visit hhp:1A vev.jeld-wen.corivWndows to verity which products are available In your area. TAS 201,202,203 Product Perfor arice Class Water Perfotniance Air Performance Operating Force In Configuration and Performance Max Size Teswd (Psf) (cfm/ft') Motion(Ibf) I pmt RAing FL# Awning Single Unit DP+50-50 47 1/2"X 31 112" 7.5 0.1 1 6.3 Non-ImDact 13998.1 Single Unit DP+50-50 47 1 2"X 31 1 2" 12 0.2 6.3 Lar(le Missile Impact 13998.2 Single Unit DP+55 65 36"X 7" 8.25 0.1 7 Non-Impact 13999.1 In le Unit D + 0.1 7 Non-Im 1 .2 Casement Sin le Unit DP+55-65 6"X 72 8.25 0.1 7 Lar Missile Impact 13 .5 Single Unit DP+55-60 "X 72" .25 0.1 7 Lar Missile Impact 13999.3 Single Unit + 0-50 "X 7.5 0.1 7 Lar Missile Im 1 .4 Sln le Unit DP+ 0-50 47 1 2"X 71"1 2" 0.1 N A Non-Impact 14087.1 Casement Fixed Single Unit47 1/2"X 71 2" 0.1 N/A Lar I s I I 4 7.3 Single Unit DP+S 0 1 36"X 72" 7.5 0.1 N/A Large Missile Impact 14087.2 Single Unit DP+65-65 1 52 1/8"X 75" 9.75 0.01 N/A Non-Impact 14088.2 Fixed Single ni D + 1 "X 7 " 8,25 0.1 A Non-Impact 14088.1 Single Unit DP+65- 5 1 52 1/8"X 75" 9.75 0.1 N/A Large Missile Impact 14088.4 Single nit + 2 1/8"X 7 " 8.25 0.1 A Lame Mi sile Impact 14088.3 Two Panel DP+50-55 74"X 62" 7.5 0.1 19.6 Non-Impact 14090.1 Two Panel DP+65-70 74"X 9.75 0.1 12.3 Non-Impact 14090.2 Horizontal Slider Two Panel + 74" 7.5 0.1 17 a Missile Impact 14D90,6 Two Panel DP+50-55 74"X 62" 7.5 0.1 10 Large Missile ImDact 14090.3 1 Two Panel DP+ 0-55 74"X 54" 7.5 0.1 14.6 Large MI Ile Impact 14090.4 Two Panel DP+60 5 74"X 9 0.1 17 Large Missile Impact 14090.5 Single Unit DP+65-70 6"x 72" 9.75 0.2 28.6 Non-impact 14095.2 Single nit DP+ 5-7 2 .75 0.1 28.6 Non-Impact 14095.3 Single Hung Single Unit P+65/-70 1 36"x 72" 9.75 0.2 28.6 LarQe Mlsslle Impact 14095.1 Sin le Unit DP+ 0-60 52 1/8"x 75" 7. 0.2 333 LaroeMissile mDact140 5.4 Single Unit DP+6 -75 52 1/8"x 75" .75 0.2 33.3 Lar Missile Impact 14095!5 OX P+65-6 72"x .75 0.22 14 Non-Impact 12796.5 X DP+ 7 " .26 14 Non-impact OXXX DP+ 5-65 142 8"x 79 1/2" 9.75 0.1 18 Large Missile Impact 12796.1 Sliding Glass Door OX DP+65-6 711/2"x 79 112" 9.75 0.1 18 Large Missile Impact 12749.4 OX [)P+50/-50 1 2" 9.75 0.1 18 Laroe Missile Impact 1 XXXX DP+50-50 186 3/4"x 95 1/2" 7.5 0.2 18 1 Large Missile Impact 127 .3 0)00( DP+ .1 arge Missile Impact AANiAIWDMA/CSAIOI/I.S.2/A44008111) G,ad,- Awning SincileUnit D + 0 47 1 1.5 1 IN- 44 Sin le Unit LC P 55 3 72" 8.25 0.1 7 Non-Impact WIN-1342 SI le Untt LC-PG55 "X 2" 8.25 0.1 7 Non-Im WIN-1342 Casement n l nl "X 2 1 7 Wind Z 4 Missile L D WIN-1072 In I Uni L -PG55 "X 72" 25 0.1 7 Wind Z 4 Missile Level D WIN-1072 n l ni 7" 7. 0.1 7 Wind Zone 4 Missile Level D WIN-1072 SI I Unit R-PG50 47 1 2"X 71 1 2" 7.5 0.001 N A Non-Impact WIN-1343 Casement Fixed Si le Unit R-PG50 47 12"X 71 1 2" 7. 0.002 N A Wind Zone 4 Missile Level D WIN-940 Sinale nit R- 6"X 2" 7.5 0.002 N/A Wind Zone 4.MissileLevel D WIN-940 in le Unit R-PG65 1 52 1/8"X 75" 9.75 0.1 N/A Non-Im WIN-1340 Fixed Si le Unit R-PG55 52 1/8"X 75" 8.25 0.001 N/A Non-Impact WIN-1340 Single Unit R-P 52 1/8"X 75" 9.75 0.1 N/A Wind Zone 4 Missile Level D WIN-782 Sincile UnitR-PG55 52 1/8"X 75" 6.25 0.001 N/A Wind Zone 4 Missile Level D WIN-782 Two Panel LC- 4" 7.5 0.1 19.6 m WIN-1414 Two Panel R-PG65 74"X " 9.75 0.1 12.3 Non-Impact WIN-1414 Horizontaf Slider Two Panel LC- 50 74"X 62" 7.5 0.1 17.3 Wind Zone 4 Missile Level D WIN-760 Two Panel LC-PG50 74"X 62" 7.5 0.1 17.3 Wind Zone 4 Missile Level D WIN-760 Two Panel I R-PG50 74"X 54" 7.5 0.1 14.6 Wind Zone 4 Missile Level D WIN-760 Two Panel R-P74" 9 .1 17 Wind Zone 4 Missile Level D WIN-760 Single Hung Single Unit LC-P5 52-1/8"x 75" 9.75 0.2 33.3 Wind Zone 4 Missile Level D WIN-761 Sin le Unit LC-PG50 52-1/8"x 75" 7.5 0.2 33.3 Wind Zone 4 Missile Level D WIN-761 X R- 50 72"x ' 7.55 0.26 14 N -Im ct DR-395 ox - OX R-PG65 72"x 80" 9.75 0.22 14 Non-Impact DR-395 OX)OC LC-P(350 190 5 1/2" 7.5 0.107 16 -Im DR-395 X)DO( - XXXX LC-PG50 190 8"x 95 1/2" 7.5M10. 23 Non-Impact DR- 95 Sliding Glass Door OXXX -PG65 142 518"x 7 1/2' 9.75 18 Wind Z 4 Missile Level D DR-246 X "x 1 " 7.5 20 I 2 Missile L D R-246 X R- 71 1/2"x 7 1/2" 9.75 18 Wind 2 4 Mlsslle Level D DR-246 1 4" 112" 7. 18 Win Z 4 Missile I D - XXX LC-PG50 190 "x 9 112" 7.5 18 Wind Z 4 Missile Levei D DR-246 R-4/26/17 Florida Building Code Online _ Pagel of 2 _ ;09- -J DCIS Home Log In User Registration Hot Topics Submit Surcharge Stats&Facts Publications FBC Stall BCIS Site Map Links ! Search Fbrida Product Approval r IUSER:Public User Product Approval Menu>Product or Application Search>Application List>Application Detail • • FL# FL13265-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived l Product Manufacturer James Hardie Building Products, Inc. Address/Phone/Email 26300 La Alameda Ste.250 Mission Viejo,CA 92691 (909)349-2927 pingsheng.zhu@jameshardie.com Authorized Signature Pingsheng Zhu pingsheng.zhu@jameshardie.com Technical Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana,CA 92337 (909)349-2927 pingsheng.zhu@jameshardie.com Quality Assurance Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana,CA 92337 (909)349-2927 pingsheng.zhu@jameshardie.com Category Panel Walls Subcategory Siding Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report-Hardcopy Received Florida Engineer or Architect Name who developed Ronald I.Ogawa the Evaluation Report Florida License PE-24121 Quality Assurance Entity Intertek Testing Services NA,Inc. Quality Assurance Contract Expiration Date 01/01/2018 Validated By John Southard,P.E. W Validation Checklist-Hardcopy Received Certificate of Independence FL13265 R2 COI RIO-Certificate of Indeoendence.odf Referenced Standard and Year(of Standard) Standard Year ASTM C1186 2007 ASTM E330 2002 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL13265 R2 Eauiv ASTM C1186 Eauivalencv Sianed.odf https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEV XQwtDgvRk6bsvZ66F... 5/23/2017 Florida Building Code Online Page 2 of 2 Sections from the Code Product Approval Method Method 1 Option D Date Submitted 04/23/2015 Date Validated 04/30/2015 Date Pending FBC Approval 05/11/2015 Date Approved 06/22/2015 Summary of Products FL# Model,Number or Name Description 13265.1 HardieSoffit Panels HardieSoffit Panels,Cemsoffit Panels;fiber-cement soffit panels Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL13265 R2 II ER RIO-2554-15 Soffit wood metal.Ddf Approved for use outside HVHZ:Yes FL13265 R2 II Install HardieSoffit Panel.odf Impact Resistant:N/A FL13265 R2 II NOA 15-0122.04.odf Design Pressure: N/A Verified By: Intertek Testing Services NA Ltd. Other: For use in HVHZ install in accordance with NOA 15- Created by Independent Third Party: No 0122.04. Evaluation Reports FL13265 R2 AE ER RIO-2554-15 Soffit wood metal.Ddf FL13265 R2 AE NOA 15-0122.04.0f Created by Independent Third Party: Yes Baric Next Contact Us::2601 Blair Stone Road.Tallahassee FL 32399 Phone:850-487-1824 The State of Florida is an WEED employer.Copyright 2007-2013 State of Florida.::Privacy Statement::Accessibility Statement::Refund Statement Under Florida law,email addresses are public records.If you do not want your e-mail address released in response to a public-records request,do not send electronic mail to this entity.Instead,contact the office by phone or by traditional mail.If you have any questions,please contact 850.487.1395.'Pursuant to Section 455.275(1),Florida Statutes,effective October 1,2012,licensees licensed under Chapter 455,F.S.must provide the Department with an email address if they have one.The emails provided may be used for official communication with the licensee.However email addresses are public record.If you do not wish to supply a personal address,please provide the Department with an email address which can be made available to the public.To determine if you are a licensee under Chapter 455,F.S.,please click Iffg. Product Approval Accepts: W] ®®® Credit Card Safe http s://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEV XQwtDgvRk6bsvZ66F... 5/23/2017 Florida Building Code Online https://floridabuilding.org/pr/pr_app_au.aSP11:VdJ12lii—`1%J— j� � L� �J m ""'" V 7.. Hot Topics Submit Surcharge Stats 6 facts Publications FOC Staff SCIS Site Map Links Search BC15 Home Log in Use.Registration 4jeq) product Approval dbpr USER:Public User P ocluct Approval Menu>P`°jct° Ap°hcatron Search>Application ust>APPlicetion Detail FL11651-R2 FL F Revision Application Type 2014 Code Version Approved Application Status Comments Archived Product Manufacturer Gulf Coast Supply&Manufacturing,LLC. Address/Phone/Email 4020 S.W.449th Street Horseshoe Beach,FL 32648 (352)498-7852 ray@gu Ifcoastsupply.Com Ray Bowen Authorized Signature ray@gulfcoastsupplY.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Roofing Metal Roofing Subcategory Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report-Hardcopy Received Florida Engineer or Architect Name who developed Daniel S.Kuhn the Evaluation Report PE 75519 Florida License Quality Assurance Entity Keystone Certifications,Inc. Quality Assurance Contract Expiration Date 04/12/2024 Validated By Locke Bowden Validation Checklist- Hardcopy Received Certificate of Independence FL11651 R2 COI Cert of Tn�+ Kuhn Ena odf F 11651 R2 COI Letter of Name chanae.odf Year Referenced Standard and Year(of Standard) Standard 1992 FM 4471 TAS 100 1995 TAS 110 2000 TAS 125 2003 UL 1897 20042006 UL 580 2/15/17, 1:27 1 1 of 6 Florida Building Code Online https://flofidabuilding.org/pr/pr-.;app-dg.aspx,!param=wur-v�•• Other: -71 psf @ 24"O.C.clip Created by Independent Third Party:Yes spacing.-138.5 psf @ 6"o.c.clip spacing.Install per manufacturers details.For use in HVHZ Zones. 11651.5 1"VersaLoc.032 1"Versal-oc.032"Aluminum over 15/32"Plywood Aluminum Limits of Use Installation Instructions SP 6 1 nd HVHZ odf Approved for use in HVHZ:Yes Fl 1 14FLI Approved for use outside 51 R2 II 14F 1 1651 L 5 R2 Metai Roofetail odf HVHZ:Yes Verified By: Dan Kuhn,P.E.75519 Impact Resistant:N/A Created by independent Third Party:Yes Evaluation Reports Design Evaluation nc iaFi i1F,57 5 R2 lin 0�2VersaLoc SR 16 15-�2PIvr'ood HVHZ..odf Pressure:+N/A/-101.OPSF F Other:-63.3 psf @ 24"O.C.clip Created by Independent Third Party:Yes spacing.-101.0 psf @ 6"o.c.clip spacing.Install per manufacturers details.For use in HVHZ Zones. 11651.6 1.5"24ga.Gulf 1.5"Gulf Snap 24ga. 16"Wide Roof Panel over 15/32"Plywood Snap Limits of Use Installation Instructions ,c-��Pw�:nnd HVHZ..odf Approved for use in HVHZ:Yes FL11651 R2 1I 14FL11651 6 R2 _ 1 5 24 Approved for use outside FL11651 R2 II 14Fi t A51 6 R2 Metal Roof Panel Detail,. f od HVHZ:Yes Verified By: Dan Kuhn,P.E.75519 Impact Resistant:N/A Created by Independent Third Party:Yes Design Evaluation Reports R_4 (fSnap 6 15 3�Plvwood HVHZ .odf Pressure: +N/A/-116.OPSF 16s' R2 AE 14FL11651 6 Other:-86.0 psf @ 24'o.c.clip Created by Independent Third Party:Yes spacing. -108.5 psf @ 12"o.c.clip spacing. -116.0 psf @ 6"o.c.clip spacing.install per manufacturers detals.For use in HVHZ Zones. 11651.7 1.5"24ga. 1.5"VersaLoc 24ga. 16"wide Roof Panel over 15/32"Plywood Versa Loc Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL11651 R2 II 14FL11651 7 R2 1 5 24VersaL 16 15 32Plvwood HVHZ..odf Approved for use outside FL11651 R2 11 14FL11651 7 R2 Metal Roof Panel Deta�l..odf HVHZ:Yes Verified By: Dan Kuhn,P.E.75519 Impact Resistant:N/A Created by independent Third Party:Yes Design Evaluation Reports Pressure: +N/A/-123.5PSF FL11651 R2 AE 14FL11651 7 R2 1 S 24VersaLoc 16 15 32Plvwood HVHZ..ydf Other:-59.75 psf @ 24"o.c.clip Created by Independent Third Party:Yes spacing.-123.5 psf @ 12"o.c.clip spacing.Install per manufacturers details.For use in HVHZ Zones. - 11651.8 2"24ga.MegaLoc 24 Ga.2"Megal-oc 18"wide Roof Panel over 15/32"Plywood Limits of Use Installation instructions Approved for use In HVHZ:No FL11651 R2 11 14FL11651 8 R2 24MegaLoc 18 IS 32Pivwood_NonHVHZ.odf Approved for use outside FL11651 R2 11 14FL11651 8 R2 Metal Roof Panel Detad.pdf HVHZ:Yes Verified By:Dan Kuhn,P.E.75519 Impact Resistant:N/A Created by Independent Third Party:Yes Design Evaluation Reports Pressure:+N/A/-108.5PSF FL11651 R2 AE 14FL11651 8 R2 24MegaLoc 18 15 32Plywood NonHVHZ.odf Other:-71.0 psf @ 24"o.c.clip Created by Independent Third Party:Yes spacing.-108.5 psf @ 12'o.c.clip spacing. Install per manufacturers details.Not for use in HVHZ Zones. - 11651.9 24 Ga.Gulf Lok 24 Ga.Gulf Lok 16"Wide over 15/32"Plywood Limits of Use Installation Instructions Approved for use in HVHZ:No EL13 �'11651 9 R2 24Gulf:nk i6 15 32Plvwood NonHVHZ.odf Approved for use outside EL13�t 14FL11651 9 R2 Metal Roof Panei De[all.nilf Verified By: Dan Kuhn,P.E.75519 HVHZ:Yes Impact Resistant:N/A Created by Independent Third Party:Yes Design Pressure:+N/A/-96.7PSF Evaluation Reports 11FSt 4 R2 24GuIfLok 16 1S ?Plvwood NonHVHZ.odf Other: ^ -81.75 psf @ 10-1/4"o.c. Created by Independent Third Party:Yes fastener spacing.-96.76 psf @ 5-1/B"o.c.fastener spacing. -121.75 psf @ 5-1/8"fastener spacing.-161 psf @ 5-1/8"fastener 2/I5/17, 1:271 3 of 6 f G ulf GULF FLORIDA PRODUCT APPROVAL NO. 11651 .9 R2 Product Evaivation Report GULF COAST SUPPLY & MANUFACTURING, LLC. 24 Ga Gulf Lok ". 16" Wide Roof Panel ever 15132" PlyvA-, 00(31 Florida Product Approval #11651 .9 M Rorida Building Code 2014 Per Rule 61 G20-3 Method: 1 —D Category: RooOng Subcategory: Metal RocFJng Compliance Method: 61G20-3.005(1)(d) NON HVHZ Product Manufacturer: Gulf Coast Supply & Manufacturing. LLC .04� F_� S�'''�,, 14429 SW 2nd Race, Suite G30 p,,��r=NSF Newberry, R_32669 *:, No. 75519 Engineer Evaluator: * �: Dan Kuhn, PE. #75519 :p'• STATE OF Q ' Rorida Evaluation ANE ID: 10743AlOR1 0 NA L ENG `• Validator: �� / 2015Locke Boyden. PE. #49704 9450 Alysbury Race Montgomery, AL36117 Contents: Evaluation Report Pages 1 - 5 R#11651.9 R2- a1h E 15,2015 4•.'. PRODUCT _`01\\ R� t f •yrs GULF FLORIDA PRODUCT APPROVAL NO. 11651 .9 R2 Compliance statement: The product asdescribed in thisreport hasdemonstrated compliance with the Florida Building Code 2014, Sections 1504.3.2. Nail P�oednSteel, Description: Coverage, Rbof panel with fasteners no mmum EPPlywood decking. Non Structural application. Panel Material/Standards: Material: Minimum 24 Ga. Steel, STM0A793 92 or ASTM A653 G90 conforming to Florida Building Code 20 Section paint Finish Optional Yield Strength: 50.0 ksi ial shall comply with Florida Building Code Corrosion Fesistance: panel Mater 2014, Section 1507.4.3. Panel Dimension(s): Thickness: 0.0235" Minimum Width: 16" Coverage Maximum Female Rb: R Tall Male Rb: 3/4" Tall Rb with Slotted Strip Panel Seam: Snap Lock Panel Gip: 24 Ga. Zinc Aluminum Coated Steel, 24" Long. Used at Corner Zonesonly, where required design pressuresexceed -121.75 psf. Panel Fastener: Through Panel Slot: (1)#10-12x1" Pancake Type A 1/4' Minimum Penetration through Plywood. Corrosion Resistance: Per Florida Building Code 2014, Section 1506.6, 1507.4.4 Substrate Description: Minimum IEW thick, APA Feted plywood over supports at maximum 24" O.C. Design of plywood and plywood supports are outside the scope of this evaluation. Must be designed in accordance w/ Florida Building Code 2014. Design Uplift Pressures: Table "A" Maximum Design Pressures Assembly C Assembly D Pbof Areas Assembly A Aseembty 8 Y Ma>amum Design Pressures 81.75 psf 96.75 psf -121.75 psf -161 psf Fade ner Spaclin9 10 Y4" O.C. 516 O.0 58 O.0 SIR O.0 No Yes No Slant NO Panel Clip No No •Design Pressure incudes a Safety Factor=2.0. Ft#11651.9 F12• JJNE 15,2015 PRODUCT 4 Z✓- 'cd4, 7�6 t+• s ter`• ��. GuGULF lf 1 FLORIDA PRODUCT APPROVAL NO. 11651 .9 R2 Code Compliance: The product described herein has demonstrated compliance with the Rorida Building Code 2014, Sections 1504.3.2. Evaluation Report Scope: The product evaluation is limited to compliance with the structural wind load requirements of the Rorida Building Code 2014, as relates to Rule 61G20-3. Performance Standards: The product described herein has demonstrated compliance with: • UL 580-06-Test for Uplift Fbsistance of Fbof Assemblies • UL 1897-04 - Uplift Test for Fbof Covering Systems. Reference Data: 1. UL 580-94 /1897-98 Uplift Test Force Engineering & Testing, Inc. (FBC Organization#T5T5328) Report No. 117-0089T05 Dated 06/2005 2. UL 580-94/ 1897-98 Uplift Test Fbrce Engineering & Testing, Inc. (FBC Organization#TST-5328) Report No. 117-0301T10A-C, Dated 07/26/2013 3. TAS 125 Architectural Testing, Inc. (FBC Organization #TST1527) Report No. 139000.01-450-18, Dated 12/12/2012 4. CertiOcate of Independence By Dan Kuhn, PE (FL#75519) @ Kuhn Engineering, LLC (FBC Organization#ANE ID: 10743) Test Standard Equivalence: 1. The UL 580-94 test standard is equivalent to the UL 580-06 test standard. 2. The UL 1897-98 test standard is equivalent to the UL 1897-04 test standard. Quality Assurance Entity: The manufacturer has established compliance of roof panel products in accordance with the Rorida Building Code and Rule 61G20-3.005(3)for manufacturing under a quality assurance program audited by an approved quality assurance entity. FL#11651.9 F12• aJNE 15,2015 ;;cca t ; :� t• Gulf GULF FLORIDA PRODUCT APPROVAL NO. 11651 .9 R2 Minimum Slope Range: Minimum Slope shall comply with Rorida Building Code 2014, including Section 1507.4.2 and in accordancewith Manufacturers recommendations. Installation: Install per Manufacturer's recommended details. Underlayment: Shall comply with Rorida Building Code 2014 section 1507.4.5.1 and 1507.4.5.2. Roof Panel Fire OassiOcation: Fre classiOcation isnot part of this acceptance. Shear Diaphragm: Shear Diaphragm values are outside the scope of this report. Design Procedure: For roofswithin the parameters listed on the load table, fastening pattern must at a minimum meet those listed for the applicable wind zone. For all roofs outside the parameters listed on the load table, design wind loads shall be determined for each project in accordance with RBC 2014 Section 1609 or ASCE 7-10 using allowable stress design. The maximum fastener spacing listed herein shall not be exceeded. This evaluation report is not applicable in High Velocity Hurricane Zone. Rafter to current NOA or HVHZevaluation report for use of this product in High Velocity Hurricane Zone. 11111651.9 R2• JJNE 15,2015 PRODUCT EVALUATION r rO r or r Gulf GULF FLORIDA PRODUCT APPROVAL NO. 11651 .9 R2 ENGINEER LOAD TABLE: 24 Ga. GulfLokT" 16" Wide Roof Panel over 15/32" Plywood Buildings having a Fbof Mean Height s 20'-0"; Fbof Sope:2"/12" - 12"/12" Gable or Hip Fbof;Wind Speeds 120- 180mph, Exposure C, Rsk Category II, Endosed Building,based on Horida Building Code 2014. 120 130 140 150 160 170 180 FASTENER WIIND (MIN 1/4" SUBSTRATE") INN 5132ON CENTER ON CENTER ON CENTER ON CENTER ON CENTER ON CENTER ON CENTER SP® Penetration) SPACING SPACING SPACING SPACING SPACING SPACING SPACING ZONE 1 (1)#10 12x1" PLYWOOD ARABLY A ASSEMBLY A ASEEMELY A ASSN13LY A AS"BLY A ASMABLY A AS�MEILY A ZONE 2 (1)#10-12x1" PLYCDXWOOD ASSEMBLY A ASSE MBLY A ASSEME312Y A ASSEMBLY A ASSEv1BLY A ASSBNABLY A AScB�ABLY A ZONE 3 (1)x!10-12x1' PL DX ASEEMELY A ASW 13Y A ASSE EILY A ASSEMBLY A A89NELY JBASE�H�A�AS"HLY 1.)PANEL DESCRIPTION:GULR_OKTM, MIN. 24 GA, 7/8" FIR 16" MAXIMUM COVERAGE SNAP SEAM. 2.)PANEL FASTENER: (1)#10-12X1" RANCAKETYPEA, 1/4" M IN. PENETRATION THROUGH PLYWOOD. 3.)M AXIM UM ALLOWABLE PANEL UPLIFT PRESSURE:81.75 PSF AT 101/4"O.C. ASSEMBLY A, 96.75 PSFAT 518'O.C. ASSEMBLY R -121.75 PSF AT 516 O.C. WITH SEALANT ASSEMBLY C, -161 PSF AT 518' O.C. WITH CLIP ASSEM BLY D. PPE SSIJ E BASED ON UL 580/UL 1897 TESTING BY FOPr_E ENGINEERING&TESTING. 4.)PLYWOOD DECKING: M IN. 15M THICK, ARA FATED PLYWOOD,GRADE C-D. M UST BE DESGNED IN ACCOFDANCE WITH RJORIDA BUILDING CODE 2014. 5.) LOAD TABLE BASED ON WIND PRESSURES CALCULATID PER ASCE7.10(KD=0.85)M ULTIPU®BY 0.6 PER FLORIDA BUILDING CODE 2014 ZONE Z HIP ROOF a Note:Dimension (a)isdeOned as 10%of the minimum width of the building or ZONE 3 a 40%of the mean height of the roof,whichever issmaller,however,(a)cannot be ' lessthan either 4% of the minimum width of the building or 3 feet. ASSEMBLY A/B RIDGE 16"COVERAGE ' ZONE 1 t t#10-12 X 1-TYPE A PANCAKE SPACING SEE UPLIFT TABLE EAYE ZONE GABLE ROOF a ASSEMBLY 1 4'-5 16DIAMETER BEAD OF TITEBOND SEALANT RIDGE 10 12 X 1'TYPE A PANCAKE SPACING SEE UPLIFT TABLE a a ASSEMBLY D W/CLIP ZONE 1 GulfLok'- CLIP 24 GA _i- i i l t#10-12 X 1'TYPE A PANCAKE ZONE 3 EAVE SPACING SEE UPLIFT TABLE FL#11651.9 R2 .UNE 15,2015 rte' � y .,r,.� w1 w i. t • ,,yy��'' �wT Gul4' r. r GULF FLORIDA PRODUCT APPROVAL NO. 11651.9 R2 ASSEMBLY A/B f- - - - - 16" COVERAGE - (1) #10-12 X 1"TYPE A PANCAKE SPACING: SEE UPLIFT TABLE ASSEMBLY C 1/4"-5/16" DIAMETER BEAD OF TITEBOND SEALANT— (1) EALANT(1) #10-12 X 1"TYPE A PANCAKE --- -- SPACING: SEE UPLIFT TABLE ASSEMBLY D W/CLIP GulfLok " CLIP 24 GA. -- ------- (1) #10-12 X 1"TYPE A PANCAKE SPACING: SEE UPLIFT TABLE PN�EL S. k �• �CENS' ti'L': No. 75519 -o= ;I) STATE OF :;It\. �01VA L ENS,.. FL#11651.9 R2 *JUNE 15,2015 0,6/30/1?-0115 METAL • • PANEL DETAIL ida Building Code Online hltps://flo6dabuilding.urg/pr/pr_app_dil.asa p�''param=NXGEVXQI /!f x j� - U 1505 Nome Log In User Registration Mot Topics Submit Surcharge Stats 8 Facts Publications FSC Staff SCIS Site Map Unks Search Business '\prv oduct Approal Professional t/USER Public Use GtpdJCl ppG'0`+dl MEnu>4--- Cl- ;il:ialwr�$Ed�GI'.hp >4gpi,Ca[,Gn LAS:>ApplfciLforl petAll FL# FL14317-R7 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Boral Roofing/MonierLifetile Address/Phone/Email 7575 Irvine Center Drive Suite 100 Irvine,CA 92618 (602) 515-6933 BoralRoofingUSAQuality@boral.com Authorized Signature ]emmett Thomas BoralRoofingUSAQuality@boral.com Technical Representative Adrian Cooper Address/Phone/Email 135 NW 20th Street Boca Raton,FL 33431 (954)520-5461 acoopeer@minieriifetile.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Undedayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report- Hardcopy Received Florida Engineer or Architect Name who developed Robert 3.M.Nieminen the Evaluation Report Florida License PE-59166 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 10/13/2017 Validated By John W.Knezevich,PE Validation Checklist- Hardcopy Received Certificate of Independence FL14317 R7 C01_2015 01 COI Wammen.pol 10/9/15.3:12 A2 rida Building Code Online haps://floddabuilding.org/pr/pr_app_dtl.aspx?param=wGFVXQ%%'l Referenced Standard and Year(of Standard) standard Year ASTM D1970 2009 FRSA/TRI(April 2012)04-12 2012 TAS 103 1991, UL 1897 2004 Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Method 1 Option D Date Submitted 07/01/2015 Date Validated 07/02/2015 Date Pending FBC Approval 07/11/2015 Date Approved 08/19/2015 Summary of Products FL# Nodal,Number or Name Description _ 14317.1 Boral Roof UnderlaymentS Roof underlayments for use in prepared roof assemblies Limits of Use Installation Instructions Approved for use in HVHZ: No -014317 R7 II 2015 07 FINAL ER BORAL Underlavlrents -014317 Approved for use outside HVHZ:Yes Verified By: Robert J.M.Nieminen PE-59166 Impact Resistant:N/A Design Pressure: +N/A/-202.5 Created by Independent Third Party:Yes Other: 1.)The design pressure in this application Evaluation Reports pertains to a particular underlayment system for FL14317 R7 AE 2015 07 FINAL ER BORAL Underlavments 1-014 17- use under foam-on the systems.Refer to ER Section R7.Ddf 5.6.2 for all such systems and max design Created by Independent Third Party: Yes pressures.2.)Refer to ER Section 5 for Limits of Use. Next Contact Us::1940 Nath Monroe Street Tallahassee FL 32399 phone:850-487-1824 rhe State of Floridan an AA/EC-0 employer.CODvn9ht 2007-2013 State of Fbrcda.::pnvacy Statement::Attesslbi0ty statement::Refund statement elect Under Florida law,email addresses are public records.if you do not want your e-mail address,-leased in response too tact 850.Ords requlest.-pursuant not send coon me ave ny uestions,pleas mad to this entity.Instead Contact office 1,2012Ilcenseesne or by tlicelnsed under Chapteonal mail.if you r 455aF SQ musts provide the Depart8ment with an5email address If they hire 455.275(1),Florida statutes, licensee ya One.The emsils provided id ythhee department th a email address which n with the be madeeavailable lto the public.To determine public af youoare a IKennsee under t wish to Chapter personal address,please Pro 455,F.S.,please click here product Approval Accepts: ®WN Kwc1 0 10/9/15.3:12 A2 EXTERIOR RESEARCH&DESIGN,LLC. Certificate of Authorization#9503 TRINITY ERD 353 CHRISTIAN STREET,UNIT#13 OXFORD,CT 06478 PHONE:(203)262-9245 FAX:(203)262-9243 EVALUATION REPORT Boral Roofing Evaluation Report M35710.12.10-118 7575 Irvine Center Drive FL14317-R7 Suite 100 Date of Issuance:12/21/2010 Irvine,CA.92618 Revision 8:07/01/2015 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 51h Edition(2014)Florida Building Code sections noted herein. DESCRIPTION: Boral Roof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. 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 "TrinitylERD 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 6. Prepared by: ttttt�trr� •'�,•4F•.;_.r ;.•':�`,� The facsimile seal appearing was authorized by Robert Nleminen, Robert J.M. Nieminen P.E. ,• z .x' P.E.on 07/01/2015.This does not serve as an electronically sli;ned Florida Registration No.59166,Florida DCA ANE1983 document,signed,sealed hardcopies have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. TrinityJERD 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 I 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. TRINITY ERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub-Category: Underiayment Compliance Statement: Boral Roof Underlayments, as marketed by Boral Roofing, have demonstrated compliance with the following sections of the Florida Building Code 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 Property Standard Year 1504.3.1 Wind Uplift UL 1897 2004 1507.2.4,1507.2.8,1507.2.9.2,1507.4.5.1, Physical Properties ASTM D1970 2009 1507.4.5.2,1507.5.3,1507.5.3.2,1507.6.3, 1507.6.3.2,1507.7.3,1507.7.3.2 1507.3.3 Installation Practice FRSA/TRI April 2012(04-12) 2012 1523.6.5.2.1 Physical Properties TAS 103 1995 3. REFERENCES: i0fty Examination Reference Date ERD(TST6D49) Wind Uplift 76460.06.07-R1 10/09/2007 ERD(TST6049) Physical Properties 733190.08.10 08/06/2010 ERD(TST 6049) Physical Properties M33180.08.10 10/09/2010 ERD(TST6049) Wind Uplift T37610.07.11 07/29/2011 ERD(TST 6049) Physical Properties 840380.08.12 08/28/2012 ERD(TST 6049) Physical Properties C41420.D9.12-2 09/11/2012 ERD(TST 6049) Physical Properties 841940.09.12 09/13/2012 ERD(TST 6049) Physical Properties 847390.07.14-1 07/31/2014 ERD(TST 6049) Physical Properties 847390.09.14 09/04/2014 PRI(TST 5878) Physical Properties NEI-006-02-01 04/01/2002 PRI(TST 5878) Physical Properties NEI-034-02-02 03/23/2006 PRI(TST 5878) Physical Properties NEI-045-02-01 08/08/2007 PRI(TST 5878) Physical Properties NEI-053-02-01 05/01/2008 PRI(TST 5878) Physical Properties NEI-070-02-01 08/12/2009 PRI(TST 5878) Physical Properties NEI-031-02-02:REV 10.27.10 10/27/2010 PRI(TST 5878) Physical Properties NEI-029-02-01REV:11.03.10 12/03/2010 PRI(TST 5878) Physical Properties NEI-046-02-0IREV 12/17/2010 PRI(TST 5878) Physical Properties NEI-034-02-02/MLT-015-02-01 01/29/2013 PRI(TST 5878) Wind Uplift BORR-001-02-01 03/17/2015 PRI(TST 5878) Wind Uplift BORR-005-02-01 06/24/2015 UL,LLC.(QUA 9625) Quality Assurance Service Confirmation,R14610 Exp.12/10/2017 UL,I.I.C.(QUA 9625) Quality Assurance Cross-Listing Confirmation,R16744 09/04/2013 UL,U.C.(QUA 9625) Quality Assurance Service Confirmation,R16744 Exp.10/13/2017 4. PRODUCT DESCRIPTION: 4.1 Self-Adhering Underlavments: 4.1.1 Boral TileSeal• 50W is a nominal 50-mil thick, polyester-surfaced, self-adhering SBS modified bitumen roof underlayment. 4.1.2 Boral TlleSeal• HT is a nominal 60-mil thick, polyester-surfaced, self-adhering SBS modified bitumen roof underlayment. 4.1.3 GatorSeal•is a nominal 55-mil thick,granular-surfaced,fiberglass reinforced,self-adhering SBS modified bitumen roof underlayment. 4.1.4 StormSentryTM is a nominal 120-mil thick, mineral-surfaced,fiberglass reinforced,self-adhering SBS modified bitumen roof underlayment. 4.1.5 Citadel* Plus is a nominal 48-mil thick, fabric-surfaced, fiberglass reinforced, self-adhering SBS modified bitumen roofing underlayment for use as a base-layer in two-ply underlayment systems. Exterior Research and Design,LLC. Evaluation Report M35710.12.30-118 Cerdfeate of Authorizadon#9503 FL14317-R7 Revision 8:07/01/2015 Page 2 of 6 TRINITY ERD 5. LIMITATIONS: 5.1 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. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Laboratory Report; refer to current Approved Roofing Materials Directory for fire ratings of this product. 5.4 Boral Roof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed,a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop Boral Roof Underlayments are follows. Table 1 pertains to use of each listed underlayment by-itself beneath the stated roof covers. Refer to the installation instructions and Table 2 for two-ply underlayment options. TABLE 1: ROOF COVER OPTIONS UnderlaymentAsphalt Wood Shakes Shingles Nail-On Tile Foam-On The Metal &Shingles Slate Boral TileSeal 50"T Yes Yes No Yes Yes Yes (battens only) Boral TileSeal"T Yes Yes Yes Yes Yes Yes (See 5.5.1) GatorSeal Yes Yes No No Yes Yes (battens only) StormSentry Yes Yes No No Yes Yes 5.5.1 "Foam-On Tile" is limited to use of the following unless tensile adhesion/long term aging data from an accredited testing laboratory is provided. Underlayment Tile Adhesives 3M"'2-Component Foam Roof Tile Adhesive AH-160(FL6332) Boral TileSeal"T 3MTM Roof Tile Adhesive RTA-1(FL6276) Dow TILE BOND-Roof Tile Adhesive(FL717) Convenience Products'Touch'n Seal StormBond Roof Tile Adhesive(FL14506) 5.6 Allowable Substrates: 5.6.1 Direct-Bond to Deck: Citadel Plus,Boral TileSeal 50"T,Boral TileSeal"r,StormSentry or GatorSeal: ➢ Plywood(unprimed or primed with ASTM D41 primer). Boral TileSeal"T: ➢ OSB primed with ASTM D41 primer. 5.6.2 Wind Resistance of Underlayment Systems in Foam-On Tile Applications: FRSA/TRI April 2012 (04-12) does not address wind uplift resistance of all underlayment systems beneath foam-on tile systems, where the underlayment forms part of the load-path. The following wind uplift limitations apply to underlayment systems that are not prescriptively addressed in FRSA/TRI April 2012 (04-12) and are used in foam-on tile applications. Maximum Design Pressure is the result of testing for wind load resistance based on allowable wind loads, and reflects the ultimate passing pressure divided by 2(the 2 to 1 margin of safety per FBC 1504.9 has already been applied).Refer to FRSA/TRI April 2012(04-12),Appendix A,Table 1A or FBC 1609 for determination of design wind loads. 5.6.2.1 Maximum Design Pressure=-105 psf. Deck: Min.15/32-inch plywood to meet project requirements to satisfaction of Authority Having Jurisdiction. Base Ply: (Optional)Citadel Plus,self-adhered Underlayment: Boral TileSeal"T,self-adhered and back-nailed within the selvedge-edge side laps using 12 ga.x 1Y.."ring shank nails through 32 ga.,1-5/8"diameter tin caps spaced 12-inch o.c. Exterior Research and Design,LLC. Evaluation Report M35730.12AG-118 Certificate of Authorization#9503 FL14317-R7 Revision 8:07/01/2015 Page 3 of 6 TRINITY ERD 5.6.2.2 Maximum Design Pressure=-202.5 asf. Deck: Min.15/32-inch plywood to meet project requirements to satisfaction of Authority Having Jurisdiction. Primer: ASTM D41 to the plywood deck Base Ply: (Optional)Citadel Plus,self-adhered Underlayment: Boral TileSeal"`,self-adhered,and back-nailed within the selvedge-edge side laps using 12 ga.x SY."ring shank nails through 32 ga.,1-5/8"diameter tin caps spaced 12-inch o.c. 5.6.3 Bond to Base Laver Underlavment: Citadel Plus,Boral TileSeal 50H7,Boral TileSealHT or GatorSeal: i ASTM D226,Type II felt;Citadel Plus. StormSentry: ➢ ASTM D226,Type II felt;Citadel Plus. For installations under mechanically attached prepared roof coverings, base layer shall be attached per minimum codified requirements. For installations under foam-on the systems, base layer shall be attached per minimum requirements of FRSA/TRI April 2012 (04-12), Appendix A, Table 1 or as tested in accordance with FBC Section 1504.3.1. 5.6.4 Bond to Other Substrate Types: Citadel Plus,Boral TileSeal 50"T,Boral TileSeal"T,StormSentry or GatorSeal: ➢ ASTM D41 primed metal(e.g.,flashing metal,valley metal,etc). Boral TileSeal"T: ➢ Huber Zip Deck(unprimed or primed with ASTM D41 primer);Dens Deck Prime. Note: For installation under mechanically attached prepared roof coverings,insulation shall be attached per minimum requirements of the prepared roof covering manufacturer's Product Approval. 5.7 Exposure Limitations: 5.7.1 GatorSeal shall not be left exposed for longer than 30-days after installation,prior to placement of final roof cover. 5.7.2 StormSentry shall not be left exposed for longer than 90-days after installation,prior to placement of final roof cover. 5.7.3 Alcazar, Boral TileSeal 50"r and Boral TileSeal HT shall not be left exposed for longer than 180-days after installation, prior to placement of final roof cover. 5.7.4 Citadel Plus,for use as a base-layer in a two-ply underlayment system, shall not be left exposed for longer than 180- days after installation,prior to placement of subsequent underlayment layer. 6. INSTALLATION: 6.1 Boral Roof Underlayments shall be installed in accordance with Boral Roofing published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Re-fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application,and prime the substrate(if applicable). 6.3 Install self-adhering underlayment when ambient and surface temperatures are minimum 40"F and rising. 6.4 Citadel Plus: 6.4.1 Citadel Plus is limited to use as a base or mid-layer in multi-ply underlayment systems beneath Boral TileSeal 50"r, Boral TileSeal"T,GatorSeal or StormSentry. 6.4.2 Slope limitations are those associated with the top-layer underlayment. 6.4.3 Direct to Deck: Cut the membrane into manageable lengths, typically 10 to 12 ft. Align the membrane parallel to the roof edge, extending over by%-inch. Fold the membrane away from the edge onto itself. Remove the release sheet. Place the membrane with the exposed rubberized asphalt onto the deck, pressing firmly into place. Roll into place with a weighted roller. Boral recommends fastening of the top edge of the sheet to the deck with roofing nails, nails & tin-tags or 1-inch diameter plastic or steel cap nails spaced 24-inch o.c. for slopes below 7:12 and 12-inch o.c. for slopes 7:12 and greater. Overlap successive courses minimum 2 inches(horizontal lap)and minimum 4"end(vertical)laps. Install final underlayment layer atop Citadel Plus per 'direct-to-deck' instructions for Boral TileSeal 50"T, Boral TileSeal"T,GatorSeal or StormSentry. Exterior Research and Design,LLC. Evaluation Report WS710.12.30-R8 certificate of Authorization#9503 FL14317-R7 Revision 8:07/01/2015 Page 4 of 6 TRINITY ERD 6.4.4 To Base Sheet: Install ASTM D226,Type II felt in accordance with Code requirements or install Citadel Plus in accordance with Boral Roofing published installation instructions and Section 6.4.3 and when used as part of a multi-ply system. Install Citadel Plus as a mid-ply in accordance with Boral Roofing published installation instructions and Section 6.4.3. Install final underlayment layer atop Citadel Plus per 'direct-to-deck' instructions for Boral TileSeal 50"T, Boral TileSeal"T,GatorSeal or StormSentry. 6.5 Boral TileSeal 50HT: 6.5.1 Install Boral TileSeal 50H7 in compliance with manufacturer's published installation instructions and the requirements for ASTM D1970 underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. 6.5.2 Do not use Boral TileSeal 50"T on roof pitches less than 2:12. 6.5.3 Non-Tile Applications. Direct to Deck: Cut the membrane into manageable lengths, typically 10 to 12 ft. Align the membrane parallel to the roof edge, extending over by Y.-inch. Fold the membrane away from the edge onto itself. Remove the release sheet. Place the membrane with the exposed rubberized asphalt onto the deck, pressing firmly into place. Roll into place with a weighted roller. Boral recommends fastening of the black selvedge edge to the deck with roofing nails, nails & tin-tags or 1-inch diameter plastic or steel cap nails spaced 24-inch o.c. for slopes below 7:12 and 12-inch o.c. for slopes 7:12 and greater. Overlap successive courses the width of the black-selvedge area,minimum 3-inch. Seal under end(vertical) laps using approved mastic,or use Joined and Folded Seam or Inverted Sheet Seam method detailed in Boral Roofing published installation instructions. 6.5.4 Non-Tile Applications,to Base Sheet: Install ASTM D226,Type II felt in accordance with Code requirements. Install Boral TileSeal 50"T in accordance with Boral Roofing published installation instructions and Section 6.5.3,except end(vertical)laps,described below. Apply SBS Mastic under all end (vertical) laps or any other laps where the self-adhering bituminous underside is in contact with the fabric top surface,rolling the interface into place with a weighted roller. 6.5.5 Tile Applications: Reference is made to FRSA/TRI April 2012 (04-12) Installation Manual and Table 1 herein,using the instructions noted above as a guideline. Tile shall be loaded and staged in a manner that prevents tile slippage and/or damage to the underlayment. Battens must be used for all the installations atop Boral TileSeal 50"T. Boral Roofing's Elevated Batten System'" or counter battens are required for roof pitches of 2 Y::12 to less than 4:12. 6.6 GatorSeal and StormSentry: 6.6.1 Install GatorSeal and StormSentry in compliance with manufacturer's published installation instructions and the requirements for ASTM D1970 underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. 6.6.2 Do not use GatorSeal on roof pitches less than 2:12. Do not use StormSentry on roof pitches less than Y�:12 while ensuring there is no possibility for ponding water on the surface of StormSentry. 6.6.3 Non-Tile apolications.Direct to Deck: Cut the membrane into manageable lengths, typically 10 to 12 ft. Align the membrane parallel to the roof edge, extending over by Y.-inch. Fold the membrane away from the edge onto itself. Remove the release sheet. Place the membrane with the exposed rubberized asphalt onto the deck, pressing firmly into place. Roll into place with a weighted roller. Boral recommends fastening of the black selvedge edge to the deck with roofing nails, nails & tin-tags or 1-inch diameter plastic or steel cap nails spaced 24-inch o.c. for slopes below 7:12 and 12-inch o.c. for slopes 7:12 and greater. Overlap successive courses the width of the black-selvedge area,minimum 3-inch. Seal end (vertical) laps using SBS Mastic under all side (vertical) laps or any other laps where the self-adhering bituminous underside is in contact with the granular or mineral top surface, rolling the interface into place with a weighted roller,or using the Inverted Sheet Seam detailed in Boral Roofing published installation instructions. Exterior Research and Design,I.I.C. Evaluation Report M35710.12.10-RS Certificate of Authorization#9503 FL14317-R7 Revision 8:07/01/2015 Page 5 of 6 TRINITY ERS 6.6.4 Non-Tile Applications.to Base Sheet: Install ASTM D226,Type II felt in accordance with Code requirements or install Citadel Plus in accordance with Boral Roofing published installation instructions and Section 6.4. Install GatorSeal or StormSentry over ASTM D226, Type II felt or Citadel Plus in accordance with Boral Roofing published installation instructions and Section 6.6.3 except end(vertical)laps,described below. Apply SBS Mastic under all side (vertical) laps or any other laps where the self-adhering bituminous underside is in contact with the granular top surface,rolling the interface into place with a weighted roller. 6.6.5 Tile Applications: Reference is made to FRSA/TRI April 2012(04-12)Installation Manual and Table 1 herein,using the instructions noted above as a guideline. Tile shall be loaded and staged in a manner that prevents tile slippage and/or damage to the underlayment. Battens must be used for all tile installations atop GatorSeal. 6.7 Boral TileSeal"T: 6.7.1 Install Boral TileSeal HT in compliance with manufacturer's published installation instructions and the requirements for ASTM D1970 underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. 6.7.2 Do not use Boral TileSeal HT on roof pitches less than 2:12. 6.7.3 Non-Tile Applications.Direct to Deck: For OSB substrate, prime with ASTM D41 primer and allow to dry prior to installation. Cut the membrane into manageable lengths,typically 10 to 12 ft.Align the membrane parallel to the roof edge,extending over by Y.-inch.Fold the membrane away from the edge onto itself. Remove the release sheet. Place the membrane with the exposed rubberized asphalt onto the deck,pressing firmly into place. Roll into place with a weighted roller. Boral recommends fastening of the black selvedge edge to the deck with roofing nails, nails & tin-tags or 1-inch diameter plastic or steel cap nails spaced 24-inch o.c. for slopes below 7:12 and 12-inch o.c. for slopes 7:12 and greater. Overlap successive courses the width of the black-selvedge area,minimum 3-inch. Seal under end (vertical) laps using approved mastic,or use Joined and Folded Seam or Inverted Sheet Seam method detailed in Boral Roofing published installation instructions. 6.7.4 Non-Tile Applications,to Base Sheet: Install ASTM D226,Type II felt in accordance with Code requirements or install Citadel Plus in accordance with Boral Roofing published installation instructions and Section 6.4. Install Boral TileSeal HT in accordance with Boral Roofing published installation instructions and Section 6.7.3, except end(vertical)laps,described below. Apply SBS Mastic under all end (vertical) laps or any other laps where the self-adhering bituminous underside is in contact with the fabric top surface,rolling the interface into place with a weighted roller. 6.7.5 Tile Applications: Reference is made to FRSA/TRI April 2012(04-12)Installation Manual and Table 1 herein, using the instructions noted above as a guideline. Tile shall be loaded and staged in a manner that prevents tile slippage and/or damage to the underlayment. Battens must be used for all tile installations atop Boral TileSeal HT with roof pitches of 2Y2 to less than 3:12. Boral Roofing's Elevated Batten System or counter battens are required. Approved foam adhesive may be used for roof slopes 2:12 and greater. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUAUTV ASSURANCE ENTTTy: UL,LLC.—QUA9625;(414)248-6409;Karen.buchmann@us.ul.com -END OF EVALUATION REPORT- Exterior Research and Design,U.C. Evaluation Report M35710.12.10-118 CerHJkote ofAuthorization#9503 F114317-R7 Revision 8:07/01/2015 Page 6 of 6 SIMPSON CONNECTORS UPLIFT CONNECTOR SYP SPF FASTENERS FL# CODE A35 450 450 12-8dx1'/2" 10446.4 H2.5T 600 520 5-8d EA. END 11478.3 H8 620 530 5-10dx1'/2" EA. END 11470.3 MTS12 1000 860 7-10dx1'/2" EA. END 10456.3 HTS20 1450 1245 24-10dx1'/2" EA. END 13872.3 MSTA24 1765 1270 9-10d EA. END 13872.4 MSTA36 2050 1870 13-10d EA. END 13872.8 18-16d TO TRUSS/BEAM H 7 3480 308011496.2 1—s/a"0 ROD TO FTG. 32-16d TO TRUSS/BEAM H 7 5250 4670 1-5/e"0 ROD TO FTG. 11496.2 6-10d TO HEADER LUS28 930 780 10655.113 4-10d TO JOIST 14-16d TO HEADER HU410 905 785 10531.36 6-16d TO JOIST ABU44 2200 S/e"fi ROD w/ 12-16d 10849.6 ABU66 2300 5/a"0 ROD w/ 12-16d 10849.6 SET N/A N/A SIMPSON EPDXY—TIE 11506.4 10-16d TO STUD/BEAM/POST LTT208 1675 1675 11496.3 l—'/2"0 ROD TO FTG. LSTA12 805 695 10-10d 13872.5 CS16 1705 1705 13-8d 10852.1 Florida Building Code Online Pagel of 3 Business & Professional Regulationf -ri, SCIS Home ' Lop In : User Registration ! Hot Topics Submit Surcharge Stats&Facts Publications FBC Staff BCIS Site Map Links SearchProi Florida r G 10USE :Pub Approval Q0 USER:Public User Product Approval Menu>Product or Aoolication Search>Application List>Application Detail r•• FL# FL3557-R5 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Quick Tie Products,Inc. Address/Phone/Email 4141 Southpoint Drive East Suite B Jacksonville, FL 32216 (904)281-0525 Ext 117 hcrumley@quicktieproducts.com Authorized Signature Jim Vogt jvogt@qualtim.com Technical Representative Harvel Crumley Address/Phone/Email 4141 Southpoint Drive East Suite B Jacksonville, FL 32216 (904)281-0525 hcrumley@quicktieproducts.com Quality Assurance Representative Richard Davis Address/Phone/Email 4141 Southpoint Drive East Suite B Jacksonville, FL 32216 (904)281-0525 rdavis@quicktieproducts.com Category Structural Components Subcategory Wood Connectors Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 1--J Evaluation Report-Hardcopy Received Florida Engineer or Architect Name who developed the Kirk Grundahl Evaluation Report Florida License PE-73618 Quality Assurance Entity Benchmark Holdings,L.L.C. Quality Assurance Contract Expiration Date 04/30/2018 Validated By Jeffrey P.Arneson,P.E. D Validation Checklist-Hardcopy Received Certificate of Independence FL3557 R5 COI 150629 Cover Letter to 0910-01 Ouick Tie.odf Referenced Standard and Year(of Standard) Standard Year AF&PA NDS 2012 AISC 360 2010 AISI-S100-07/S1 2010 AISI-5100-07/S2 2010 ASTM D7147 2011 http://www.fl oridabuilding.org/pr/pr_app_dtl.aspx?param=wGE V XQwtDgtFEplkETc OA... 5/22/2017 Florida Building Code Online Page 2 of 3 Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Method 1 Option D Date Submitted 07/23/2015 Date Validated 12/17/2015 Date Pending FBC Approval 09/23/2015 Date Approved 12/17/2015 Summary of Products FL# [Model,Number Description or Name 3557.1 CS20-250,CS18- Coiled Straps(CS)are either 20 gauge(minimum thickness with coating 0.0356")steel(CS20- 200 and CS16- 250), 18 gauge(minimum thickness with coating 0.0466")steel(CS18-200),or 16 gauge 150 Coiled Straps (minimum thickness with coating 0.0575")steel(CS16-150). Limits of Use Installation Instructions Approved for use in FL3557 R5 II CS Installation Instructions UPDATED 110429.pdf HVHZ:No Verified By: Kirk Grundahl 73618 Approved for use Created by Independent Third Party: Yes outside HVHZ:Yes Evaluation Reports Impact Resistant:N/A FL3557 R5 AE 151123 TER 0910 01 OT All Product Lines FL Product Approval FINAL.Ddf Design Pressure:N/A Created by Independent Third Party: Yes Other: Each strap is 1-1/4"wide with nail holes punched at intervals of 1-1/2"along its length. The straps are manufactured from ASTM A653,Structural Steel, Grade 50(Fu=70 ksi,Fy = 50 ksi)steel galvanized with a G90 zinc coating. The CS20-250 is manufactured from 250' coil,the CS18-200 is manufactured from 200' coil,and the CS16-150 is manufactured from 150' coil. 3557.2 HA4 18 gauge(minimum thickness with coating 0.0466")steel clips are used to fasten rafters and Hurricane/Seismic trusses to wall top plates. Clip Limits of Use Installation Instructions Approved for use in FL3557 R5 II HA4, MTS,HTS Installation Instructions UPDATED.Ddf HVHZ:No Verified By: Kirk Grundahl 73618 Approved for use Created by Independent Third Party: Yes outside HVHZ:Yes Evaluation Reports Impact Resistant: N/A FL3557 R5 AE 151123 TER 0910 01 OT All Product Lines FL Product Approval FINAL.Ddf Design Pressure: N/A Created by Independent Third Party:Yes Other:The clips resist uplift loads and forces applied parallel to and perpendicular to the top plates.The HA4 clip is 4-1/2" long.The clips are manufactured from ASTM A 653,Structural Steel, Grade 50,Class 3(Fu= 70 ksi,Fy=50 ksi)steel galvanized with a G90 zinc coating. 3557.3 LS and MS series Galvanized steel straps, 1-1/4 inches wide and in varying length from 9-5/8 inches to 48-5/8 straps inches in length with minimum thicknesses of 0.0356 inches(LS)and 0.0575 inch(MS). Limits of Use Installation Instructions Approved for use in FL3557 R5 11 LS and MS Installation Instructions UPDATED 110429.pdf HVHZ: No Verified By: Kirk Grundahl 73618 http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEV XQwtDgtFEpIkETcOA... 5/22/2017 Florida Building Code Online Page 3 of 3 _ Approved for use Created by Independent Third Party: Yes outside HVHZ:Yes Evaluation Reports Impact Resistant:N/A FL3557 R5 AE 151123 TER 0910 01 OT All Product Lines FL Product Approval FINAL,odf Design Pressure:N/A Created by Independent Third Party: Yes Other:Nail size and quantity are as shown in the tables. 3557.4 MTS and HTS The Medium Twist Straps(MTS)are manufactured in lengths of 12"and the Heavy Twist Straps Twist Strap (HTS)are manufactured in lengths of 16",20",24"and 28".The straps have an offset shape to allow for twisting and bending. Limits of Use Installation Instructions Approved for use in FL3557 R5 lI HA4 MTS,HTS Installation Instructions UPDATED 110704.pdf HVHZ:No Verified By: Kirk Grundahl 73618 Approved for use Created by Independent Third Party: Yes outside HVHZ:Yes Evaluation Reports Impact Resistant:N/A FL3557 R5 AE 151123 TER 0910 01 OT All Product Lines FL Product Approval FINAL.pdf Design Pressure:N/A Created by Independent Third Party:Yes Other:Each strap is 1-1/4"wide with nail holes punched at intervals of 1"along its length.The nail holes are staggered across the width of the strap.The MTS12 is 16 gauge(minimum thickness with coating 0.0575").The HTS16, HTS20,HTS24,and HTS28 are 14 gauge (minimum thickness with coating 0.0705").The straps are manufactured from minimum ASTM A653,Structural Steel, Grade 50,Class 3(Fu= 70 ksi, Fy=50 ksi)steel galvanized with a G90 zinc coating. 3557.5 SC35 Framing The SC35 anchors floor and ceiling joists to headers.The SC35F provides solid blocking to top Angle and SC35F plates.The SC35 uses a 901 framing angle to join posts to beams and to make other right- Framing Plate angle connections. Limits of Use Installation Instructions Approved for use in FL3557 R5 I1 SC35 and SC35F Installation Instructions UPDATED 110704 pdf HVHZ: No Verified By: Kirk Grundahl 73618 Approved for use Created by Independent Third Party: Yes outside HVHZ:Yes Evaluation Reports Impact Resistant:N/A FL3557 R5 AE 151123 TER 0910 01 OT All Product Lines FL Product Approval FINAL.odf Design Pressure: N/A Created by Independent Third Party: Yes Other:The anchors are 18 gauge(0.0466")steel manufactured from ASTM A653,Structural Steel, Grade 50,Class 3(Fu = 70 ksi,Fy= 50 ksi)steel galvanized with a G90 zinc coating. Back Next Contact Us::2601 Blair Stone Road,Tallahassee FL 32399 Phone:850-487-1824 The State of Florida is an WEED employer.Copyright 2007-2013 State of Florida.::Privacy Statement::Accessibility Statement::Refund Statement Under Florida law,email addresses are public records.If you do not want your e-mail address released in response to a public-records request,do not send electronic mail to this entity.Instead,contact the office by phone or by traditional mail.If you have any questions,please contact 850.487.1395.*Pursuant to Section 455.275 (1),Florida Statutes,effective October 1,2012,licensees licensed under Chapter 455,F.S.must provide the Department with an email address if they have one.The emails provided may be used for official communication with the licensee.However email addresses are public record.If you do not wish to supply a personal address,please provide the Department with an email address which can be made available to the public.To determine if you are a licensee under Chapter 455,F.S., please dick here_. Product Approval Accepts: I ®R._ Credit Card Sale http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtFEpIkETcOA... 5/22/2017 Florida Building Code Online Pagel of 3 ljlGf,1 ` w DCIS Home Log In User Registration Hot Topics Submit Surcharge Stats&Facts Publications FBC Staff BCIS Site Map Links Search d, Fanda � Q/ P PER:Pub Approval USER:Public User K1.1 P Product Approval Menu>Product or Application Search>Application List>Application Detail FL# FL13468-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived 1 Product Manufacturer Quick Tie Products, Inc. Address/Phone/Email 4141 Southpoint Drive East Suite B Jacksonville,FL 32216 (904)281-0525 Ext 117 hcrumley@quicktieproducts.com Authorized Signature Jim Vogt jvogt@qualtim.com Technical Representative Jim Vogt,P.E. Address/Phone/Email 6300 Enterprise Lane Madison,WI 53719 (608)310-6703 jvogt@qualtim.com Quality Assurance Representative Richard Davis Address/Phone/Email 4141 Southpoint Drive East Suite B Jacksonville,FL 32216 (904)281-0525 rdavis@quicktieproducts.com Category Structural Components Subcategory Wood Connectors Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer V Evaluation Report-Hardcopy Received Florida Engineer or Architect Name who developed the Kirk Grundahl Evaluation Report Florida License PE-73618 Quality Assurance Entity Benchmark Holdings,L.L.C. Quality Assurance Contract Expiration Date 04/30/2018 Validated By Jeffrey P.Arneson,P.E. W, Validation Checklist-Hardcopy Received Certificate of Independence FL13468 R3 COI 150629 Cover Letter to 0910-01 Ouick Tie.odf Referenced Standard and Year(of Standard) Standard Year AF&PA NDS 2012 AISI-S100-07/S2-10/S1-10 2010 ANSI/AISC 360 2010 ASCE/SEI 19 2010 ASCE/SEI 7 2010 http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquQV xydMPwX... 5/22/2017 Florida Building Code Online Page 2 of 3 ASTM A283/A 283M 2003 ASTM A36/A 36M 2008 ASTM A653/A 653M 2008 ASTM F1667 2005 Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Method 1 Option D Date Submitted 07/02/2015 Date Validated 07/24/2015 Date Pending FBC Approval 08/09/2015 Date Approved 10/16/2015 Summa of Products FL# Model, Description Number or Name 13468.1 QTB(X)Blue The QTB(X)provides a continuous load path from the top of the wall to the foundation.Consists of a wire rope with threaded studs swaged to each end.3/16"diameter,7x19,galvanized steel wire with a minimum nominal strength of 4,200 lbs Limits of Use Installation Instructions Approved for use in FL13468 R3 II OTB Installation Instructions-REVISED 02-28-2011.pdf HVHZ: No Verified By: Kirk Grundahl,PE 73618 Approved for use Created by Independent Third Party:Yes outside HVHZ:Yes Evaluation Reports Impact Resistant:N/A FL13468 R3 AE 150723 TER 0910 01 OT All Product Lines FL Product Approval FINAL.pdf Design Pressure: N/A Created by Independent Third Party:Yes Other: 13468.2 QTG(X)Green The QTG(X)provides a continuous load path from the top of the wall to the foundation.Consists of a wire rope with threaded studs swaged to each end. 1/4"diameter, 7x19,galvanized steel wire with a minimum nominal strength of 7,000 lbs. Limits of Use Installation Instructions Approved for use in FL13468 R3 II OTG Installation Instructions-REVISED 02-28-2011.1)df HVHZ: No Verified By: Kirk Grundahl,PE 73618 Approved for use Created by Independent Third Party:Yes outside HVHZ:Yes Evaluation Reports Impact Resistant:N/A FL13468 R3 AE 150723 TER 0910 01 OT All Product Lines FL Product Approval FINAL.pdf Design Pressure:N/A Created by Independent Third Party:Yes Other: 13468.3QTO(X) The QTO(X)provides a continuous load path from the top of the wall to the foundation.Consists Orange of a wire rope with threaded studs swaged to each end. 5/16"diameter,7x19,galvanized steel wire with a minimum nominal strength of 9,800 lbs Limits of Use Installation Instructions Approved for use in FL13468 R3 II OTO Installation Instructions-REVISED 02-28-2011.1)df HVHZ: No Verified By: Kirk Grundahl,PE 73618 Approved for use Created by Independent Third Party:Yes outside HVHZ:Yes Evaluation Reports Impact Resistant:N/A FL13468 R3 AE 150723 TER 0910 01 OT All Product Lines FL Product Approval FINAL.odf Design Pressure: N/A Created by Independent Third Party:Yes Other: 13468.4 QTR(X)Red The QTR(X)provides a continuous load path from the top of the wall to the foundation.Consists of a wire rope with threaded studs swaged to each end. 3/8"diameter, 7x19,galvanized steel wire with a minimum nominal strength of 14,400 lbs. Limits of Use Installation Instructions Approved for use in FL13468 R3 H OTR Installation Instructions-REVISED 02-28-2011.1)df HVHZ: No Verified By: Kirk Grundahl,PE 73618 Approved for use Created by Independent Third Party:Yes outside HVHZ:Yes Evaluation Reports Impact Resistant:N/A FL13468 R3 AE 150723 TER 0910 01 OT All Product Lines FL Product Approval FINAL odf Design Pressure:N/A Created by Independent Third Party:Yes Other: http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquQVxydMPwX... 5/22/2017 Florida Building Code Online Page 3 of 3 Back Next ' Contact Us::2601 Blair Stone Road.Tallahassee FL 32399 Phone:850-487-1824 The State of Florida is an AA/EEO employer.Coovrioht 2007-2013 State of Florida.::Privacy Statement::Accessibility Statement::Refund Statement Under Florida law,email addresses are public records.If you do not want your e-mail address released in response to a public-records request,do not send electronic mail to this entity.Instead,contact the office by phone or by traditional mail.If you have any questions,please contact 850.487.1395.'Pursuant to Section 455.275(1),Florida Statutes,effective October 1,2012,licensees licensed under Chapter 455,F.S.must provide the Department with an email address if they have one.The emails provided may be used for official communication with the licensee.However email addresses are public record.If you do not wish to supply a personal address,please provide the Department with an email address which can be made available to the public.To determine if you are a licensee under Chapter 455,F.S.,please click here. Product Approval Accepts: Credit Card Safe http://www.floridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDquQVxydMPwX... 5/22/2017 Florida Building Code Online Pagel of 2 (!t c , k r tliry=r�lff.11}:i t•?� k�Y:�{ lil p @_ m _� „� .. f0llfiiJ11191=2.' BCIS Home Log In User Registration Hot Topics Submit Surcharge Stats&Facts Publications FSC Staff BCIS Site Map Links j Search rProduct Approval USER:Public User j4�,,py Ml r. Product Approval Menu>Product or Application Search>Application List>Application Detail I FL# FL16452-R1 Application Type Revision Code Version 2014 Application Status Approved Comments Archived [ Product Manufacturer Quick Tie Products,Inc. Address/Phone/Email 4141 Southpoint Drive East Suite B Jacksonville,FL 32216 (904)281-0525 Ext 117 hcrumley@quicktieproducts.com Authorized Signature Jim Vogt jvogt@qualtim.com Technical Representative Jim Vogt, P.E. Address/Phone/Email 6300 Enterprise Lane Madison,WI 53719 (608)310-6703 jvogt@qualtim.com Quality Assurance Representative Jeff Ramsey Address/Phone/Email 4141 Southpoint Drive East Suite B Jacksonville, FL 32216 (904)281-0525 jramsey@quicktieproducts.com Category Structural Components Subcategory Structural Wall Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer R Evaluation Report-Hardcopy Received Florida Engineer or Architect Name who developed Kirk Grundahl the Evaluation Report Florida License PE-73618 Quality Assurance Entity Benchmark Holdings,L.L.C. Quality Assurance Contract Expiration Date 04/30/2018 Validated By Jeffrey P.Arneson,P.E. F Validation Checklist-Hardcopy Received Certificate of Independence FL16452 R1 COI 150629 Cover Letter to 1306-06 Ouick Tie AOUA.Ddf Referenced Standard and Year(of Standard) Standard Year AF&PA NDS 2012 AISC 360 2010 AISIS100 2007 ASCE 19 2010 ASTM A283/A 283M 2003 ASTM A36/A 36M 2008 http://www.floridabuilding.org/pr/pr__app dtl.aspx?param=wGEVXQwtDgvXaHHDwAA... 5/22/2017 Florida Building Code Online Page 2 of 2 Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Method 1 Option D Date Submitted 07/01/2015 Date Validated 07/16/2015 Date Pending FBC Approval 07/18/2015 Date Approved 08/19/2015 Summa of Products FL# Model,Number or Description Name 16452.1 1 Quick Tie Cable-Aqua QTA Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL16452 R1 II QTA Installation Instructions-REVISED 06-27-2013.odf Approved for use outside Verified By: Kirk Grundahl,PE 73618 HVHZ:Yes Created by Independent Third Party:Yes Impact Resistant:N/A Evaluation Reports Design Pressure: N/A FL16452 R1 AE 150629 TER 1306 06 OT Aqua FL Product Approval FINAL.ndf Other: Created by Independent Third Party:Yes Badc Next Contact Us::2601 Blair Stone Road.Tallahassee FL 32399 Phone:850-487-1824 The State of Florida is an AA/EEO employer.Copyright 2007-2013 State of Florida.::Privacy Statement::Accessibility Statement::Refund Statement Under Florida law,email addresses are public records.If you do not want your e-mail address released in response to a public-records request,do not send electronic mail to this entity.Instead,contact the office by phone or by traditional mail.If you have any questions,please contact 850.487.1395.-Pursuant to Section 455.275(1),Florida Statutes,effective October 1,2012,licensees licensed under Chapter 455,F.S.must provide the Department with an email address if they have one.The emails provided may be used for official communication with the licensee.However email addresses are public record.If you do not wish to supply a personal address,please provide the Department with an email address which can be made available to the public.To determine if you are a licensee under Chapter 455,F.S.,please click here. Product Approval Accepts: W] is E Credit Card Safe http://www.floridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDgvXaHHDwAA... 5/22/2017 Florida Building Code Online Pagel of 2 I rwow.a.+ � •� � �,:,�, , �;. I: /j1�- .. •x.11 I![ :? � s �tt�:�s`itlil-t� IF ��li<lt►t:il _ SCIS Home Log In User Registration - Hot Topics Submit Surcharge Stats&Facts Publications FBC start SCIS Site Map Links Search Map 4Product Approval USER:Public User Product Approval Menu>Product or Aoolication Search>Application List>Application Detail r FL# FL17106-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Quick Tie Products,Inc. Address/Phone/Email 4141 Southpoint Drive East Suite B Jacksonville,FL 32216 (904)281-0525 Ext 117 hcrumley@quicktieproducts.com Authorized Signature Jim Vogt jvogt@qualtim.com Technical Representative Jim Vogt, P.E. Address/Phone/Email 6300 Enterprise Lane Madison,WI 53719 (608)310-6703 jvogt@qualtim.com Quality Assurance Representative Jeff Ramsey Address/Phone/Email 4141 Southpoint Drive East Suite B Jacksonville,FL 32216 (904)281-0525 jramsey@quicktieproducts.com Category Structural Components Subcategory Structural Wall Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report-Hardcopy Received Florida Engineer or Architect Name who developed the Kirk Grundahl Evaluation Report Florida License PE-73618 Quality Assurance Entity Benchmark Holdings, L.L.C. Quality Assurance Contract Expiration Date 04/29/2018 Validated By Jeffrey P.Arneson,P.E. NI Validation Checklist-Hardcopy Received Certificate of Independence FL17106 R2 COI 160128 Cover Letter to Ouick Tie Masonry TER 1404-06.odf Referenced Standard and Year(of Standard) Standard y"I ACI530 2011 AF&PA NDS 2012 AISC 360 2010 ASCE 19 2010 ASCE 7 2010 I http://www.floridabuilding.org/pr/pr_app__dtl.aspx?param=wGEVXQwtDgvCo3EapiIlBfR... 5/22/2017 Florida Building Code Online Page 2 of 2 ASTM A283/A 283M 2003 • ASTM A36/A 36M 2008 ASTM A653/A 653M 2008 ASTM C270 2008 TMS 402 2011 Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Method 1 Option D Date Submitted 01/28/2016 Date Validated 04/18/2016 Date Pending FBC Approval 04/18/2016 Date Approved 06/08/2016 Summa of Products FL# Model,Number or Description Name 17106.1 1 QuickTie'"System QTBM(X)Blue 3/16"Quick QTGM(X)Green 1/4"Quick Tie'"QTOM(X)Orange 5/16" (QTS) Quick Tie QTRM(X)Red 3/8"Quick Tie" Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL17106 R2 II 160413 Installation Instructions-Quick Tie System(OTS)Post- Approved for use outside Tensioned Concrete Masonry Wall AoDlications.odf HVHZ:Yes Verified By: Kirk Grundahl,PE 73618 Impact Resistant:N/A Created by Independent Third Party:Yes Design Pressure: N/A Evaluation Reports Other: FL17106 R2 AE 160413 TER 1404 06 OT Post Tensioned Masonry FL FINAL.Ddf Created by Independent Third Party: Yes Back Nezt Contact Us::2601 Blair Stone Road Tallahassee FL 32399 Phone:850-487-1824 The State of Florida is an AA/EEO employer.Coovrioht 2007-2013 State of Florida.::Privacy Statement::Accessibility Statement::Refund Statement Under Florida law,email addresses are public records.If you do not want your e-mail address released in response to a public-records request,do not send electronic mall to this entity.Instead,contact the office by phone or by traditional mail.If you have any questions,please contact 850.487.1395.-Pursuant to Section 455.275(1),Florida Statutes,effective October 1,2012,licensees licensed under Chapter 455,F.S.must provide the Department with an email address if they have one.The emails provided may be used for official communication with the licensee.However email addresses are public record.If you do not wish to supply a personal address,please provide the Department with an email address which can be made available to the public.To determine if you are a licensee under Chapter 455,F.S.,please click here. Product Approval Accepts: W] fov0 Credit Card Safe http://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgvCo3EapillBfR... 5/22/2017 ` J ACGjjkk^'$.-7-N-T- 'E u . Manual S Compliance Report Job: 825 SHERRY DRIVE Date: May18,2017 ` FIRST FLOOR OFFICE COPYBy. TRICIA HIGGINS SPEEDY CALC'S LLC 2805 STATEN DRIVE,DELTONA,FL 32738 Phone:407 314-8495 Fax:407 322-5788 Email:SPEEDYCALCS@YAHOO,COM Web:WWW.SPEEDYCALCS.COM Project • • For: GARY&JILLIENE GRAY 825 SHERRY DRIVE, ATLANTIC CITY, FL 32233 Cooling Equipment Design Conditions Outdoor design DB: 92.7°F Sensible gain: 21540 Btuh Entering coil DB: 75.9°F Outdoor design WB: 77.1'F Latent gain: 6216 Btuh Entering coil WB: 63.4°F Indoor design DB: 75.0°F Total gain: 27756 Btuh Indoor RH: 50% Estimated airflow: 1173 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: 25HCB636A00310+FV4CNB003L Actual airflow: 1173 cfm Sensible capacity: 25220 Btuh 117%of load Latent capacity: 6300 Btuh 101%of load Total capacity: 31520 Btuh 114% of load SHR: 80% Heating Equipment Design Conditions Outdoor design DB: 32.5°F Heat loss: 26585 Btuh Entering coil DB: 68.2°F Indoor design DB: 70.0°F Manufacturers Performance Data at Actual Design Conditions Equipment type: Split ASH Manufacturer: Carrier Model: 25HCB636A00310+FV4CNB003L Actual airflow: 1173 cfm Output capacity: 34800 Btuh 131% of load Capacity balance: 26 °F Supplemental heat required: 0 Btuh Economic balance: -99 °F Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1173 cfm Output capacity: 5.0 kW 64%of load Temp. rise: 13 °F Meets are all requirements of ACCA Manual S. 2017-May-24 15:25:30 wrightsoft, Right-Suite®Universal 2017 17.0.21 RSU08373 Page 1 ns\Documents\wrightsoft HVAC\GRAY RESIDENCE.rup Calc=MJ8 Front Door faces: S Manual S Compliance Report Job: 825 SHERRY DRIVE p P Date: May18,2017 SECOND FLOOR By: TRICIA HIGGINS SPEEDY CALC'S LLC 2805 STATEN DRIVE,DELTONA,FL 32738 Phone:407 314-8495 Fax:407 322-5788 Email:SPEEDYCALCS@YAHOO,COM Web:WWW.SPEEDYCALCS.COM Project • • For: GARY&JILLIENE GRAY 825 SHERRY DRIVE,ATLANTIC CITY, FL 32233 Cooling Equipment Design Conditions Outdoor design DB: 92.7°F Sensible gain: 14097 Btuh Entering coil DB: 76.3°F Outdoor design WB: 77.1'F Latent gain: 4482 Btuh Entering coil WB: 63.8°F Indoor design DB: 75.0°F Total gain: 18578 Btuh Indoor RH: 50% Estimated airflow: 800 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: 25HCB624A00310+FV4CNB003L Actual airflow: 800 cfm Sensible capacity: 16830 Btuh 119% of load Latent capacity: 4710 Btuh 105% of load Total capacity: 21540 Btuh 116% of load SHR: 78% Heating Equipment Design Conditions Outdoor design DB: 32.5°F Heat loss: 12008 Btuh Entering coil DB: 67.3°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: 25HCB624A00310+FV4CNB003L Actual airflow: 800 cfm Output capacity: 25000 Btuh 208%of load Capacity balance: 14 °F Supplemental heat required: 0 Btuh Economic balance: -99 °F Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 800 cfm Output capacity: 5.0 kW 142%of load Temp. rise: 19 °F Meets are all requirements of ACCA Manual S. 2017-May-24 15:25:30 wrightsoft Right-Suite®universal 201717.0.21 RSU08373 Page 2 ns\Documents\Wrightsoft HVAC\GRAY RESIDENCE.rup Calc=MJ8 Front Door faces: S I Project Summary Job: 825 SHERRY DRIVE J Summary Date: May18,2017 FIRST FLOOR By: TRICIA HIGGINS SPEEDY CALC'S LLC 2805 STATEN DRIVE,DELTONA,FL 32738 Phone:407 314-8495 Fax:407 322-5788 Email:SPEEDYCALCS@YAHOO,COM Web:WWW.SPEEDYCALCS.COM Project • • For: GARY&JILLIENE GRAY 825 SHERRY DRIVE, ATLANTIC CITY, FL 32233 Notes: Design Information Weather: Jacksonville Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 33 °F Outside db 93 °F Inside db 70 °F Inside db 75 °F Design TD 38 °F Design TD 18 °F Daily range M Relative humidity 50 % Moisture difference 51 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 21553 Btuh Structure 18750 Btuh Ducts 3178 Btuh Ducts 1915 Btuh Central vent(45 cfm) 1854 Btuh Central vent(45 cfm) 875 Btuh Outside air Outside air Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 26585 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 21540 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 3767 Btuh Ducts 886 Btuh g Central vent(45 cfm) 1564 Btuh Area ft Fi 2106 Cooling Outside air ( 2) 2106 Equipment latent load 6216 Btuh Volume(ft3) 21911 21911 Air changes/hour 0.23 0.12 Equipment total load 27756 Btuh Equiv.AVF(cfm) 84 45 Req.total capacity at 0.81 SHR 2.2 ton Heating Equipment Summary Cooling Equipment Summary Make Carrier Make Carrier Trade CARRIER AIR CONDITIONING Trade CARRIER AIR CONDITIONING Model 25HCB636AO0310 Cond 25HCB636AO0310 AHRI ref 9156148 Coil FV4CNB003L AHRI ref 9156148 Efficiency 9 HSPF Efficiency 12.5 EER, 16 SEER Heating input Sensible cooling 28512 Btuh Heating output 34800 Btuh @ 47°F Latent cooling 6688 Btuh Temperature rise 27 °F Total cooling 35200 Btuh Actual air flow 1173 cfm Actual air flow 1173 cfm Air flow factor 0.047 cfm/Btuh Air flow factor 0.057 cfm/Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.78 Capacitybalance point=26°F Backup: Input= 5 kW, Output= 17061 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrf htsoft 2017-May-2415:25:30 9 Right-Suite®Universal 2017 17.0.21 RSU08373 Pagel ...ns\Documents\Wrightsoft HVAC\GRAY RESIDENCE.rup Calc=MJ8 Front Door(aces: S ® jJob: 825 SHERRY DRIVE Project Summary J •,7 Date: May18,2017 SECOND FLOOR By: TRICIA HIGGINS SPEEDY CALC'S LLC 2805 STATEN DRIVE,DELTONA,FL 32738 Phone:407 314-8495 Fax:407 322-5788 Email:SPEEDYCALCS@YAHOO,COM Web:WWW.SPEEDYCALCS.COM Pro*ect Information For: GARY&JILLIENE GRAY 825 SHERRY DRIVE,ATLANTIC CITY, FL 32233 Notes: Design Information Weather: Jacksonville Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 33 °F Outside db 93 °F Inside db 70 °F Inside db 75 °F Design TD 38 °F Design TD 18 °F Daily range M Relative humidity 50 % Moisture difference 51 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 8542 Btuh Structure 12155 Btuh Ducts 1401 Btuh Ducts 967 Btuh Central vent(50 cfm) 2065 Btuh Central vent(50 cfm) 975 Btuh Outside air Outside air Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 12008 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 14097 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 2334 Btuh Ducts 406 Btuh Central vent(50 cfm) 1742 Btuh Heating Cooling Outside air Area(ft2) 921 921 Equipment latent load 4482 Btuh Volume(ft3) 9178 9178 Air changes/hour 0.40 0.21 Equipment total load 18578 Btuh Equiv.AVF (cfm) 61 33 Req.total capacity at 0.79 SHR 1.5 ton Heating Equipment Summary Cooling Equipment Summary Make Carrier Make Carrier Trade CARRIER AIR CONDITIONING Trade CARRIER AIR CONDITIONING Model 25HCB624AO0310 Cond 25HCB624AO0310 AHRI ref 9155797 Coil FV4CNB003L AHRI ref 9155797 Efficiency 9 HSPF Efficiency 13.0 EER, 17 SEER Heating input Sensible cooling 18960 Btuh Heating output 25000 Btuh @ 47°F Latent cooling 5040 Btuh Temperature rise 28 °F Total cooling 24000 Btuh Actual air flow 800 cfm Actual air flow 800 cfm Air flow factor 0.080 cfm/Btuh Air flow factor 0.061 cfm/Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.76 Capacitybalance point= 14'F Backup: Input= 5 kW, Output= 17061 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wri htsofC 2017-May-2415:25:30 .momg Right-Suite®Universal 201717.0.21 RSU08373 Paget ns\Documents\Wrightsoft HVAC\GRAY RESIDENCE.rup Calc=MJ8 Front Door faces: S Component Constructions Job: 825 SHERRY DRIVE Date: May18,2017 FIRST FLOOR By: TRICIA HIGGINS SPEEDY CALC'S LLC 2805 STATEN DRIVE,DELTONA,FL 32738 Phone:407 314-8495 Fax:407 322-5788 Email:SPEEDYCALCS@YAHOO,COM Web:WWW.SPEEDYCALCS.COM Project • • For: GARY&JILLIENE GRAY 825 SHERRY DRIVE,ATLANTIC CITY, FL 32233 Design C• • • Location: Indoor: Heating Cooling Jacksonville Intl AP, FL, US Indoor temperature(°F) 70 75 Elevation: 33 ft Design TD(°F) 38 18 Latitude: 30°N Relative humidity(%) 50 50 Outdoor: Heating Cooling Moisture difference(gr/Ib) 33.1 51.2 Dry bulb(°F) 33 93 Infiltration: Dailyrange(°F) - 18 ( M ) Method Simplified Wet bulb(°F) - 77 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain ft' Btuh/ft'-°F W-°F/Btuh Btuh/It' Btuh Btuh/ft' Btuh Walls 12E-Obw:Firm wall,brk 4"ext,3/8"wood shth,r-19 cav ins, 1/2" n 314 0.068 19.0 2.55 800 1.03 322 gypsum board int fish,2"x6"wood frm, 16"o.c.stud a 476 0.068 19.0 2.55 1213 1.03 488 s 416 0.068 19.0 2.55 1060 1.03 427 w 568 0.068 19.0 2.55 1448 1.03 583 all 1773 0.068 19.0 2.55 4521 1.03 1820 Partitions (none) Windows 2 glazing,clr low-e outr,argon gas,vnl frm mat,clr innr,1/4"gap, 1/4" n 72 0.330 0 12.4 891 8.45 608 thk:2 glazing,clr low-e outr,argon gas,vnl frm mat,clr innr, 1/4"gap, 1/4"thk;NFRC rated(SHGC=0.24);50%blinds 45°,light;50%outdoor insect screen;2 ft overhang(6 ft window ht,4 It sep.);8 ft head ht 2 glazing,clr low-e outr,argon gas,vnl frm mat,clr innr,1/4"gap,1/4" n 12 0.340 0 12.8 153 8.74 105 thk:2 glazing,clr low-e outr,argon gas,vnl frm mat,clr innr, 1/4"gap, 1/4"thk;NFRC rated(SHGC=0.25);50%blinds 45°,light;50%outdoor insect screen;2 It overhang(1 It window ht,2 ft sep.);10 ft head ht 2 glazing,clr low-e outr,argon gas,vnl frm mat,clr innr,1/4"gap,1/4" a 96 0.340 0 12.8 1224 14.1 1358 thk:2 glazing,clr low-e outr,argon gas,vnl frm mat,clr innr, 1/4"gap, 1/4"thk;NFRC rated(SHGC=0.21);50%blinds 45°,light;50%outdoor insect screen;9.7 It overhang(8 ft window ht,4 ft sep.);8 ft head ht 2 glazing,clr low-e outr,argon gas,vnl frm mat,clr innr,1/4"gap, 1/4" a 22 0.340 0 12.7 275 11.2 242 thk:2 glazing,clr low-e outr,argon gas,vnl frm mat,clr innr, 1/4"gap, 1/4"thk;NFRC rated(SHGC=0.25);9.7 It overhang(1.8 It window ht,2 ft sep.); 10 It head ht 2 glazing,clr low-e outr,argon gas,vnl frm mat,clr innr,1/4"gap,1/4" a 24 0.340 0 12.8 306 30.0 720 thk:2 glazing,clr low-e outr,argon gas,vnl frm mat,clr innr, 1/4"gap, 1/4"thk;NFRC rated(SHGC=0.25);8 It head ht wri htS0ft 2017-May-2415:25:30 9 Right-Suite®Universal 2017 17.0.21 RSU08373 Page 1 ACOA ...ns\Documents\Wrightsoft HVAC\GRAY RESIDENCE.rup Calc=MJ8 Front Door faces: S 2 glazipg,clr low-e outr,argon gas,vnl frm mat,cir innr,1/4"gap, 1/4" e 6 0.340 0 12.8 77 23.1 138 thk:2 glazing,clr low-e outr,argon gas,vnl frm mat,clr innr, 1/4"gap, 1/4"thk;NFRC rated(SHGC=0.25);50%blinds 45°,light;50%outdoor insect screen;2 ft overhang(2 ft window ht, 15.1 ft sep.);6 ft head ht 2 glazing,clr low-e outr,argon gas,vnl frm mat,clr innr, 1/4"gap, 1/4" s 9 0.330 0 12.4 109 8.45 74 thk:2 glazing,clr low-e outr,argon gas,vnl frm mat,clr innr, 1/4"gap, 1/4"thk;NFRC rated(SHGC=0.24);50%blinds 45°,light;50%outdoor insect screen;8 ft overhang(4.4 ft window ht,2 ft sep.);8 ft head ht 2 glazing,clr low-e outr,argon gas,vnl frm mat,clr innr, 1/4"gap, 1/4" s 18 0.330 0 12.4 223 10.0 181 thk:2 glazing,clr low-e outr,argon gas,vnl frm mat,cir innr,1/4"gap, 1/4"thk;NFRC rated(SHGC=0.24);50%blinds 45°,light;50%outdoor insect screen;2 ft overhang(6 ft window ht, 12.1 ft sep.);8 ft head ht 2 glazing,clr low-e outr,argon gas,vnl frm mat,clr innr,1/4"gap, 1/4" w 18 0.330 0 12.4 223 28.9 519 thk:2 glazing,cir low-e outr,argon gas,vnl frm mat,clr innr, 1/4"gap, 1/4"thk;NFRC rated(SHGC=0.24);8 ft head ht 2 glazing,cir low-e outr,argon gas,vnl frm mat,cir innr,1/4"gap, 1/4" w 18 0.330 0 12.4 223 8.45 152 thk:2 glazing,clr low-e outr,argon gas,vnl frm mat,clr innr, 1/4"gap, 1/4"thk;NFRC rated(SHGC=0.24);50%blinds 45°,light;50%outdoor insect screen; 18.7 ft overhang(6 ft window ht,2 ft sep.);8 ft head ht 2 glazing,clr low-e outr,argon gas,vnl frm mat,clr innr,1/4"gap,1/4" w 36 0.330 0 12.4 446 23.3 839 thk:2 glazing,clr low-e outr,argon gas,vnl frm mat,clr innr, 1/4"gap, 1/4"thk;NFRC rated(SHGC=0.24);50%blinds 45°,medium;50% outdoor insect screen;2 ft overhang(6 ft window ht,10.1 ft sep.);9 ft head ht 2 glazing,clr low-e outr,argon gas,vnl frm mat,cir innr,1/4"gap,1/4" w 24 0.340 0 12.8 306 27.9 670 thk:2 glazing,clr low-e outr,argon gas,vnl frm mat,cir innr, 1/4"gap, 1/4"thk;NFRC rated(SHGC=0.25);2 ft overhang(6 ft window ht, 1 ft sep.);9 ft head ht Doors 11 D0:Door,wd sc type s 24 0.390 0 14.6 351 11.8 283 Ceilings ICYNENE R20 METAL ROOF:Attic ceiling,mtl roof mat,r-20 roof ins, 1/2" 1120 0.050 20.0 1.07 1193 0.67 748 gypsum board int fish Floors 22A-tpl:Bg floor,light dry soil,on grade depth 204 0.989 0 37.1 7566 0 0 2017-May-24 15:25:30 WrlightSOft' Right-Suite®Universal 2017 17.0.21 RSU08373 Page ..ns\Documents\Wrightsoft HVAC\GRAY RESIDENCE.rup Calc=MJ8 Front Door faces: S Component Constructions Job: 825 SHERRY DRIVE p Date: May18,2017 SECOND FLOOR By: TRICIA HIGGINS SPEEDY CALC'S LLC 2805 STATEN DRIVE,DELTONA,FL 32738 Phone:407 314-8495 Fax:407 322-5788 Email:SPEEDYCALCS@YAHOO,COM Web:WWW.SPEEDYCALCS.COM Project • • For: GARY&JILLIENE GRAY 825 SHERRY DRIVE,ATLANTIC CITY, FL 32233 Design Conditions Location: Indoor: Heating Cooling Jacksonville Intl AP, FL, US Indoor temperature(°F) 70 75 Elevation: 33 ft Design TD(°F) 38 18 Latitude: 30°N Relative humidity(%) 50 50 Outdoor: Heating Cooling Moisture difference(gr/Ib) 33.1 51.2 Dry bulb(°F) 33 93 Infiltration: Dailyrange(°F) - 18 ( M ) Method Simplified Wet bulb(°F) - 77 Construction quality Average Wind speed(mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain ft' BWh/ft'-°F ft'-°FBhh BWh/ft' Btuh Btuh/ft' Btuh Walls 12E-Osw:Frm wall,wd ext,3/8"wood shth,r-19 cav ins, 1/2"gypsum n 390 0.068 19.0 2.55 993 1.43 559 board int fnsh,2"x6"wood frm, 16"o.c.stud a 384 0.068 19.0 2.55 978 1.43 550 s 346 0.068 19.0 2.55 882 1.43 496 w 341 0.068 19.0 2.55 870 1.43 490 all 1460 0.068 19.0 2.55 3723 1.43 2095 Partitions (none) Windows 2 glazing,clr low-e outr,argon gas,vnl frm mat,clr innr,1/4"gap,1/4" e 6 0.340 0 12.8 77 21.1 126 thk:2 glazing,clr low-e outr,argon gas,vnl frm mat,clr innr, 1/4"gap, 1/4"thk;NFRC rated(SHGC=0.25);50%blinds closed,medium;50% outdoor insect screen;2 ft overhang(2 ft window ht,1.4 ft sep.);6.67 ft head ht 2 glazing,clr low-e outr,argon gas,vnl frm mat,clr innr,1/4"gap, 1/4" s 18 0.290 0 10.9 196 7.31 132 thk:2 glazing,clr low-e outr,argon gas,vnl frm mat,clr innr, 1/4"gap, 1/4"thk;NFRC rated(SHGC=0.19);50%blinds 45°,medium;50% outdoor insect screen;6 ft overhang(3 ft window ht,1.4 ft sep.);6.67 ft head ht 2 glazing,clr low-e outr,argon gas,vnl frm mat,clr innr,1/4"gap, 1/4" s 6 0.290 0 10.9 65 7.12 43 thk:2 glazing,clr low-e outr,argon gas,vnl frm mat,clr innr, 1/4"gap, 1/4"thk;NFRC rated(SHGC=0.19);50%blinds closed,medium;50% outdoor insect screen;2 ft overhang(3 ft window ht,1.4 ft sep.);6.67 ft head ht 2 glazing,clr low-e outr,argon gas,vnl frm mat,clr innr,1/4"gap, 1/4" s 20 0.340 0 12.8 260 8.96 183 thk:2 glazing,clr low-e outr,argon gas,vnl frm mat,clr innr, 1/4"gap, 1/4"thk;NFRC rated(SHGC=0.25);50%blinds 45°,medium;50% outdoor insect screen; 12 ft overhang(6.8 ft window ht, 1.4 ft sep.); 6.67 ft head ht - wri htSOft' 2017-May-24 15:25:30 �� 9 Right-SuiteOUniversa1201717.0.21 RSU08373 Page3 ..ns\Documents\Wrightsoft HVAC\GRAY RESIDENCE.rup Calc=MJ8 Front Door faces: S 2 glazing,clr low-e outr,argon gas,vnl frm mat,clr innr, 1/4"gap,1/4" w 6 0.290 0 10.9 65 17.9 107 thk:2 glazing,clr low-e outr,argon gas,vnl frm mat,clr innr, 1/4"gap, 1/4"thk;NFRC rated(SHGC=0.19);50%blinds closed,medium;50% outdoor insect screen;2 ft overhang(3 ft window ht,6.6 ft sep.);6.67 ft head ht 2 glazing,clr low-e outr,argon gas,vnl frm mat,clr innr, 1/4"gap,1/4" w 20 0.340 0 12.8 260 8.96 183 thk:2 glazing,clr low-e outr,argon gas,vnl frm mat,clr innr, 1/4"gap, 1/4"thk;NFRC rated(SHGC=0.25);50%blinds 45°,medium;50% outdoor insect screen;20.7 ft overhang(6.8 ft window ht,1.4 ft sep.); 6.67 ft head ht 2 glazing,clr low-e outr,argon gas,vnl frm mat,clr innr, 1/4"gap,1/4" w 10 0.340 0 12.8 128 8.71 87 thk:2 glazing,clr low-e outr,argon gas,vnl frm mat,clr innr,1/4"gap, 1/4"thk;NFRC rated(SHGC=0.25);50%blinds closed,medium;50% outdoor insect screen; 1.4 ft overhang(5 ft window ht,1.4 ft sep.); 6.67 ft head ht 2 glazing,clr low-e outr,argon gas,vnl frm mat,clr innr,1/4"gap,1/4" w 10 0.340 0 12.8 128 8.71 87 thk:2 glazing,clr low-e outr,argon gas,vnl frm mat,clr innr,1/4"gap, 1/4"thk;NFRC rated(SHGC=0.25);50%blinds closed,medium;50% outdoor insect screen;2 ft overhang(5 ft window ht, 1.4 ft sep.);6.67 ft head ht Doors (none) Ceilings ICYNENE R20 METAL ROOF:Attic ceiling,mtl roof mat,r-20 roof ins, 1/2" 1013 0.050 20.0 1.07 1079 0.67 677 gypsum board int fish Floors 20P-19t:Fir floor,frm fir,12"thkns,r-19 cav ins,amb ovr 28 0.050 19.0 1.88 53 0.68 19 2017-May-24 15:25:30 WrightsOf't' Right-Suite®Universal 2017 17.0.21 RSU08373 Page+C� ...ns\Documents\Wrightsoft HVAC\GRAY RESIDENCE.rup Calc=MJ8 Front Door faces: S AED Assessment Job: 825 SHERRY DRIVE Date: May%2017 FIRST FLOOR By: TRICIA HIGGINS SPEEDY CALC'S LLC 2805 STATEN DRIVE,DELTONA,FL 32738 Phone:407 314-8495 Fax:407 322-5788 Email:SPEEDYCALCS@YAHOO,COM Web:WWW SPEEDYCALCS.COM Project Information For: GARY&JILLIENE GRAY 825 SHERRY DRIVE,ATLANTIC CITY, FL 32233 Design C• • • Location: Indoor: Heating Cooling Jacksonville Intl AP, FL, US Indoor temperature(°F) 70 75 Elevation: 33 ft Design TD(°F) 38 18 Latitude: 30°N Relative humidity(%) 50 50 Outdoor: Heating Cooling Moisture difference(gr/Ib) 33.1 51.2 Dry bulb(°F) 33 93 Infiltration: Dailyrange(°F) - 18 ( M ) Wet bulb(°F) - 77 Wind speed (mph) 15.0 7.5 Test for • - • Exposure Diversity Hourly Glazing Load a 7, 4, a z 1, 0 8 9 10 11 12 13 14 15 16 17 18 19 2J Ftrr d Clay /Hourly /Average /l�liml Maximum hourly glazing load exceeds average by 31.9%. Zone does not have adequate exposure diversity (AED), based on AED limit of 30%. AED excursion: 104 l3tuh (PFG - 1.3*AFG) Wrl sft 2017-May-2415:25:30 9htoRight-Suite®Universal 2017 17.0.21 RSU08373 Page 1 ns\Documents\Wrightsoft HVAC\GRAY RESIDENCE.rup Calc=MJ8 Front Door faces: S AED Assessment Job: 825 SHERRY DRIVE Date: Fill 2017 SECOND FLOOR By: TRICIA HIGGINS SPEEDY CALC'S LLC 2805 STATEN DRIVE,DELTONA,FL 32738 Phone:407 314-8495 Fax:407 322-5788 Email:SPEEDYCALCS@YAHOO,COM Web:WWW.SPEEDYCALCS.COM Project • • For: GARY&JILLIENE GRAY 825 SHERRY DRIVE,ATLANTIC CITY, FL 32233 Design C• • • Location: Indoor: Heating Cooling Jacksonville Intl AP, FL, US Indoor temperature(°F) 70 75 Elevation: 33 ft Design TD(°F) 38 18 Latitude: 30°N Relative humidity(%) 50 50 Outdoor: Heating Cooling Moisture difference(gr/Ib) 33.1 51.2 Dry bulb(°F) 33 93 Infiltration: Dailyrange(°F) - 18 ( M ) Wet bulb('F) - 77 Wind speed(mph) 15.0 7.5 Test for • - • Exposure Diversity Hourly Glazing Load z Z411- z 1, 1, 1 1, 0 8 9 10 11 12 13 14 15 16 17 18 19 ter d DW /Hourly / Average /PE h" Maximum hourly glazing load exceeds average by 68.6%. Zone does not have adequate exposure diversity (AED), based on AED limit of 30%. AED excursion: 552 Btuh (PFG - 1.3*AFG) Wrl ht50fL 2017-May-2415:25:30 `. 9 Right-Suite®U niversal 2017 17.0.21 RSU08373 Page 2 /�+— ns\Documents\Wrightsoft HVAC\GRAY RESIDENCE.rup Calc=MJ8 Front Door faces: S Right-J® Worksheet Job: 825 SHERRY DRIVE FIRST FLOOR Date: May18,2017 ' SPEEDY CALC'S LLC By: TRICIA HIGGINS 2805 STATEN DRIVE,DELTONA,FL 32738 Phone:407 314-8495 Fax:407 322-5788 Email:SPEEDYCALCS@YAHOO,COM Web:WWW.SPEEDYCALCS.COM 1 Room name FIRST FLOOR WALK IN 1 2 Exposed wall 204.0 ft 29.0 ft 3 Room height 10.4 ft 9.0 ft heat/cool 4 Room dimensions 15.0 x 11.0 ft 5 Room area 2105.0 ft' 165.0 ft' Ty Construction U-value Or I HTM Area (fN) I Load Area (f t') I Load number (Btuh/ft-°F (Btuh/ft) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool i Gross I N/P/S j Heat Cool i Gross I N/P/S j Heat I Cool 6 T 12E-0bw 0.068 n 2.55 1.03 398 314 800 322 135 135 344 139 I�-C-G 2 glazing,clr low-e 0.330 n 12.38 8.45 72 0 891 608 0 0 0 0 2 glazing,clr low-e 0.340 n 12.75 8.74 12 0 153 105 0 0 0 0 W 12E-0sw 0.068 n 0.00 0.00 0 0 0 0 0 0 0 0 11 12E-0bw 0.068 a 2.55 1.03 623 476 1213 488 27 27 69 28 2 glazing,clr low-e 0.340 a 12.75 14.15 96 49 1224 1358 0 0 0 0 2 glazing,clr low-e 0.340 a 12.75 11.20 22 22 275 242 0 0 0 0 2 glazing,clr low-e 0.340 a 12.75 30.00 24 0 306 720 0 0 0 0 2 glazing,clr low-e 0.340 a 12.75 23.06 6 0 77 138 0 0 0 0 VI/ 12E-0sw 0.068 a 0.00 0.00 0 0 0 0 0 0 0 0 2 alazina.clr low-e 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 12E-0bw 0.068 s 2.55 1.03 466 416 1060 427 0 0 0 0 2 glazing,clr low-e 0.330 s 12.38 8.45 9 9 109 74 0 0 0 0 2 glazing,clr low-e 0.330 s 12.38 10.05 18 0 223 181 0 0 0 0 11 DO 0.390 s 14.62 11.78 24 24 351 283 0 0 0 0 12E-0sw 0.068 s 0.00 0.00 0 0 0 0 0 0 0 0 --G 2 glazing,clr low-e 0.290 s 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.290 s 0.00 0.00 0 0 0 0 0 0 0 0 2 alazina,clr low-e 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 12E-0bw 0.068 w 2.55 1.03 664 568 1448 583 99 99 252 102 2 glazing,clr low-e 0.330 w 12.38 28.86 18 0 223 519 0 0 0 0 2 glazing,clr low-e 0.330 w 12.38 8.45 18 18 223 152 0 0 0 0 2 glazing,clr low-e 0.330 w 12.38 23.32 36 0 446 839 0 0 0 0 2 glazing,clr low-e 0.340 w 12.75 27.93 24 3 306 670 0 0 0 0 12E-0sw 0.068 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.290 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2 olazina.clr low-e 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 C ICYNENE R20 META... 0.050 1.07 0.67 1120 1120 1193 748 165 165 176 110 F 20P-19t 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 37.09 0.00 2105 204 7566 0 165 29 1076 0 61 c)AED excursion 1 1 1041 1 1 1 93 Envelope loss/gain 1 18085 8563 1 1 1917 286 12 a) Infiltration 3468 877 421 106 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 2 460 0 0 Appliances/other 8850 900 Subtotal(lines 6 to 13) 21553 18750 2338 1292 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 21553 18750 2338 1292 15 Duct loads 15% 10% 3178 1915 16% 12% 366 149 1 1 Air required(c m) 1 1 1 211731 201731 1 1 21281 14821 Calculations approved by ACCA to meet all reauirements of Manual J 8th Ed. 'pid- wrightsaft, 2017-May-2415:25:30 Right-Suite®Universal 2017 17.0.21 RSU08373 Page 1 ..ns\Documents\Wrightsoft HVAC\GRAY RESIDENCE.rup Calc=MJ8 Front Door faces: S Right-J® Worksheet Job: 825 SHERRY DRIVE FIRST FLOOR Date: May18,2017 By: TRICIA HIGGINS SPEEDY CALC'S LLC 2805 STATEN DRIVE,DELTONA,FL 32738 Phone:407 314-8495 Fax:407 322-5788 Email:SPEEDYCALCS@YAHOO,COM Web:WWW.SPEEDYCALCS.COM 1 Room name WC OWNER'S BATH 2 Exposed wall 0 ft 11.0 ft 3 Room height 10.1 ft heat/cool 10.1 ft heat/cool 4 Room dimensions 3.0 x 5.0 ft 1.0 x 150.0 ft 5 Room area 15.0 fN 150.0 ft' T Construction U-value Or HTM Area ft' Load Area ft' Load Ty z I I ( ' I ( ' number (Btuhlft-°F (Bt or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat I Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 VI 12E-0bw 0.068 n 2.55 1.03 0 0 0 0 0 0 0 0 II-CG 2 glazing,clr low-e 0.330 n 12.38 8.45 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 n 12.75 8.74 0 0 0 0 0 0 0 0 W 12E-0sw 0.068 n 0.00 0.00 0 0 0 0 0 0 0 0 11 12E-0bw 0.068 a 2.55 1.03 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 a 12.75 14.15 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 a 12.75 11.20 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 a 12.75 30.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 a 12.75 23.06 0 0 0 0 0 0 0 0 Vll 12E-0sw 0.068 a 0.00 0.00 0 0 0 0 0 0 0 0 L- G 2 alazinq,clr low-e 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 12E-0bw 0.068 s 2.55 1.03 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.330 s 12.38 8.45 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.330 s 12.38 10.05 0 0 0 0 0 0 0 0 11 DO 0.390 s 14.62 11.78 0 0 0 0 0 0 0 0 Vy 12E-0sw 0.068 s0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.290 s 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.290 s 0.00 0.00 0 0 0 0 0 0 0 0 2 glazinq,clr low-e 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 12E-0bw 0.068 w 2.55 1.03 0 0 0 0 111 87 222 89 2 glazing,clr low-e 0.330 w 12.38 28.86 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.330 w 12.38 8.45 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.330 w 12.38 23.32 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 w 12.75 27.93 0 0 0 0 24 3 306 670 12E-0sw 0.068 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.290 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2 alazinq.clr low-e 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 C ICYNENE R20 META... 0.050 1.07 0.67 0 0 0 0 75 75 80 50 F 20P-19t 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 37.09 0.00 15 0 0 0 150 11 408 0 61 c)AED excursion -231 1 1 1 278 Envelope loss/gain 0 -23 1 1 1016 1088 12 a) Infiltration 0 0 179 45 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 350 0 Subtotal(lines 6 to 13) 0 327 1195 1133 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 327 1195 1133 15 Duct loads 16% 12% 0 38 16% 12% 187 130 Total room I I I I 31 I I 1361 12641 Air O216 Calculations aooroved by ACCA to meet all reauirements of Manual J 8th Ed. W rightsoft 2017-May-24 15:25:30 Right-Suite®Universal 2017 17.0.21 RSU08373 Page 2 ...ns\Documents\Wrightsoft HVAC\GRAY RESIDENCE.rup Calc=MJ8 Front Door faces: S Right-M Worksheet Job: 825 SHERRY DRIVE FIRST FLOOR Date: May18,2017 By: TRICIA HIGGINS SPEEDY CALC'S LLC 2805 STATEN DRIVE,DELTONA,FL 32738 Phone:407 314-8495 Fax:407 322-5788 Email:SPEEDYCALCS@YAHOO,COM Web:WWW.SPEEDYCALCS.COM 1 Room name OWNER'S SUITE WIC 2 2 Exposed wall 17.0 ft 14.0 It 3 Room height 10.1 ft heaticool 10.1 ft heat/cool 4 Room dimensions 15.0 x 17.0 It 6.0 x 8.0 ft 5 Room area 255.0 ft2 48.0 ft2 T Construction U-value Or HTM Area ft2 Load Area ft2 Load y number (Btuh/f t2-°F I (Btuh/ft2) I or perimeter (ft) I (Btuh ) I or perimeter (ft) I (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Vy 12E-0bw 0.068n 2.55 1.03 0 0 0 0 0 0 0 0 I�-GG 2 glazing,cir low-e 0.330 n 12.38 8.45 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.340 n 12.75 8.74 0 0 0 0 0 0 0 0 W 12E-0sw 0.068 n 0.00 0.00 0 0 0 0 0 0 0 0 11 12E-0bw 0.068 a2.55 1.03 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 a 12.75 14.15 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.340 a 12.75 11.20 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.340 a 12.75 30.00 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.340 a 12.75 23.06 0 0 0 0 0 0 0 0 12E-0sw 0.068 a 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing.clr low-e 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 12E-0bw 0.068 s 2.55 1.03 0 0 0 0 61 61 155 62 2 glazing,clr low-e 0.330 s 12.38 8.45 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.330 s 12.38 10.05 0 0 0 0 0 0 0 0 11 DO 0.390 s 14.62 11.78 0 0 0 0 0 0 0 0 12E-0sw 0.068 s 0.00 0.00 0 0 0 0 0 0 0 0 --G 2 glazing,cir low-e 0.290 s 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.290 s 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing.clr low-e 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 12E-0bw 0.068 w2.55 1.03 172 136 346 139 81 81 206 83 2 glazing,clr low-e 0.330 w 12.38 28.86 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.330 w 12.38 8.45 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.330 w 12.38 23.32 36 0 446 839 0 0 0 0 2 glazing,clr low-e 0.340 w 12.75 27.93 0 0 0 0 0 0 0 0 12E-0sw 0.068 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.290 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2 olazinq,clr low-e 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 C ICYNENE R20 META... 0.050 1.07 0.67 0 0 0 0 0 0 0 0 F 20P-19t 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 37.09 0.00 255 17 630 0 48 14 519 0 61 c)AED excursion 1 1 343 -14 Envelope loss/gain 1 1422 1322 1 1 880 132 12 a) Infiltration 277 70 228 58 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 2 460 0 0 Appliances/other 0 0 Subtotal(lines 6 to 13) 1699 1852 1108 189 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1699 1852 1108 189 15 Duct loads 16% 12% 266 213 16% 12% 173 22 Total room load 1965 2065 1281 211 Air required(cfm) I I I 93I 1171 I I 61 12 Calculations aDDroved by ACCA to meet all requirements of Manual J 8th Ed. W rightsoft2017-May-24 15:25:30 Right-Suite®Universal 2017 17.0.21 RSU08373 Page 3 ...ns\Documents\Wrightsoft HVAC\GRAY RESIDENCE.rup Calc=MJ8 Front Door faces: S Right-J® Worksheet Job: 825 SHERRY DRIVE FIRST FLOOR Date: May18,2017 By: TRICIA HIGGINS SPEEDY CALC'S LLC 2805 STATEN DRIVE,DELTONA,FL 32738 Phone:407 314-8495 Fax:407 322-5788 Email:SPEEDYCALCS@YAHOO,COM Web:WWW.SPEEDYCALCS.COM 1 Room name LAUNDRY FOYER 2 Exposed wall 9.0 It 12.0 It 3 Room height 10.1 It heat/cool 20.1 ft heat/cool 4 Room dimensions 9.0 x 8.0 ft ft 6.0 x 10.0 5 Room area 72.0 ft' 60.0 ft' T Construction U-value Or HTM Area ft' Load Area fN Load Y ( ) ( ) number (Btuh/ft'-°F (Bt uh/ft') or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 VI/ 12E-0bw 0.068 n 2.55 1.03 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.330 n 12.38 8.45 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.340 n 12.75 8.74 0 0 0 0 0 0 0 0 W 12E-0sw 0.068 n 0.00 0.00 0 0 0 0 0 0 0 0 11 12E-0bw 0.068 e2.55 1.03 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 a 12.75 14.15 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.340 a 12.75 11.20 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.340 a 12.75 30.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 a 12.75 23.06 0 0 0 0 0 0 0 0 12E-0sw 0.068 a 0.00 0.00 0 0 0 0 0 0 0 0 2 alazinq,clr low-e 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 12E-0bw 0.068 s 2.55 1.03 91 82 209 84 121 97 246 99 2 glazing,clr low-e 0.330 s 12.38 8.45 9 9 109 74 0 0 0 0 2 glazing,cir low-e 0.330 s 12.38 10.05 0 0 0 0 0 0 0 0 11 DO 0.390 s 14.62 11.78 0 0 0 0 24 24 351 283 Vy 12E-0sw 0.068 s 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.290 s 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.290 s 0.00 0.00 0 0 0 0 0 0 0 0 2 glazinq,clr low-e 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 12E-0bw 0.068 w 2.55 1.03 0 0 0 0 121 103 262 105 2 glazing,clr low-e 0.330 w 12.38 28.86 0 0 0 0 18 0 223 519 2 glazing,cir low-e 0.330 w 12.38 8.45 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.330 w 12.38 23.32 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 w 12.75 27.93 0 0 0 0 0 0 0 0 12E-0sw 0.068 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.290 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazinq,cir low-e 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 C ICYNENE R20 META... 0.050 1.07 0.67 0 0 0 0 0 0 0 0 F 20P-19t 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 37.09 0.00 72 9 334 0 60 12 445 0 61 c)AED excursion 1 1 -471 1 1 1 150 Envelope loss/gain 1 652 112 1 1 1527 1157 12 a) Infiltration 147 37 389 98 b) Room ventilation 0 0 0 0 13 Intemal gains: Occupants @ 230 0 0 0 0 Appliances/other 500 0 Subtotal(lines 6 to 13) 799 649 1916 1255 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 766 502 -1916 -1255 14 Subtotal 1565 1151 0 0 15 Duct loads 16% 12% 245 133 16% 12% 0 0 Total room load I I 18101 12841 I I 0 O Air required(cfm) 86 73 0 0 Calculations aDDroyed by ACCA to meet all requirements of Manual J 8th Ed. .� wrightso t 2017-May-2415:25:30 Right-Suite®Universal 201717.0.21 RSU08373 Page ...ns\Documents\Wrightsoft HVAC\GRAY RESIDENCE.rup Calc=MJ8 Front Door faces: S Right-M Worksheet Job: 825 SHERRY DRIVE FIRST FLOOR Date: May%2017 By: TRICIA HIGGINS SPEEDY CALC'S LLC 2805 STATEN DRIVE,DELTONA,FL 32738 Phone:407 314-8495 Fax:407 322-5788 Email:SPEEDYCALCS@YAHOO,COM Web:WWW.SPEEDYCALCS.COM 1 Room name GALLEY STAIRS 2 Exposed wall 0 ft 7.0 It 3 Room height 10.1 It heat/cool 9.0 It heat/cool 4 Room dimensions 1.0 x 55.0 ft 1.0 x 46.0 ft 5 Room area 55.0 ft' 46.0 ft' T Construction U-value Or HTM Area If v) Load Area ft2Load Ty number (Btuh/ft'-°F I (Btuh/ft2) I or perimeter (ft) I (Btuh ) I or perimeter (ft) I (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12E-0bw 0.068 n 2.55 1.03 0 0 0 0 0 0 0 0 L�_(C 2 glazing,clr low-e 0.330 n 12.38 8.45 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 n 12.75 8.74 0 0 0 0 0 0 0 0 W 12E-0sw 0.068 n 0.00 0.00 0 0 0 0 0 0 0 0 11 12E-0bw 0.068 e2.55 1.03 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.340 a 12.75 14.15 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 a 12.75 11.20 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.340 a 12.75 30.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 a 12.75 23.06 0 0 0 0 0 0 0 0 Vy 12E-0sw 0.068 a 0.00 0.00 0 0 0 0 0 0 0 0 G 2 glazinq.clr low-e 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 12E-0bw 0.068 s 2.55 1.03 0 0 0 0 63 63 161 65 2 glazing,cir low-e 0.330 s 12.38 8.45 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.330 s 12.38 10.05 0 0 0 0 0 0 0 0 11 DO 0.390 s 14.62 11.78 0 0 0 0 0 0 0 0 12E-0sw 0.068 s 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.290 s 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.290 s 0.00 0.00 0 0 0 0 0 0 0 0 2 olazinq,clr low-e 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 12E-0bw 0.068 w 2.55 1.03 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.330 w 12.38 28.86 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.330 w 12.38 8.45 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.330 w 12.38 23.32 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 w 12.75 27.93 0 0 0 0 0 0 0 0 12E-0sw 0.068 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.290 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazinq,clr low-e 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 C ICYNENE R20 META... 0.050 1.07 0.67 0 0 0 0 0 0 0 0 F 20P-19t 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 37.09 0.00 55 0 0 0 46 7 260 0 6 c)AED excursion 1 1 -80 -86 Envelope loss/gain 1 0 -80 1 1 420 -22 12 a) Infiltration 0 0 102 26 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 1200 1200 Subtotal(lines 6 to 13) 0 1120 522 1204 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 1241 994 -522 -1204 14 Subtotal 1241 2113 0 0 15 Duct loads -0% 0% 0 0 16% 12% 0 0 Air requiired(c m) I I rom load I 12591 21201 I I O I 0I Calculations aoaroved by ACCA to meet all reouirements of Manual J 8th Ed. wrightsc ft 2017-May-24 15:25:30 Right-Suite®Universal201717.0.21 RSU08373 Pages ...ns\Documents\Wrightsoft HVAC\GRAY RESIDENCE.rup Calc=MJ8 Front Door faces: S Right-J® Worksheet Job: 825 SHERRY DRIVE FIRST FLOOR Date: May18,2017 By: TRICIA HIGGINS SPEEDY CALC'S LLC 2805 STATEN DRIVE,DELTONA,FL 32738 Phone:407 314-8495 Fax:407 322-5788 Email:SPEEDYCALCS@YAHOO,COM Web:WWW.SPEEDYCALCS.COM 1 Room name PANTRY BATH 2 Exposed wall O ft O ft 3 Room height 10.1 ft heat/cool 10.1 ft heat/cool 4 Room dimensions 6.0 x 4.0 ft 1.0 x 47.0 It 5 Room area 24.0 ft2 47.0 ft' T Construction U-value Or HTM Area ft' Load Area ft' Load Ty number (Btuh/ft2-°F I (BIuh/ft') I or perimeter (ft) I (Btuh) I or perimeter (ft) I (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 612E-0bw 0.068 n 2.55 1.03 0 0 0 0 0 0 0 0 I--G 2 glazing,clr low-e 0.330 n 12.38 8.45 0 0 0 0 0 0 0 0 tt-{� 2 glazing,clr low-e 0.340 n 12.75 8.74 0 0 0 0 0 0 0 0 W 12E-0sw 0.068 n 0.00 0.00 0 0 0 0 0 0 0 0 11 12E-0bw 0.068 a 2.55 1.03 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.340 a 12.75 14.15 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.340 a 12.75 11.20 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 a 12.75 30.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 a 12.75 23.06 0 0 0 0 0 0 0 0 w 12E-0sw 0.068 a 0.00 0.00 0 0 0 0 0 0 0 0 '---G 2 glazing.cir low-e 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 12E-0bw 0.068 s 2.55 1.03 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.330 s 12.38 8.45 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.330 s 12.38 10.05 0 0 0 0 0 0 0 0 11 DO 0.390 s 14.62 11.78 0 0 0 0 0 0 0 0 12E-0sw 0.068 s 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.290 s 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.290 s 0.00 0.00 0 0 0 0 0 0 0 0 2 glazinq,cir low-e 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 12E-0bw 0.068 w 2.55 1.03 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.330 w 12.38 28.86 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.330 w 12.38 8.45 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.330 w 12.38 23.32 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 w 12.75 27.93 0 0 0 0 0 0 0 0 12E-0sw 0.068 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.290 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2 alazinq,cir low-e 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 C ICYNENE R20 META... 0.050 1.07 0.67 0 0 0 0 0 0 0 0 F 20P-19t 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tpi 0.989 37.09 0.00 24 0 0 0 47 0 0 0 61 c)AED excursion 1 1 -7 -20 Envelope loss/gain 1 0 -7 1 1 0 -20 12 a) Infiltration 0 0 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 100 300 Subtotal(lines 6 to 13) 0 93 0 280 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 -93 0 28 14 Subtotal 0 0 0 308 15 Duct loads 16% 12% 0 0 16% 12% 0 35 Air ota�uired(cdn) I I I 0I 0I I I 0 I 3191 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. -Pfk- Wrightsoft 2017-May-2415:25:30 RightSuite®Universal201717.0.21 RSU08373 Page ns\Documents\Wrightsoft HVAC\GRAY RESIDENCE.rup Calc=MJ8 Front Door faces: S Right-J® Worksheet Job: 825 SHERRY DRIVE FIRST FLOOR Date: May18,2017 By: TRICIA HIGGINS SPEEDY CALC'S LLC 2805 STATEN DRIVE,DELTONA,FL 32738 Phone:407 314-8495 Fax:407 322-5788 Email:SPEEDYCALCS@YAHOO,COM Web:WWW.SPEEDYCALCS.COM 1 Room name MUD GREAT ROOM 2 Exposed wall 7.0 It 48.0 It 3 Room height 10.1 ft heat/cool 10.1 It heat/cool 4 Room dimensions 6.0 x 7.0 It 1.0 x 490.0 ft 5 Room area 42.0 ft' 490.0 ft' T Construction U-value Or HTM Area ft' Load Area ft' Load Ty number (Btuh/ft'-°F I (Bt uh/ft2) I or perimeter (ft) I (Btuh) I or perimeter (ft) I (Btuh) Heat Cool i Gross I N/P/S j Heat I Cool j Gross I N/P/S j Heat I Cool 6 V 12E-0bw 0.068 n 2.55 1.03 0 0 0 0 263 179 455 183 2 glazing,clr low-e 0.330 n 12.38 8.45 0 0 0 0 72 0 891 608 2 glazing,clr low-e 0.340 n 12.75 8.74 0 0 0 0 12 0 153 105 W 12E-0sw 0.068 n 0.00 0.00 0 0 0 0 0 0 0 0 11 12E-0bw 0.068 e2.55 1.03 71 47 119 48 202 84 215 87 2 glazing,clr low-e 0.340 a 12.75 14.15 0 0 0 0 96 49 1224 1358 2 glazing,clr low-e 0.340 a 12.75 11.20 0 0 0 0 22 22 275 242 2 glazing,clr low-e 0.340 a 12.75 30.00 24 0 306 720 0 0 0 0 2 glazing,cir low-e 0.340 a 12.75 23.06 0 0 0 0 0 0 0 0 12E-0sw 0.068 a 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing.cir low-e 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 V[E2G 12E-0bw 0.068 s 2.55 1.03 0 0 0 0 0 0 0 0 2 glazing,clr lower 0.330 s 12.38 8.45 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.330 s 12.38 10.05 0 0 0 0 0 0 0 0 11 DO 0.390 s 14.62 11.78 0 0 0 0 0 0 0 0 12E-0sw 0.068 s 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr lower 0.290 s 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.290 s 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 12E-0bw 0.068 w 2.55 1.03 0 0 0 0 20 20 52 21 2 glazing,cir low-e 0.330 w 12.38 28.86 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.330 w 12.38 8.45 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.330 w 12.38 23.32 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 w 12.75 27.93 0 0 0 0 0 0 0 0 12E-0sw 0.068 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.290 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 C ICYNENE R20 META... 0.050 1.07 0.67 0 0 0 0 490 490 522 327 F 20P-19t 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 37.09 0.00 42 7 260 0 490 48 1780 0 6 c)AED excursion 1 30 -270 Envelope loss/gain 685 798 5568 2661 12 a) Infiltration 114 29 781 198 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 900 Subtotal(lines 6 to 13) 799 827 6349 3759 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 799 827 6349 3759 15 Duct loads 16% 12% 125 95 16% 12% 993 433 Airrequired(cfm) I I I 9441 9521 I I 73481 42381 Calculations aooroved by ACCA to meet all requirements of Manual J 8th Ed. -rid- wrightsoft- 2017-May-2415:25:30 Right-Suite®Universal 2017 17.0.21 RSU08373 Pagel ...ns\Documents\Wrightsoft HVAC\GRAY RESIDENCE.rup Calc=MJ8 Front Door faces: S Right-J® Worksheet Job: 825 SHERRY DRIVE FIRST FLOOR Date: May18,2017 By: TRICIA HIGGINS SPEEDY CALC'S LLC 2805 STATEN DRIVE,DELTONA,FL 32738 Phone:407 314-8495 Fax:407 322-5788 Email:SPEEDYCALCS@YAHOO,COM Web:WWW.SPEEDYCALCS.COM 1 Room name OFFICE KITCHEN 2 Exposed wall 35.0 ft 15.0 ft 3 Room height 10.1 ft heat/cool 10.8 ft heat/cool 4 Room dimensions 1.0 x 232.0 ft 1.0 x 209.0 ft 5 Room area 232.0 ft' 209.0 ft' T Construction U-value Or HTM Area ft' Load Area (f t' Load Ty number (Btuhlft'-'F I (Btuh/ft') I or perimeter (ft) I (Btuh) I or perimeter (ft) I (Btuh) Heat Cool Gross N/PIS Heat Cool Gross NIP/S Heat Cool 6 12E-0bw 0.068 n 2.55 1.03 0 0 0 0 0 0 0 0 II_G-G 2 glazing,clr low-e 0.330 n 12.38 8.45 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 n 12.75 8.74 0 0 0 0 0 0 0 0 W 12E-0sw 0.068 n 0.00 0.00 0 0 0 0 0 0 0 0 11 12E-0bw 0.068 e2.55 1.03 162 162 412 166 162 156 398 160 2 glazing,clr low-e 0.340 a 12.75 14.15 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 a 12.75 11.20 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 a 12.75 30.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 a 12.75 23.06 0 0 0 0 6 0 77 138 V� 12E-0sw 0.068 a 0.00 0.00 0 0 0 0 0 0 0 0 I-( 2 glazing.clr low-e 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 12E-0bw 0.068 s 2.55 1.03 131 113 289 116 0 0 0 0 2 glazing,clr low-e 0.330 s 12.38 8.45 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.330 s 12.38 10.05 18 0 223 181 0 0 0 0 11 DO 0.390 s 14.62 11.78 0 0 0 0 0 0 0 0 12E-0sw 0.068 s 0.00 0.00 0 0 0 0 0 0 0 0 -G 2 glazing,clr low-e 0.290 s 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.290 s 0.00 0.00 0 0 0 0 0 0 0 0 2 olazinq,clr low-e 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 12E-0bw 0.068 w 2.55 1.03 61 43 109 44 0 0 0 0 2 glazing,clr low-e 0.330 w 12.38 28.86 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.330 w 12.38 8.45 18 18 223 152 0 0 0 0 2 glazing,clr low-e 0.330 w 12.38 23.32 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 w 12.75 27.93 0 0 0 0 0 0 0 0 12E-0sw 0.068 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.290 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing.clr low-e 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 C ICYNENE R20 META... 0.050 1.07 0.67 0 0 0 0 195 195 208 130 F 20P-19t 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A4p1 0.989 37.09 0.00 232 35 1298 0 209 15 556 0 6j c)AED excursion 1 1 126 -96 Envelope losstgain 1 2553 785 1 1 1238 332 12 a) Infiltration 570 144 261 66 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Applianceslother 600 1600 Subtotal(lines 6 to 13) 3123 1529 1499 1998 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 430 992 0 9 14 Subtotal 3553 2521 1499 2008 15 Duct loads 16% 12% 556 290 16% 12% 235 231 Air repo red(cfm) I I I 41951 2860 I I 17821 21271 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. ' - wrightsoft 2017-May-2415:25:30 4- Right-Suite®Universal 201717.0.21 RSU08373 Page8 ns\Documents\Wrightsoft HVAC\GRAY RESIDENCE.rup Calc=MJ8 Front Door faces: S Right-J® Worksheet Job: 825 SHERRY DRIVE FIRST FLOOR Date: May18,2017 By: TRICIA HIGGINS SPEEDY CALC'S LLC 2805 STATEN DRIVE,DELTONA,FL 32738 Phone:407 314-8495 Fax:407 322-5788 Email:SPEEDYCALCS@YAHOO,COM Web:WWW.SPEEDYCALCS.COM 1 Room name DINING 2 Exposed wall 0 ft 3 Room height 10.8 ft heal/cool 4 Room dimensions 13.0 x 15.0 ft 5 Room area 195.0 ft' Ty Construction U'value Or I HTM I Area (ft2) I Load I Area I Load number (Btuh/ft2_ F (Btuh/ft2) or perimeter (ft) (Btuh) or perimeter Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V1 12E-0bw 0.068 n 2.55 1.03 0 0 0 0 IL--_GG 2 glazing,clr low-e 0.330 n 12.38 8.45 0 0 0 0 2 glazing,clr low-e 0.340 n 12.75 8.74 0 0 0 0 W 12E-0sw 0.068 n 0.00 0.00 0 0 0 0 11 12E-0bw 0.068 e2.55 1.03 0 0 0 0 2 glazing,clr low-e 0.340 a 12.75 14.15 0 0 0 0 2 glazing,clr low-e 0.340 a 12.75 11.20 0 0 0 0 2 glazing,clr low-e 0.340 a 12.75 30.00 0 0 0 0 2 glazing,clr low-e 0.340 a 12.75 23.06 0 0 0 0 T-G12E-0sw 0.068 a 0.00 0.00 0 0 0 0 2 olazino.clr low-e 0.340 a 0.00 0.00 0 0 0 0 12E-0bw 0.068 s 2.55 1.03 0 0 0 0 2 glazing,clr low-e 0.330 s 12.38 8.45 0 0 0 0 2 glazing,clr low-e 0.330 s 12.38 10.05 0 0 0 0 11 DO 0.390 s 14.62 11.78 0 0 0 0 12E-0sw 0.068 s 0.00 0.00 0 0 0 0 -G 2 glazing,clr low-e 0.290 s 0.00 0.00 0 0 0 0 2 glazing,clr low-e 0.290 s 0.00 0.00 0 0 0 0 2 glazinq,clr low-e 0.340 s 0.00 0.00 0 0 0 0 12E-0bw 0.068 w 2.55 1.03 0 0 0 0 2 glazing,clr low-e 0.330 w 12.38 28.86 0 0 0 0 2 glazing,clr low-e 0.330 w 12.38 8.45 0 0 0 0 2 glazing,clr low-e 0.330 w 12.38 23.32 0 0 0 0 2 glazing,clr low-e 0.340 w 12.75 27.93 0 0 0 0 12E-0sw 0.068 w 0.00 0.00 0 0 0 0 2 glazing,clr low-e 0.290 w 0.00 0.00 0 0 0 0 2 glazing,clr low-e 0.340 w 0.00 0.00 0 0 0 0 2 glazing,clr low-e 0.340 w 0.00 0.00 0 0 0 0 2 glazing,clr low-e 0.340 w 0.00 0.00 0 0 0 0 C ICYNENE R20 META... 0.050 1.07 0.67 195 195 208 130 F 20P-19t 0.050 0.00 0.00 0 0 0 0 F 22A-tpl 0.989 37.09 0.00 195 0 0 0 61 c)AED excursion 1 -89 Envelope loss/gain 1 208 41 12 a) Infiltration 0 0 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/other 1200 Subtotal(lines 6 to 13) 208 1241 Less external load 0 0 Less transfer 0 0 Redistribution 0 28 14 Subtotal 208 1269 15 Duct loads 16% 12% 32 146 Air ota�oomedl load 1 1 1 211 14801 1 1 1 1 Calculations aOOroyed by ACCA to meet all reouirements of Manual J 8th Ed. wrightsoft 2017-May-2415:25:30 Right-Suite®Universal201717.0.21 RSU08373 Page ns\Documents\Wrightsoft HVAC\GRAY RESIDENCE.rup Calc=MJ8 Front Door faces: S Right-J® Worksheet Job: 825 SHERRY DRIVE SECOND FLOOR Date: May18,2017 By: TRICIA HIGGINS SPEEDY CALC'S LLC 2805 STATEN DRIVE,DELTONA,FL 32738 Phone:407 314-8495 Fax:407 322-5788 Email:SPEEDYCALCS@YAHOO,COM Web:WWW.SPEEDYCALCS.COM 1 Room name SECOND FLOOR SUITE 4 2 Exposed wall 172.0 ft 33.0 It 3 Room height 9.1 ft 9.1 ft heat/cool 4 Room dimensions 13.0 x 14.0 It 5 Room area 1013.0 ft' 182.0 ft' TConstruction U-value Or HTM Area (f e) Load Area ft' Load y number (Btuh/f t2_'F] I (Btuh/ft') I or perimeter (ft) I (Btuh) I or perimeter (ft) I (Btuh) Heat I Cool j Gross I N/P/S j Heat I Cool i Gross I N/P/S j Heat Cool 6 T� 12E-0bw 0.068 n 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.330 n 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 W 12E-0sw 0.068 n 2.55 1.43 390 390 993 559 0 0 0 0 11 12E-0bw 0.068 a 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 Vy 12E-0sw 0.068 a 2.55 1.43 390 384 978 550 127 127 325 183 2 glazing,clr low-e 0.340 a 12.75 21.06 6 1 77 126 0 0 0 0 12E-0bw 0.068 s 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.330 s 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.330 s 0.00 0.00 0 0 0 0 0 0 0 0 11 DO 0.390 s 0.00 0.00 0 0 0 0 0 0 0 0 12E-0sw 0.068 s 2.55 1.43 390 346 882 496 118 118 302 170 --G 2 glazing,clr low-e 0.290 s 10.88 7.31 18 18 196 132 0 0 0 0 i CG 2 glazing,clr low-e 0.290 s 10.88 7.12 6 6 65 43 0 0 0 0 2 glazing.clr low-e 0.340 s 12.75 8.96 20 20 260 183 0 0 0 0 12E-0bw 0.068 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.330 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.330 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.330 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 12E-0sw 0.068 w 2.55 1.43 388 341 870 490 55 34 87 49 2 glazing,clr low-e 0.290 w 10.88 17.91 6 0 65 107 0 0 0 0 2 glazing,clr low-e 0.340 w 12.75 8.96 20 20 260 183 20 20 260 183 2 glazing,clr low-e 0.340 w 12.75 8.71 10 0 128 87 0 0 0 0 2 olazina.clr low-e 0.340 w 12.75 8.71 10 1 128 87 0 0 0 0 C ICYNENE R20 META... 0.050 1.07 0.67 1013 1013 1079 677 182 182 194 122 F 20P-19t 0.050 1.88 0.68 28 28 53 19 0 0 0 0 F 22A-tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 61 c)AED excursion 1 1 5521 1 1 1 369 Envelope loss/gain 1 6033 4291 1 1 1168 1075 12 a) Infiltration 2510 635 484 122 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 1 230 0 0 Appliances/other 7000 0 Subtotal(lines 6 to 13) 8542 12155 16521 1197 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 11 155 14 Subtotal 8542 12155 1662 1352 15 Duct loads 16% 8% 1401 967 19% 8% 311 113 room (cI I I99431I 131 I I 19591 185Air required fm) 8008005 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. s wrightsoft 2017-May-2415:25:30 Right-Suite®U niversal 2017 17.0.21 RSU08373 Page 10 ...ns\Documents\Wrightsoft HVAC\GRAY RESIDENCE.rup Calc=MJ8 Front Door faces: S Right-J® Worksheet Job: 825 SHERRY DRIVE SECOND FLOOR Date: May18,2017 By: TRICIA HIGGINS SPEEDY CALC'S LLC 2805 STATEN DRIVE,DELTONA,FL 32738 Phone:407 314-8495 Fax:407 322-5788 Email:SPEEDYCALCS@YAHOO,COM Web:WWW.SPEEDYCALCS.COM 1 Room name CHASE WIC 4 2 Exposed wall 4.0 ft 4.0 ft 3 Room height 9.1 ft heat/cool 9.1 ft heat/cool 4 Room dimensions 4.0 x 3.0 ft 7.0 x 4.0 ft 5 Room area 12.0 ft' 28.0 fN T Construction U-value Or HTM Area ftT Load Area ftp Load Ty I z I O I O number (Btuhlft2-°F (Btuhlft) or perimeter (ft) (Btuh) or perimeter (ft) (Btu h) Heat Cool Gross N/PIS Heat Cool Gross N/PIS Heat Cool 6 12E-0bw 0.068 n 0.00 0.00 0 0 0 0 0 0 0 0 )--G 2 glazing,clr low-e 0.330 n 0.00 0.00 0 0 0 0 0 0 0 0 II-GG 2 glazing,clr low-e 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 W 12E-0sw 0.068 n 2.55 1.43 36 36 93 52 0 0 0 0 11 12E-0bw 0.068 a 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 12E-0sw 0.068 a 2.55 1.43 0 0 0 0 36 36 93 52 2 olazinq.clr low-e 0.340 a 12.75 21.06 0 0 0 0 0 0 0 0 12E-0bw 0.068 s 0.00 0.00 0 0 0 0 0 0 0 0 -G 2 glazing,clr low-e 0.330 s 0.00 0.00 0 0 0 0 0 0 0 0 �pG 2 glazing,clr low-e 0.330 s 0.00 0.00 0 0 0 0 0 0 0 0 11 DO 0.390 s 0.00 0.00 0 0 0 0 0 0 0 0 12E-0sw 0.068 s 2.55 1.43 0 0 0 0 0 0 0 0 -G 2 glazing,clr low-e 0.290 s 10.88 7.31 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.290 s 10.88 7.12 0 0 0 0 0 0 0 0 2 glazing.clr low-e 0.340 s 12.75 8.96 0 0 0 0 0 0 0 0 12E-0bw 0.068 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.330 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.330 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.330 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 12E-0sw 0.068 w 2.55 1.43 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.290 w 10.88 17.91 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.340 w 12.75 8.96 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 w 12.75 8.71 0 0 0 0 0 0 0 0 2 glazing.cir low-e 0.340 w 12.75 8.71 0 0 0 0 0 0 0 0 C ICYNENE R20 META... 0.050 1.07 0.67 12 12 13 8 28 28 30 19 F 20P-19t 0.050 1.88 0.68 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 61 c)AED excursion 1 1 -17 -1 Envelope loss/gain 1 106 43 1 1 123 70 12 a) Infiltration 59 15 59 15 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) 164 1258 181 85 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution -164 -1258 4 299 14 Subtotal 0 0 186 383 15 Duct loads 19% 8% 0 0 19% 8% 35 32 Air ota�oomedl(cdn) I I OI OI I I 2181 4251 Calculations aooroved by ACCA to meet all requirements of Manual J 8th Ed. '1" Wrightsoft 2017-May-2415:25:30 Right-Sufte®Universal 2017 17.0.21 RSU08373 Page 11 ...ns\Documents\Wrightsoft HVAC\GRAY RESIDENCE.rup Calc=MJ8 Front Door faces: S Right-J® Worksheet Job: 825 SHERRY DRIVE SECOND FLOOR Date: May18,2017 By: TRICIA HIGGINS SPEEDY CALC'S LLC 2805 STATEN DRIVE,DELTONA,FL 32738 Phone:407 314-8495 Fax:407 322-5788 Email:SPEEDYCALCS@YAHOO,COM Web:WWW.SPEEDYCALCS.COM 1 Room name LC H4 2 Exposed wall O ft O ft 3 Room height 9.1 ft heat/cool 9.1 ft heat/cool 4 Room dimensions 2.0 x 4.0 ft 4.0 x 6.0 ft 5 Room area 8.0 fN 24.0 ft' T Construction U-value Or HTM Area ft' Load Area ft' Load Ty number (Btuh/ft'-°F I (Btuh/ft') I or perimeter (ft) I (Btuh) I or perimeter (ft) I (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12E-0bw 0.068 n 0.00 0.00 0 0 0 0 0 0 0 0 ;LAG 2 glazing,clr low-e 0.330 n 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 W 12E-0sw 0.068 n 2.55 1.43 0 0 0 0 0 0 0 0 11 12E-0bw 0.068 a 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 Vy 12E-0sw 0.068 a 2.55 1.43 0 0 0 0 0 0 0 0 2 alazina,cir low-e 0.340 a 12.75 21.06 0 0 0 0 0 0 0 0 12E-0bw 0.068 s 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.330 s 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.330 s 0.00 0.00 0 0 0 0 0 0 0 0 11 DO 0.390 s 0.00 0.00 0 0 0 0 0 0 0 0 12E-0sw 0.068 s 2.55 1.43 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.290 s 10.88 7.31 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.290 s 10.88 7.12 0 0 0 0 0 0 0 0 2 olazina.cir low-e 0.340 s 12.75 8.96 0 0 0 0 0 0 0 0 12E-0bw 0.068 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.330 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.330 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.330 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 12E-0sw 0.068 w 2.55 1.43 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.290 w 10.88 17.91 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.340 w 12.75 8.96 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.340 w 12.75 8.71 0 0 0 0 0 0 0 0 2 glazinq,cir low-e 0.340 w 12.75 8.71 0 0 0 0 0 0 0 0 C ICYNENE R20 META... 0.050 1.07 0.67 8 8 9 5 24 24 26 16 F 20P-19t 0.050 1.88 0.68 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 61 c)AED excursion 1 1 -81 1 10 Envelope loss/gain 1 9 -3 1 1 26 16 12 a) Infiltration 0 0 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 600 0 Subtotal(lines 6 to 13) 9 597 261 16 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution -9 -597 -26 -16 14 Subtotal 0 0 0 0 15 Duct loads 19% 8% 0 0 19% 8% 0 0 Air al required (cfm ) I I I 01 01 I I 0I O I Calculations aoaroved by ACCA to meet all reauirements of Manual J 8th Ed. wrightsoft 2017-May-24 15:25:30 Right-Suite®Universal 2017 17.0.21 RSU08373 Page 12 ns\Documents\Wrightsoft HVAC\GRAY RESIDENCE.rup Calc=MJ8 Front Door faces: S Right-J® Worksheet Job: 825 SHERRY DRIVE SECOND FLOOR Date: May18,2017 By: TRICIA HIGGINS SPEEDY CALC'S LLC 2805 STATEN DRIVE,DELTONA,FL 32738 Phone:407 314-8495 Fax:407 322-5788 Email:SPEEDYCALCS@YAHOO,COM Web:WWW.SPEEDYCALCS.COM 1 Room name BATH 4 SUITE 3 2 Exposed wall 14.0 ft 49.0 It 3 Room height 9.1 It heat/cool 9.0 It heattcool 4 Room dimensions 9.0 x 5.0 ft 15.0 x 17.0 ft 5 Room area 45.0 ft2 255.0 ft' T Construction U-value Or HTM Area ft2 Load Area fN Load y number (Bt uh/ft'-°F I (Bt uh/ft') I or perimeter (ft) I (Btuh) I or perimeter (ft) I (Btuh ) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12E-0bw 0.068 n 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.330 n 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 W 12E-0sw 0.068 n 2.55 1.43 82 82 209 118 135 135 344 194 11 12E-0bw 0.068 a 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 Vy 12E-0sw 0.068 a 2.55 1.43 46 40 101 57 153 153 390 220 -G 2 glazinq.clr low-e 0.340 a 12.75 21.06 6 1 77 126 0 0 0 0 V� 12E-0bw 0.068 s 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr lower 0.330 s 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.330 s 0.00 0.00 0 0 0 0 0 0 0 0 11 DO 0.390 s 0.00 0.00 0 0 0 0 0 0 0 0 12E-0sw 0.068 s 2.55 1.43 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.290 s 10.88 7.31 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.290 s 10.88 7.12 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.340 s 12.75 8.96 0 0 0 0 0 0 0 0 12E-0bw 0.068 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.330 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.330 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.330 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 12E-0sw 0.068 w 2.55 1.43 0 0 0 0 153 133 339 191 2 glazing,cir low-e 0.290 w 10.88 17.91 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 w 12.75 8.96 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 w 12.75 8.71 0 0 0 0 10 0 128 87 2 glazing.clr low-e 0.340 w 12.75 8.71 0 0 0 0 10 1 128 87 C ICYNENE R20 META... 0.050 1.07 0.67 45 45 48 30 255 255 272 170 F 20P-19t 0.050 1.88 0.68 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c)AED excursion 1 1 17 1 1 1 242 Envelope loss/gain 1 434 348 1 1 1600 1191 12 a) Infiltration 205 52 711 180 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 1 230 Appliancestother 0 0 Subtotal(lines 6 to 13) 639 399 2311 1600 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 89 781 0 0 14 Subtotal 728 1180 2311 1600 15 Duct loads 19% 8% 136 99 19% 8% 433 134 Air otaequomedl(cfm) I I I 8601 12781 I I 22744 21 I 11061 Calculations aDDroved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft- 2017-May-2415:25:30 Right-Suite®Universal 2017 17.0.21 RSU08373 Page 13 ...ns\Documents\Wrightsoft HVAC\GRAY RESIDENCE.rup Calc=MJ8 Front Door faces: S Right-J® Worksheet Job: 825 SHERRY DRIVE SECOND FLOOR Date: May18,2017 By: TRICIA HIGGINS SPEEDY CALC'S LLC 2805 STATEN DRIVE,DELTONA,FL 32738 Phone:407 314-8495 Fax:407 322-5788 Email:SPEEDYCALCS@YAHOO,COM Web:WWW.SPEEDYCALCS.COM 1 Room name LOFT BATH 2 Exposed wall 14.0 ft 16.0 ft 3 Room height 9.1 ft heat/cool 9.0 ft heat/cool 4 Room dimensions 11.0 x 14.0 ft 6.0 x 10.0 ft 5 Room area 154.0 ft' 60.0 ft' T Construction U-value Or HTM Area (ft2) Load Area ft' Load Ty number (Btuh/ft2-°F I (Bt uh/ft') I or perimeter (ft) I (Btuh) I or perimeter (ft) I (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 612E-0bw 0.068 n 0.00 0.00 0 0 0 0 0 0 0 0 �-G 2 glazing,cir low-e 0.330 n 0.00 0.00 0 0 0 0 0 0 0 0 II-GG 2 glazing,clr low-e 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 W 12E-0sw 0.068 n 2.55 1.43 0 0 0 0 0 0 0 0 11 N 12E-0bw 0.068 a 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 Vy 12E-0sw 0.068 a 2.55 1.43 27 27 70 39 0 0 0 0 -G 2 glazinq,clr low-e 0.340 a 12.75 21.06 0 0 0 0 0 0 0 0 12E-0bw 0.068 s0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.330 s 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.330 s 0.00 0.00 0 0 0 0 0 0 0 0 11 DO 0.390 s 0.00 0.00 0 0 0 0 0 0 0 0 12E-0sw 0.068 s 2.55 1.43 100 80 203 114 54 48 122 69 -G 2 glazing,cir low-e 0.290 s 10.88 7.31 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.290 s 10.88 7.12 0 0 0 0 6 6 65 43 2 glazinq,cir low-e 0.340 s 12.75 8.96 20 20 260 183 0 0 0 0 12E-0bw 0.068 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.330 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.330 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.330 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 12E-0sw 0.068 w 2.55 1.43 0 0 0 0 90 84 214 121 2 glazing,cir low-e 0.290 w 10.88 17.91 0 0 0 0 6 0 65 107 2 glazing,cir low-e 0.340 w 12.75 8.96 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 w 12.75 8.71 0 0 0 0 0 0 0 0 2 glazinq.clr low-e 0.340 w 12.75 8.71 0 0 0 0 0 0 0 0 C ICYNENE R20 META... 0.050 1.07 0.67 154 154 164 103 60 60 64 40 F 20P-19t 0.050 1.88 0.68 0 0 0 0 20 20 38 14 F 22A-tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 61 c)AED excursion 1 -281 1 1 1 41 Envelope loss/gain 697 411 1 1 569 434 12 a) Infiltration 205 52 232 59 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 1600 0 Subtotal(lines 6 to 13) 902 2063 801 493 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 902 2063 801 493 15 Duct loads 19% 8% 169 173 _0% 0% 0 0 Air ota�oomedl(cfm) I I I 10861 21361 I I 801644 4301 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 3 -rid- Wrightsof't' 2017-May-2415:25:30 Right-Suite®Universal 2017 17.0.21 RSU08373 Page 14 ns\Documents\Wrightsoft HVAC\GRAY RESIDENCE.rup Calc=MJ8 Front Door faces: S Right-J® Worksheet Job: 825 SHERRY DRIVE SECOND FLOOR Date: May18,2017 By: TRICIA HIGGINS SPEEDY CALC'S LLC 2805 STATEN DRIVE,DELTONA,FL 32738 Phone:407 314-8495 Fax:407 322-5788 Email:SPEEDYCALCS@YAHOO,COM Web:WWW.SPEEDYCALCS.COM 1 Room name WASH OPEN 2 Exposed wall 6.0 ft 12.0 ft 3 Room height 9.0 ft heat/cool 9.0 ft heat/cool 4 Room dimensions 6.0 x 4.0 ft 6.0 x 10.0 ft 5 Room area 24.0 fN 60.0 ft' T Construction U-value Or HTM Area ft' Load Area ft' Load Ty I I ( ) I I ( ) number (Btuh/ftp-°F (Btuh/ft') or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat I Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6VY 12E-0bw 0.068 n 0.00 0.00 0 0 0 0 0 0 0 0 l��G 2 glazing,clr low-e 0.330 n 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 W 12E-0sw 0.068 n 2.55 1.43 18 18 46 26 0 0 0 0 11 12E-0bw 0.068 a 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 12E-0sw 0.068 a 2.55 1.43 0 0 0 0 0 0 0 0 2 glazing.clr low-e 0.340 a 12.75 21.06 0 0 0 0 0 0 0 0 12E-0bw 0.068 s 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.330 s 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.330 s 0.00 0.00 0 0 0 0 0 0 0 0 11 DO 0.390 s 0.00 0.00 0 0 0 0 0 0 0 0 12E-0sw 0.068 s 2.55 1.43 0 0 0 0 54 48 122 69 6 2 glazing,clr low-e 0.290 s 10.88 7.31 0 0 0 0 6 6 65 44 2 glazing,clr low-e 0.290 s 10.88 7.12 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 s 12.75 8.96 0 0 0 0 0 0 0 0 12E-0bw 0.068 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,cir low-e 0.330 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.330 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.330 w 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 12E-0sw 0.068 w2.55 1.43 36 36 92 52 54 54 138 77 2 glazing,clr low-e 0.290 w 10.88 17.91 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 w 12.75 8.96 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.340 w 12.75 8.71 0 0 0 0 0 0 0 0 2 glazinq,clr low-e 0.340 w 12.75 8.71 0 0 0 0 0 0 0 0 C ICYNENE R20 META... 0.050 1.07 0.67 24 24 26 16 60 60 64 40 F 20P-19t 0.050 1.88 0.68 8 8 15 5 0 0 0 0 F 22A-tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 61 c)AED excursion 1 -2 -28 Envelope loss/gain 178 97 1 1 389 202 12 a) Infiltration 87 22 174 44 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 1800 Subtotal(lines 6 to 13) 265 1191 1 5631 2046 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 265 119 563 2046 15 Duct loads _0% 0% 0 0 19% 8% 106 171 66 Air required(cfm) I I I al mom load 221 65 I 117 I I 541 2217 1351 Calculations aDDroved by ACCA to meet all requirements of Manual J 8th Ed. �K� wrightsof't- 2017-May-2415:25:30 Right-Suite®Universal 2017 17.0.21 RSU08373 Page 15 ..ns\Documents\Wrightsoft HVAC\GRAY RESIDENCE.rup Calc=MJ8 Front Door faces: S Right-J® Worksheet Job: 825 SHERRY DRIVE SECOND FLOOR Date: May18,2017 ' By: TRICIA HIGGINS SPEEDY CALC'S LLC 2805 STATEN DRIVE,DELTONA,FL 32738 Phone:407 314-8495 Fax:407 322-5788 Email:SPEEDYCALCS@YAHOO,COM Web:WWW.SPEEDYCALCS.COM 1 Room name LANDING 2 Exposed wall 20.0 ft 3 Room height 9.1 ft heat/cool 4 Room dimensions 1.0 x 161.0 ft 5 Room area 161.0 ft' T Construction U-value Or HTM Area ft' Load Area Load Ty number (Btuh/ft'-'F I (Bt uh/ft') I or perimeter (ft) I (Btuh) I or perimeter Heat I Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12E-0bw 0.068 n 0.00 0.00 0 0 0 0 2 glazing,clr low-e 0.330 n 0.00 0.00 0 0 0 0 2 glazing,clr low-e 0.340 n 0.00 0.00 0 0 0 0 W 12E-0sw 0.068 n 2.55 1.43 118 118 302 170 11 12E-0bw 0.068 a 0.00 0.00 0 0 0 0 2 glazing,clr low-e 0.340 a 0.00 0.00 0 0 0 0 2 glazing,cir low-e 0.340 a 0.00 0.00 0 0 0 0 2 glazing,clr low-e 0.340 a 0.00 0.00 0 0 0 0 2 glazing,clr low-e 0.340 a 0.00 0.00 0 0 0 0 VN 12E-0sw 0.068 a 2.55 1.43 0 0 0 0 I-; 2 glazing.cir low-e 0.340 a 12.75 21.06 0 0 0 0 vl� 12E-0bw 0.068 s 0.00 0.00 0 0 0 0 2 glazing,clr lower 0.330 s 0.00 0.00 0 0 0 0 2 glazing,clr low-e 0.330 s 0.00 0.00 0 0 0 0 11 DO 0.390 s 0.00 0.00 0 0 0 0 12E-0sw 0.068 s 2.55 1.43 64 52 132 74 2 glazing,clr low-e 0.290 s 10.88 7.31 12 12 131 88 2 glazing,cir low-e 0.290 s 10.88 7.12 0 0 0 0 2 glazinq,clr low-e 0.340 s 12.75 8.96 0 0 0 0 12E-0bw 0.068 w 0.00 0.00 0 0 0 0 2 glazing,cir low-e 0.330 w 0.00 0.00 0 0 0 0 2 glazing,clr low-e 0.330 w 0.00 0.00 0 0 0 0 2 glazing,cir low-e 0.330 w 0.00 0.00 0 0 0 0 2 glazing,cir low-e 0.340 w 0.00 0.00 0 0 0 0 12E-0sw 0.068 w 2.55 1.43 0 0 0 0 2 glazing,clr low-e 0.290 w 10.88 17.91 0 0 0 0 2 glazing,clr low-e 0.340 w 12.75 8.96 0 0 0 0 2 glazing,clr low-e 0.340 w 12.75 8.71 0 0 0 0 2 olazinq,clr low-e 0.340 w 12.75 8.71 0 0 0 0 C ICYNENE R20 META... 0.050 1.07 0.67 161 161 171 108 F 20P-19t 0.050 1.88 0.68 0 0 0 0 F 22A-tpl 0.989 0.00 0.00 0 0 0 0 61 c)AED excursion 1 1 -31 Envelope losstgain 1 735 408 12 a) Infiltration 293 74 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/other 1800 Subtotal(lines 6 to 13) 10291 2282 Less external load 0 0 Less transfer 0 0 Redistribution 95 637 14 Subtotal 1124 2919 15 Duct loads 19% 8% 211 244 Air rrequi eed(cfmom m) I I I 11071 31931 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsaft, 2017-May-24 15:25:30 Right-Suite®U niversal 2017 17.0.21 RSU08373 Page 16 ...ns\Documents\Wrightsoft HVAC\GRAY RESIDENCE.rup Calc=MJ8 Front Door faces: S N Sheet 1 WALK IN 128 cfm 6" 174 cfm GREAT ROO 174 cfm 7" 7.. OWNER'S BA 72 cfrr 4" 5., 2 VV g.. 6 127 cfm 6" DINING 117 cfm 6 80 cfm ITCHES OWNER'S SUIT 12" 12 " _, 12 572 cfm 52 m - 5' 5" 6" GALLEI AT F 52lafm 86 cfm 19 cfm 4 120 cfm WIC 2 LAUNDRI 61 cfm 8 195 cfm FOYEI OFFIC STAIRS 195 cfm 9' Job #: 825 SHERRY DRIVE SPEEDY CALC'S LLC Scale: 1 :86 Performed by TRICIA HIGGINS for: Page 1 GARY&JILLIENE GRAY 2805 STATEN DRIVE Right-Suite@ Universal 2017 825 SHERRY DRIVE DELTONA,FL 32738 17.0.21 RSU08373 ATLANTIC CITY,FL 32233 Phone:407 314-8495 Fax:407 322-5788 2017-May-24 15:26:58 WWW.SPEEDYCALCS.COM SPEEDYCALCS@YAHOO,CON ...ightsoft HVAC\GRAY RESIDENCE.r... N SECOND FLOOR SUITE 307 cfm 10" 6 6' 110 cfm 110 cfm 2ND FL 1ST FL Al T IC 4" 10 WASE 21 cfm LA HASI 78 cfm 542 cfm 96 cfm BAT 6„ 12„ LOF1 6" 136 cfm 10" 6„ BATH 64 cfm WIC 4 25 cfm 135 cfm 6' 7^ 177 cfm OPEN 8,. 96 cfm 159 cfm SUITE Z Job #: 825 SHERRY DRIVE SPEEDY CALC'S LLC Scale: 1 : 86 Performed by TRICIA HIGGINS for: Page 2 GARY 8 JILLIENE GRAY 2805 STATEN DRIVE Right-Suite@ Universal 2017 825 SHERRY DRIVE DELTONA,FL 32738 17.0.21 RSU08373 ATLANTIC CITY,FL 32233 Phone:407 314-8495 Fax:407 322-5788 2017-May-24 15:26:58 WWW.SPEEDYCALCS.COM SPEEDYCALCS@YAHOO,CON ...ightsoft HVAC\GRAY RESIDENCE.r... - Duct System Summa Job: 825 SHERRY DRIVE Y Date: Pill 2017 FIRST FLOOR By: TRICIA HIGGINS SPEEDY CALC'S LLC 2805 STATEN DRIVE,DELTONA,FL 32738 Phone:407 314-8495 Fax:407 322-5788 Email:SPEEDYCALCS@YAHOO,COM Web:WWW.SPEEDYCALCS.COM Project For: GARY&JILLIENE GRAY 825 SHERRY DRIVE,ATLANTIC CITY, FL 32233 Heating Cooling External static pressure 0.50 in H2O 0.50 in H2O Pressure losses 0.26 in H2O 0.26 in H2O Available static pressure 0.24 in H2O 0.24 in H2O Supply/return available pressure 0.156/0.084 in H2O 0.156/0.084 in H2O Lowest friction rate 0.077 in/100ft 0.077 in/100ft Actual air flow 1173 cfm 1173 cfm Total effective length (TEL) 312 ft Supply Branch - 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 BATH-A c 343 0 19 0.127 4.0 Ox 0 VIFx 8.2 115.0 st3 DINING c 1415 11 80 0.084 6.0 Ox 0 VIFx 25.9 160.0 st6 GALLEY-A c 2113 59 120 0.119 6.0 Ox 0 VIFx 21.0 110.0 st4 GREAT ROOM h 3671 174 119 0.080 7.0 Ox 0 VIFx 33.9 160.0 st5 GREAT ROOM-A h 3671 174 119 0.081 7.0 Ox 0 VIFx 31.9 160.0 st5 KITCHEN c 2239 82 127 0.131 6.0 Ox 0 VIFx 9.0 110.0 st3 LAUNDRY h 1810 86 73 0.113 6.0 Ox 0 VIFx 23.1 115.0 st4 MUD c 922 44 52 0.126 5.0 Ox 0 VIFx 8.6 115.0 st3 OFFICE h 4109 195 160 0.116 8.0 Ox 0 VIFx 14.0 120.0 st3 OWNER'S BATH c 1264 66 72 0.079 5.0 Ox 0 VIFx 37.5 160.0 st6 OWNER'S SUITE c 2065 93 117 0.087 6.0 Ox 0 VIFx 23.5 155.0 st6 WALK IN 1 h 2703 128 82 0.077 6.0 Ox 0 VIFx 42.5 160.0 st6 WC c 364 0 21 0.081 4.0 Ox 0 VIFx 32.5 160.0 st6 WIC 2 h 1281 61 12 0.106 5.0 Ox 0 VIFx 1 32.1 115.0 st4 - 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 669 597 0.080 852 12.0 0 x 0 VinlFlx st5 Peak AVF 348 238 0.080 789 9.0 0 x 0 VinIFIx st3 st4 Peak AVF 504 577 0.077 734 12.0 0 x 0 VinlFlx st6 Peak AVF 298 372 0.077 842 9.0 0 x 0 Vir lFlx st4 2017-May-24 15:25:33 wrightSOft' Right-Suite®Universal 2017 17.0.21 RSU08373 Page 1 ns\Documents\Wrightsoft HVAC\GRAY RESIDENCE.rup Calc=MJ8 Front Door faces: S 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 rb1 Ox 0 522 422 109.1 0.060 665 12.0 Ox 0 VIFx rt1 rb3 Ox 0 456 572 84.5 0.060 728 12.0 Ox 0 VIFx rt1 rb7 Ox 0 195 179 105.1 0.060 441 9.0 Ox 0 VIFx rt1 TableReturn Trunk Detail Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk rt1 Peak AVF 1173 1173 0.060 664 18.0 0 x 0 VinlFlx 2017-May-24 15:25:33 1 wrightSOft' Right-Suite®Universal 2017 17.0.21 RSU08373 Page 2 ns\Documents\Wrightsoft HVAC\GRAY RESIDENCE.rup Calc=MJ8 Front Door faces: S Duct System Summa Job: 825 SHERRY DRIVE y Date: May18,2017 SECOND FLOOR By: TRICIA HIGGINS SPEEDY CALC'S LLC 2805 STATEN DRIVE,DELTONA,FL 32738 Phone:407 314-8495 Fax:407 322-5788 Email:SPEEDYCALCS@YAHOO,COM Web:WWW.SPEEDYCALCS.COM Project Information For: GARY&JILLIENE GRAY 825 SHERRY DRIVE,ATLANTIC CITY, FL 32233 Heating Cooling External static pressure 0.50 in H2O 0.50 in H2O Pressure losses 0.31 in H2O 0.31 in H2O Available static pressure 0.19 in H2O 0.19 in H2O Supply/return available pressure 0.130/0.060 in H2O 0.130/0.060 in H2O Lowest friction rate 0.085 in/100ft 0.085 in/100ft Actual air flow 800 cfm 800 cfm Total effective length(TEL) 223 ft Supply Branch Detail 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 BATH 3 h 801 64 30 0.087 6.0 Ox 0 VIFx 20.2 130.0 st2 BATH 4 c 1279 70 78 0.085 6.0 Ox 0 VIFx 28.0 125.0 st1 LANDING C 1582 54 96 0.096 6.0 Ox 0 VIFx 16.0 120.0 st1 LANDING-A c 1582 54 96 0.092 6.0 Ox 0 VIFx 22.0 120.0 st1 LOFT c 2235 86 136 0.101 6.0 Ox 0 VIFx 8.8 120.0 st2 OPEN c 2217 54 135 0.097 6.0 Ox 0 VIFx 14.0 120.0 st2 SUITE 3 h 1372 110 53 0.093 6.0 Ox 0 VIFx 20.2 120.0 st2 SUITE 3-A h 1372 110 53 0.098 6.0 Ox 0 VIFx 12.8 120.0 st2 SUITE 4 h 1974 159 89 0.087 7.0 Ox 0 VIFx 25.4 125.0 st1 WASH h 265 21 7 0.093 4.0 Ox 0 VIFx 20.0 120.0 st2 WIC 4 c 415 18 25 0.087 4.0 Ox 0 VIFx 25.1 125.0 st1 Supply • Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk st2 Peak AVF 447 415 0.087 819 10.0 0 x 0 VinlFlx st1 Peak AVF 353 385 0.085 707 10.0 0 x 0 VinlFlx 2017-May-24 15:25:33 wrighftOft' Right-Suite®Universal 2017 17.0.21 RSU08373 Page 3 �+ ...ns\Documents\Wrightsoft HVAC\GRAY RESIDENCE.rup Calc=MJ8 Front Door faces: S 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 rb4 Ox 0 307 143 44.0 0.060 562 10.0 Ox 0 VIFx rb5 Ox 0 317 542 33.0 0.060 691 12.0 Ox 0 VIFx rb6 Ox 0 1 177 115 69.8 0.060 506 8.0 Ox 0 VIFx wri htSoft' 2017-May-2415:25:33 9 Right-Suite®universal 201717.0.21 RSU08373 Page �+M ...ns\Documents\Wrightsoft HVAC\GRAY RESIDENCE.rup Calc=MJ8 Front Door faces: S Static Pressure and Friction Rate Job: 825 SHERRY DRIVE Date: May18,2017 FIRST FLOOR By: TRICIA HIGGINS SPEEDY CALC'S LLC 2805 STATEN DRIVE,DELTONA,FL 32738 Phone:407 314-8495 Fax:407 322-5788 Email:SPEEDYCALCS@YAHOO,COM Web:WWW.SPEEDYCALCS.COM Project Information For: GARY&JILLIENE GRAY 825 SHERRY DRIVE,ATLANTIC CITY, FL 32233 AvailablePressure Heating Cooling (in H2O) (in H2O) External static pressure 0.50 0.50 Pressure losses Coil 0.10 0.1c Heat exchanger 0 0 Supply diffusers 0.03 0.03 Return grilles 0.03 0.03 Filter 0.10 0.1C Humidifier 0 0 Balancing damper 0 0 Other device 0 0 Available static pressure 0.24 0.24 Total-EffectiveLength Supply Return (ft) (ft) Measured length of run-out 21 15 Measured length of trunk 21 4 Equivalent length of fittings 160 90 Total length 203 109 Total effective length 312 Friction Heating Cooling (in/100ft) (in/100ft) Supply Ducts 0.077 OK 0.077 OK Return Ducts 0.060 OK 0.060 OK Fitting Equivalent LengthDetails Supply 4X=35, 11C=40, 11G=5, 11C=40, 11G=5, 1A=35: TotalEL=160 Return 6M=20, 11 C=40, 11 G=5, 11 G=5, 11 G=5, 11 G=5, 5E1=10: TotalEL=90 2017-May-24 15:25:33 wrightSOft' Right-Suite®Universal 2017 17.0.21 RSU08373 Page 1 ...ns\Documents\Wrightsoft HVAC\GRAY RESIDENCE.rup Calc=MJ8 Front Door faces: S 3/4" _ 111111011-1 BBON 5HEATHING O ZD BOARD QJ K 0 w V50' TYPICAL END DETAIL w Zn _ I O' LEGEND �i_4�i I O'-4" T-I O" SUPPLIED BEAM 14 Gi — _= BEAM BY OTHERS W -- VALLEY/FIELD FRAMING PLUMBING DROP 10-1 I/86EARINGHEIGHT `f Z 12'-I IIB BEARING HEIGHT W SYMBOL: For Nai Ing: J L 5ee 51mpeon CatalogQn QTY: 28 or Call l-800-999-5099 51MP50N MMU54G U/ F- W +�V .For Nailing: —3SYMBOL• a See Simpson Catalog =1 QTY: 3 or Call 1-800-999-5099 Ln u o SIMPSON THJA2G } — — Z `9 p V 7116"-112" � :EXTERIOR C6 5HEATHING DIV BLAB SEDGE F-- W iii NOTE: -7" _ FRAMING.15 FLUSH WITH THE 5LA8, FG I-1 r 1 r 1 r 1 r 1 r. 1 r 1 r 1 r RE1 r THEREFOREEVWALL54 EDGE OfTRUSSES L TYPICAL WALL DETAIL DE OF SUB. �. r 5TRONG BACKDETAIL �O- 14-11 Jm 5 Ll- mm E l FI N 2" EE FL R L ULLm KU 5 = o N L cr7 5 u- LAYOUT - N r - Option q 1: d1 r VERTICAL WEB 1 _� 24"O.C. _ G NAIL TO NAIL TO RTICAL � .N d-12 N - r _ BLOCMNG ATTACHED 4- L TO SIDE OF TRV55 O u l9 ^ — CAUTION u n s F2A rong-backs shall be a m.2XG,and shat O cit be attached !a Ann.of three i Gd rads L.L to a 2X4 vet cal web.5tron backs shall N - /2" m be in contact mth the bottom chord.In "m the absence of a ert I web,a 2x4—1, - -t cal shall be sec red at the top and c W bottom chords with a mm:of two I Gd 0 4-F2 N I I Ided by the installer ach end s stalatedam ll be fl- IAYOUT. I '_11 = - t+T Pa v pu 14'-0 1/2 24 0.C. �. truss drawing,unless othersv se speared — Ln 8 I l4" 3 aJ M - - The appl cat on of strong backs as m~ c6 N _ op by the tmss al engineer. N illustrated will aid in reducing localized F- II deflect- 1'-8 1/2° floor• system5t ong bacFseadd a cad r� 1 2'-I I/2" - hanng cap b lay to th system and act a f 2P F I 0 N a writ mous lateral bring for the bolt Q 1A r} 1 r 1 r 1 rm1 r 1 r 1 u = chord of the tmsses. (� I F ° — 6'-FII 1.LIMNET A oENTTy Of R P m IAJ55 MA'JU ACTUP P SEC.1 A m 11.395.5 CTION 6 0 FOUND IN DE511N 2 ANUAL •WARNING FAILURE TO FOLLOW 'I PECCOMENDATIONS IN"BCSI°MAY. �_ RESULT IN 5ERIOUS INJURY.1055 0E It, - V OR,PROPERTY DAPE..G O StE:WNM✓ BCINDUSTRYGOMIDOCS/ N 06 5C51 30OPLET FINAL PUT 1 t9 3:5TRUCTURAL[!GINEER O.RECOBD III F - AND/THE TRUBOR THE ARCIIITECMAKETMUST.SURF HECK ALL N OF SE.5 TO Ii � MEET THE Si ANDARO LOADING.EOR THE LAYOUT BUILDING AND ANY OTHER 5PECIAi- - z 24'O.G F 12 LOADING JG CONUIT ON5 NEED D O 6 4 r OU5IOMER e1 TOV 1YA >� _ DMEN51ON5 BEAPNG HEIGHTS PITCHES AND ALNINFORMATION 2GA DING THE I - 1 Dr'IGt1 AND A5PICATION Or TRUI I 1 r 1 r 1 r 1 r r 5 TEP.1. o ; O r} 4 F 3 co NOT ov PLo D euss o - _ b1ffSeOCr/5HEATiiINVOe O1HER O O F JDILD IJG M"A TtMP — a N N �.' T2J55F5 ARE NO MAR D N ANY > \ U' V' m I.v_ U- R WA O ID a IPt n1 rREQUENC(OR 8 6 13' -15- 0' ccnnoN of TF 'ORIRY EReaoN _ i 3R4 CING LTFM ORARY BR IG TN LL E O r `� '! IC 4TE7I ION Or 0BBEKD55AD15CLAIMER'A '0"'-w"' N Al t NJTITDTE o g ON PON .11 IN 711 Df 11111 MANUAL. p 7-ION--011 BEARING WALL5 TO BE 50' N PLUMBING/HVAC OPENINGS sr Torr EED.TO r LOAD o O ' vKA�usPEe R TO rneBE wAL_5 LLs A A 11 xa MAY BE I ARE THE RESPONSIBILITY OF di AS s[couD TOP PLATE THE CONTRACTOR OR OWNER a F,0 OjC To11+IOD1P ANYTKJ55E5 o � WImOUT FI25 CONTACTING 4IDGV✓AY ¢� t` V TO VERIFY ALL LOCATIONS eoor IRU55 POR ARPR.ovAL AN BEFORE BUILDING TRUSSES oDIEl M,5E PCE ST UC 'At. L '_OMPROM':E TILSiRUC URAL N a o AND SETTING TRU55E5. 47 Rnv ALL TRU55 MOLIHCAiION REQ1Jt5T5 zINOT BE 50MIITTED IN t NPJTI NG 7o RIDGWAY ROO TRU..-i5 PRIOR I QI 1 EI i,IN I r SYMBOL: JL� For Nailing: ~ 52' See 51mp5on Catalog O O 5 4'- 74" 104" 7-10" 10' TO 5 QTY: 2 or Call 1-500-999-5099 g ROP GABLE 24 (Z�PPtg -I'ON 51MP50N HGU52G-2 A� 1h�CJ LOCA SYMBOL: J L 5ee 51mp5oonrCatallog v II LAYOUT m N QTY: 18 or Call 1-800-999-5099 N 24°O.0 RG ONLY sUPSON HU 2G 1 1 W s-RI ' ' SYMBOL: J L See 51mFor Nailing:' Catalog U ATTACHMENT TO TOP CHORD BY OTHERS j QTY: 7 or Call 1-500-999-5099 w KI 1 10 1/2 i LIP,, jN 51MP50N L5U2G _ 1—. R12 Lu i2 LAYOUT3® CLR20 s® 24"O.C.K21LEDGER BY u? OTHERS R142' N z R23- P R15 C�l V R2N wr R 16 CD G 2G'- UZI —9--7' o \ = R31 _jLLEDGER BY OTHER5 LIQ R32 11 / R33 cy/ LAYOUT P34 24'O.C. O m / /❑ /d / ❑ ❑ • ' + + ++++++++++R35 + %++++ V-7" 40.10' R6 E F@Y+++++++ ++++++++ 0 E 20' 0 t N o + + + + + ++ U �m6 + ++ I'-101/2" ++ +++ N l(1 pj H w JI + + s +Ig + 5 5 N — m R35 + ST4R G'E+A+ + cc L 5 �— – P39 +++ +++ + + + + 12 + + + + + + ++++ vT LAYOUT � N 7ppR40 ��n s N m O7 + +++ '_'m R41 - I G'-5 I/2 + +I+1 l/2 + + P-2,112" =w L R42- 11 + + NOTE: 2x8 TAILS BY OTHERS In � R43 I �� 1'-2 1/2 P44 / 4 1 / \ 4,� \ F LAYOUT 24"OC. ro 12 R44 0 \a- NOTE: HIP CORNER5 AND Q s / / /'\ L 3 R51 D P GABLE R 71 CNJ i I �L N K45 LLL-- CONV R4 55 '1 m GABLE END5 HAVE BEEN n R46 5 -r DROPPED FOR 2x8 FRAME 3 , \ DETACHED DROP GABLE EXTENDED TAILS BY OTH ER5. 0' 15'_7" 13-10«� GARAGE ATTACHMENT TO TRU55 BY a OTHER5 LEGEND p 5UPPUED BEAM "ATTENTION" I N U_l N .LLIMITED RL5PON516111Y 0"ROOF W/S BEAM BY OTHERnnuACnRrK. WA BUILDING kMOACTCER/SAH5EA.THIN OP GTHFR Z O11 ° _ —— VALLEY/FIELD FRAMING I-I S 5:,rCTION 6 C, OUND IN D51GN 6,TRU 5E5 ARI WOT MARLED IN ANY � 1- AI HIP TRU55 • _ 1 2 PLUMBING DROP ?.AARL LOCATION OC TO 0 TEMPORARY ncI.N 3� 2 lPk\IN DAN RE T'`C51`N/ LOCA ONO TCMPOP,ARY 15 CT ON M P CCCMf'NUAf LN51!"iC51"MPY BRACING.Al 1`_MPORAPY BPCIN SHALL KJ SLOPED CEILING SU IG 5ER'ou5 N1UkY,L055 OF LIFE COMPLY WITH THE LATF5T FDI ION OF NOTE:VALLEY TRU55 UPLIFT CONNECLION BY ENGINEER L II { /� II oR P APEKT"DAMAGE, 005.B PUBUSHT:D BY TF E TRU55 PATE OL VALLEY TRD55E5 01SCLA�M ER A SFY l eNP/.58CIN'711STR.COP,U70 SI INSTI`UTF DUNU IN Tf'1 UF51�\UANL'N_. N V U N 1 5' OF RECORD - ?RAISED FLAT CEILING OG eC5I eOor LE- ILIAL PDF "7.NON LOAD BEARING WA.,TO er O 2' T a TORTIE IE uTECT R E5 nE�Oko TINGE To O T[lt D.TO 1 e5ewr LonD �+ — 24" PLUMBING/HVAC OPENINGS aNJio rLA�ecNlrEc NUT HEc<ALI- TUNSE o n EwALSAI,�MAYBr: o — 20'-9"BEARING HEIGHT of r RU5t To M.:<t:5Uff HEY U5EU rs 1C TOP PLAT o.c. O..C. n ,pkn tf 3 112 TYP. ARE THE RE5PON5181LITY OF MEEr ff o,NDARD LOADING FCR-HE a.DO\ TT oK MODI rA I e.s5cs BEAKING 12'-1 1/8"BEARING HEIGHT THE CONTRACTOR OR OWNER 'UIwmGANDaYNH'rSEEaAL NOOF r rcrnrncrNG ID NA Y o V Note: TOP CHORD OF TRU55E5 M 5T BE BEARING LOADING CONDITIONS NEVEV ROOF Ru» OR aPPP.O/h ANY BRACED.d CONTINUOU5 DE KING TO VERIFY ALL LOCATIONS CU-T MEK TO\ERIFI AIL MOD.PATIO\TO THE Tk -F5 WILL :IE=Refer to] OR LATERAL BRACING Q 24".c:MIN. - c DIM\SIOIJ i,HEARING 11 IGr115. .CRL5 COMPROM1511 YI'STPUC. J+L — . en neerin n IO-I 1/8"BEARINGHEIGHT BEFOR(?BUILDING TRU55E5 ANDALLJIPOaMPUJN TGA,DINGIff INTCGRITr AILIPU55M(DI'1CANON O� 9'-1013/16"HIP JACK 9 9' 'D-0,Manual'for AND SETTING TRUSSES. U=5 IN AND FABRICATION OF TRU57 NKTIES*7 MUST BE(UOO',FD IN c❑nnedl❑n. =I= i7rern �nRInNG TO RIDcWnr zcOF rkuss PRez � TYPICAL HIP CORNER DETAIL RU55ED VALLEY DETAIL TYPICAL SAVE DETAIL �� 8'-1 1/8"BEARING HEIGHT Do NOT OVE2LOAD TRU55E5 o PELU ChANGE5 I Of I . Static Pressure and Friction Rate Job: 825 SHERRY DRIVE Date: May18,2017 SECOND FLOOR By: TRICIA HIGGINS SPEEDY CALC'S LLC 2805 STATEN DRIVE,DELTONA,FL 32738 Phone:407 314-8495 Fax:407 322-5788 Email:SPEEDYCALCS@YAHOO,COM Web:WWW.SPEEDYCALCS.COM Project For: GARY&JILLIENE GRAY 825 SHERRY DRIVE,ATLANTIC CITY, FL 32233 AvailablePressure Heating Cooling (in H2O) (in H2O) External static pressure 0.50 0.50 Pressure losses Coil 0.10 0.11C Heat exchanger 0 0 Supply diffusers 0.03 0.0: Return grilles 0.03 0.02 Filter 0.15 0.1E Humidifier 0 0 Balancing damper 0 0 Other device 0 0 Available static pressure 0.19 0.19 Total • Supply Return (ft) (ft) Measured length of run-out 14 30 Measured length of trunk 14 0 Equivalent length of fittings 125 40 Total length 153 70 Total effective length 223 Friction Heating Cooling (in/100ft) (in/100ft) Supply Ducts 0.085 OK 0.085 OK Return Ducts 0.060 OK 0.060 OK Fitting Equivalent Length Supply 4X=35, 11C=40, 11 G=5, 1A=35, 11G=5, 11 G=5:TotalEL=125 Return 6M=20, 5E1=10, 11G=5, 11G=5: TotalEL=40 2017-May-24 15:25:33 wrightSOft' Right-Suite®U niversal 2017 17.0.21 RSU08373 Page 2 ...ns\Documents\Wrightsoft HVAC\GRAY RESIDENCE.rup Calc=MJ8 Front Door faces: S a, A-T-T f— OFFICE COPY Ridgway Roof Truss Company (Trusses and Prefabricated Building Components) Mailing: P.O. Box 1309—Gainesville, Florida 32602 Physical: 235 SW 11 th Place— Gainesville, Florida 32601 Telephone: (352) 376-4436 Email:Sales@ RidgwayTruss.com FAX: (352) 371-3316 www.RidgwayTruss.com WARNING THESE TRUSSES MUST BE HANDLED AND ERECTED ACCORDING TO BCSI SUMMARY SHEETS http://www.sbeindustry.docs/06_bcsi_booklet_final.pdf SEE TABLE OF CONTENTS DESIGN MANUAL PROJECT NAME: Adam Gray Residence Roof a JOB NUMBER: 17-0208 CONTRACTOR: 5 STAR BUILDING SOLUTIONS DATE: 4-27-17 az REVISIONS: COMMENTS: Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek'A RE: 170208- ROOF DESIGN INFO MiTek USA, Inc. Site Information: 6904 ParkLe East Blvd. Customer Info: 5 STAR BUILDING SOLUTIONS Project Name: Adam Gray Residence pa.oLe33610-4115 Lot/Block: - Subdivision: - Address: City: Atlantic Beach 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: FBC2014 Design Program: OnLine Plus 30.0.063 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 40.0 psf Floor Load: N/A psf This package includes 60 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 11 IT10990611 JR1 4/27/17 J18 T10990628 JR20 4/27/17 12 I T10990612 I R2 14/27/17 119 I T10990629 I R21 14/27/17 13 I T10990613 1 R3 14/27/17 120 I T10990630 1 R22 14/27/17 14 I T10990614 1 R4 14/27/17 121 I T10990631 I R23 14/27/17 15 IT10990615 1 R5 14/27/17 122 I T10990632 I R24 14/27/17 16 IT10990616 1 R6 14/27/17 123 I T10990633 1 R25 14/27/17 17_ IT10990617 1 R8 14/27/17 124 I T10990634 I R26 14/27/17 I8 IT10990618 1 R9 14/27/17 125 I T10990635 I R27 14/27/17 19 IT10990619 1 R10 14/27/17 126 I T10990636 I R28 14/27/17 10 IT10990620 I R12 14/27/17 127 I T10990637 I R29 14/27/17 1 11 JT10990621 IR13 14/27/17 128 IT10990638IR30 14/27/17 112 I T10990622 I R14 14/27/17 129 I T10990639 I R31 14/27/17 113 IT10990623 I R15 14/27/17 130 I T10990640 I R32 14/27/17 1 114 IT10990624 I R16 14/27/17 131 I T10990641 I R33 14/27/17 1 15 IT10990625 I R17 14/27/17 132 I T10990642 I R34 14/27/17 1 116 IT10990626 I R18 14/27/17 133 I T10990643 1 R35 4/27/17 1 17 IT10990627 I R19 14/27/17 134 I T10990644 I R36 14/27/17 1 , 1►11i111ill,1� The truss drawing(s)referenced above have been prepared by MiTek %% ``Q O'R ��i USA, Inc. under my direct supervision based on the parameters .��\•'G E N•'FO'�9��'. provided by Ridgway Roof Trusses. Q '•�'� SF'•.2 �: Truss Design Engineer's Name: ORe an, Philip • • No 5812 My license renewal date for the state of Florida is February 28,2019. �-10� :C IMPORTANT NOTE:The seal on these truss component designs is a certification %-33'. STA OF : � that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters �'�0��•�4 p R O P••�\�� shown(e.g.,loads,supports,dimensions,shapes and design codes),which were 'i�S'S+ •' ••• ••••\J�% fileen to referenMiTek. ponlyct,and was notcific takion included is for en into account in the iT ek a ation of customers '",,X1111 Al 1 1�`� purpose Y P P these designs. MiTek has not independently verged the applicability of the design Philip J.O'Regan PE No.58126 parameters or the designs for any particular building. Before use,the building designer MiTek USA,Inc.FL Cert 6634 should verify applicability of design parameters and properly incorporate these designs 6904 Parke East Blvd.Tampa FL 33610 into the overall building design per ANSI/TPI 1,Chapter 2. Date: April 27,2017 ORegan, Philip 1 of 2 i RE: 170208 - ROOF DESIGN INFO Site Information: Customer Info: 5 STAR BUILDING SOLUTIONS Project Name: Adam Gray Residence Model: - Lot/Block: - Subdivision: - Address: City: Atlantic Beach State: FL INo. Seal# Truss Name I Date 35 IT10990645 I R37 4/27/17 136 IT10990646 I R38 14/27/17 1 137 IT10990647 I R39 14/27/17 I 138 IT10990648 I R40 14/27/17 1 139 1T10990649 1 R41 14/27/17 I 140 IT10990650 I R42 14/27/17 I 141 IT10990651 I R43 14/27/17 142 IT10990652 I R44 14/27/17 1 143 IT10990653 1 R45 14/27/17 1 144 IT10990654 I R46 14/27/17 1 145 IT10990655 I R47 14/27/17 1 46 __ I T10990656 1 R48 14/27/17 1 147 IT10990657 I R49 14/27/17 1 148 IT10990658 I R50 14/27/17 I 149 _IT10990659 1 R51 14/27/17 I 150 IT10990660 I R52 14/27/17 I 151 IT10990661 I R53 14/27/17 1 152_ IT10990662 I R54 14/27/17 1 153 IT10990663 I R55 14/27/17 1 1 IT10990664 1 R56 14/27/17 155 IT10990665 I V1 14/27/17 156 IT10990666 I V2 14/27/17 57 1T10990667 I V3 14/27/17 1 58 IT10990668 I V4 14/27/17 159 1 T1 0990669 1 V5 14/27/17 1 160 IT10990670 I V6 14/27/17 1 2 of 2 t Table of Contents 1.General Notes 2.WTCA 1-1995 ( Standard Responsibilities in the Design Process involving Metal Plate Connected Wood Trusses) 3.Engineering (insert) 4.Layout of Truss Placement Plan (insert) s. Jobsite Package w/ BCSI B- 1, B-2, B-3 and B-4( Handling, Installing and Bracing Information) http://www.sbcindustry.com/docs/06-bcsi-booklet-final.pdf 6.Standard Chord and Web Repairs 7.Examples of Permanent Web Bracing t ROBBINS ENG . GENERAL NOTES & SYMBOLS PLATE LOCATION PLATE SIZE LATERAL BRACING —�{ If 108 Center plates on joints 6.3 x 8.8 The first dimension is the 1x4 continuous lateral bracing unless otherwise noted in width measured perpcn- attached with(2)8d nails each plate list or on drawing. dicular to slots. The second member where indicated or 2x4 Dimensions arc given in dimension is the length "T"or"I;brace stiffener if inches(i.e.1 1/2"or 1.5")or measured parallel to slots. applicable nailed Ilat to edge of IN-16ths(i.e.108). web with 12d nails spaced 8"o.c. "T"or"L"brace must be extended at least 90%of web length. PLATE ORIENTATION DIMENSIONS BEARING NN%cn shown,indicates 6-08-08 All dimensions are shown in When truss is designed to direction of slots in Fr-IN-SX(i.e.68 1/2"or bear on multiple supports, connector plate. 6-08-08). Dimensions less interior bearing locations 708 8 than one foot are shown in should be marked on the 1N-SX only(i.e.708). 0 truss. Interior support or temporary shoring must be in place before erecting this truss. If necessary,shim bearings to.assure solid contact with truss. ROBBINS LOCK connector plates (20 ga. gale steel Trussed Rafters. Robbins Eng. Co. bears no ASTM A653 SS Grade 40) shall be applied on both responsibility for the erection of trusses,field bracing faces of truss at each joint. Center the plates, unless or permanent truss bracing. Refer to HIB-91 as shown otherwise by circles (o) or dimensions. No published by the Truss Plate Institute,583 D'Onofrio loose knots or Nwanes in plate contact area. Splice Drive,Suite 200, Madison,Wisconsin 53719. Persons only where shown. Overall spans assume 4" bearings erecting trusses are cautioned to seek professional at each end, unless indicated otherwise. Cutting and advice concerning proper erection bracing to prevent fabrication shall be performed on equipment which toppling and "dominoing". Care should be Eaken to produces snub fitting joints and plates. Unless prevent damage during fabrication, storage, shipping otherwise noted, moisture content of lumber shall and erection. Top and bottom chords shall be not exceed 19%at time of fabrication and these adequately braced in the absence of sheathing or rigid designs are not applicable for use with fire retardant ceiling,respectively. It is the responsibility of others lumber. This design was prepared in accordance with to ascertain that the design loads utilized on this "National Design Specifications for Stress-Grade drawing meet or exceed the actual dead loads Lumber and Its Fastenings" (AFPA), "Design imposed by the structure and the live loads imposed Specifications for Light Metal Plate Connected Wood by the local building code or historical climatic records. Trusses" (TPI),and HUD Design Criteria for FURNISH A COPT'OF THIS DESIGN TO ERECTION CONTRACTOR. IT IS THE RESPONSIBILITY OF BUILDING DESIGNER TO REVIEW THIS DRWG. &VERIFY THAT DATA INCLUDING DIM. & LOADS CONFORM TO ARCH. PLAN/SPECS& FAB.TRUSS LAYOUTS. CORPORATE HEADQUARTERS P.O. Box 280055 file. Tampa, FL 33682-0055 800-282-1299 • Fax: 813-971-6117 1 t Wqrd --- Wood Truss Council of America 5937 Meadowood Dr., Ste. 14 - Madison,W1 53711-4125 * 608/274-3329(fax) Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood Trusses VVYCA 1 -1995 Developed by the WTCA Engineering Review Committee in cooperation with the Truss Plate Institute 2 The Wood Truss Council of America publishes standard practice materials prepared and edited by knowledgeable authors from the construction industry to give as much assistance as possible to owners,architects,engineers,contractors,building officials, and others involved in the metal plate connected wood truss industry.The competence of the authors ensures accurate and authoritative information in regard to the subject matter covered, but, of course, neither the Wood Truss Council of America, nor the authors make either express or implied warranties in regard to the use of the materials. 1.0 SCOPEAND DEFINITIONS 1.1 This standard defines the design responsibilities of the bracing, anchorage, connections and field individuals and organizations involved in the preparation, assembly. The term "Contractor"shall include submittal, review and approval of each Truss Design those subcontractors who have a direct contract Drawing and Truss Placement Plan associated with the with the Contractor to perform all or a portion use of metal plate connected wood trusses. These of the storage, handling, and installation of the guidelines are presented as industry standard practice.The trusses. guidelines are not intended to preclude alternate provisions 1.2.5 "Engineer-of-Record"shall mean the registered as agreed upon by the parties involved. professional engineer responsible for the 1.2 The following definitions shall apply: structural design of the structure and who 1.2.1 "Architect"shall mean the individual registered produces the structural drawings included in the architect responsible for the architectural design Construction Design Documents. of the structure and who produces the 1.2.6 "Owner" shall mean the individual or architectural drawings included in the organization for whom the structure is designed. Construction Design Documents. 1.2.7 "Truss" is an individual metal plate connected 1.2.2 "Building Designer" is the individual or wood structural component manufactured by the organization having responsibility for the overall Truss Manufacturer. building or structure design in accordance with the state's statutes and regulations governing the 1.2.8 "Truss Designer" is the design professional, professional registration and certification of individual or organization,having responsibility architects or engineers. This responsibility for the design of metal plate connected wood includes but is not limited to foundation design, trusses.This responsibility shall be in accordance structural member sizing,load transfer,bearing with the state's statutes and regulations governing the professional registration and certification of conditions, and the structure's compliance with the applicable building codes. Also referred to architects or engineers. Also referred to as truss engineer, design engineer, registered engineer, as registered architect or engineer, building and engineer,but hereinafter designer, and registered building designer, but will be referred to hereinafter will be referred to as Building as Truss Designer. Designer. 1.2.9 "Truss Design Drawing"shall mean the graphic 1.2.3 "Construction Design Documents" are the depiction of an individualTruss prepared by the architectural drawings, structural drawings, Truss Designer. mechanical drawings, electrical drawings, and 1.2.10 "Truss Manufacturer"shall mean an individual any other drawings,specifications,and addenda or organization regularly engaged in the which set forth the overall design of the structure manufacturing of Trusses. and issued by the Building Designer. 1.2.11 "Truss Placement Plan" is the drawing 1.2.4 "Contractor" shall mean the individual or identifying the location assumed for each Truss organization responsible for the field storage, based on theTruss Manufacturer's interpretation handling, and installation of trusses including, of the Construction Design Documents. but not limited to,temporary bracing,permanent 3 f i 2.0 OWNER RESPONSIBILITIES 2.1 Directly or through its representatives,which may include Truss Design Drawing and Truss Placement Plan; and the Contractor and/or Building Designer;(a)review and (d)coordinate the return of each approved Truss Design approve each Truss Design Drawing; (b) review and Drawing and Truss Placement Plan to the Truss approve theTruss Placement Plan;(c)resolve and approve Manufacturer prior to truss manufacturing. all design issues arising out of the preparation of each 3.0 BUILDING DESIGNER RESPONSIBILITIES 3.1 Design a structure suitable to ensure that the intended 3.2.8 Proper transfer of design loads affecting the function of eachTruss is not affected by adverse influences Truss;and including, but not limited to, moisture, temperature, corrosive chemicals and gases; 3.2.9 Adequate connections between Truss and non- Truss components, except as noted in Section 3.2 Prepare the Construction Design Documents,showing all 6.2.9. trussed areas, which must provide as a minimum the following: 3.3 Review and approve the Truss Placement Plan and each Truss Design Drawing for conformance with the 3.2.1 All truss orientations and locations; requirements and intent of the Construction Design 3.2.2 Information to fully determine all truss profiles; Documents,the effect of eachTruss Design Drawing and Truss Placement Plan on other parts of the structure,and 3.2.3 Adequate support of the Truss and all truss the effect of the structure on each Truss. bearing conditions; 3.4 Specify permanent lateral bracing where indicated by the 3.2.4 Permanent bracing design for the structure Truss Designer on theTruss Design Drawings,to prevent including the Trusses,except as provided in 3.4 buckling of the individual truss members due to design and 6.2.12. loads. The Building Designer shall specify how the permanent lateral bracing is to be anchored or restrained 3.2.5 The location,direction and magnitude of all dead to prevent lateral movement if all truss members, so and live loads applicable to eachTruss including, braced, buckle together. This shall be accomplished by: but not limited to, loads attributable to: roof, (a)anchorage to solid end walls;(b)permanent diagonal floor,partition,mechanical,fire sprinkler,attic, bracing in the plane of the web members; or (c) other storage, wind,snow drift and seismic; means when demonstrated by the Building Designer to 3.2.6 All Truss anchorage designs required to resist provide equivalent bracing. uplift,gravity,and lateral loads; . 3.2.7 Allowable vertical and horizontal deflection criteria; 4.0 CONTRACTOR RESPONSIBILITIES 4.1 Provide to the Truss Manufacturer the Construction 4.4 Provide the approved Truss Design Drawings,approved Design Documents and all revisions and supplements Truss Placement Plans,and any supplemental information thereto. provided by the Truss Manufacturer to the individual or 4.2 Review and approve the Truss Placement Plan and each organization responsible for the installation of theTrusses. Truss Design Drawing for conformance with the 4.5 Comply with the field storage, handling, installation, requirements and intent of the Construction Design permanent bracing, anchorage, connections and field Documents, and the effect of the Truss Placement Plan assembly requirements of the Construction Design and eachTruss Design Drawing on other trades involved Documents. in the construction of the structure and the effect of the other trades on the Trusses. 4.6 Determine and install the temporary bracing for the structure,including the Trusses. 4.3 Coordinate the review,approval and return of eachTruss Design Drawing and the Truss Placement Plan by the Owner and Building Designer. 4 5.0 TRUSS MANUFACTURER RESPONSIBILITIES 5.1 Communicate the design criteria from the Construction 5.3 Submit to the Contractor the Truss Placement Plan, as Design Documents to theTruss Designer. may be required, and each Truss Design Drawing for 5.2 Where required by the Construction Design Documents, review and approval. prepare theTruss Placement Plan,providing as a minimum 5.4 Manufacture the Trusses in accordance with the final the location assumed for each Truss based on the Truss approvedTruss Design Drawings using the quality criteria Manufacturer's interpretation of the Construction Design for Metal Plate Connected Wood Trusses established by Documents. the ANSI/TPI 1-1995 "National Design Standard for Metal Plate Connected Wood Truss Construction" 6.0 TRUSS DESIGNER RESPONSIBILITIES 6.1 Prepare theTruss Design Drawings in conformance with 6.2.6 Each reaction force and direction; the requirements set forth in the latest approved edition ofANSI/TPI 1-1995"National Design Standard for Metal 6.2.7 Metal connector plate type, size, thickness or Plate Connected Wood Truss Constriction" gage,and the dimensioned location of each metal connector plate except where symmetrically 6.2 For each Truss Design Drawing,set forth as a minimum located relative to the joint interface; the following: 6.2.8 Lumber size, species, and grade for each 6.2.1 Slope or depth,span and spacing; member; 6.2.2 Location of all joints; 6.2.9 Connection Requirements for: 6.2.3 Required bearing widths; (a) Truss to Truss girder; 6.2.4 Design loads as applicable: (b) Truss ply to ply; and 6.2.4.1 Top chord live load (including snow (c) Field splices; loads); 6.2.10 Calculated deflection ratio and/or maximum 6.2.4.2 Top chord dead load; deflection for live and total load; 6.2.4.3 Bottom chord live load; 6.2.11 Maximum axial compression forces in theTruss 6.2.4.4 Bottom chord dead load; members to enable the Building Designer to design the size, connections and anchorage of 6.2.4.5 Concentrated loads and their points of the permanent continuous lateral bracing. Forces application;and may be shown on the Truss Design Drawing or 6.2.4.6 Controlling wind and earthquake on supplemental documents;and loads; 6.2.12 Required permanent Truss member bracing 6.2.5 Adjustments to lumber and metal connector plate location. design values for conditions of use; 7.0 OTHER RESPONSIBILITIES 7.1 Any party who cuts or damages a truss shall be responsible for securing the engineering required for the repair and for subsequent costs. • WTCA is committed to promoting the common interests of all engaged in the manufacture of wood trusses and related components to ensure growth, continuity, and increased professionalism in our industry. Fundamental to this is promoting the safe,economic,and structurally sound use of trusses in all applications. 5 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering i 170208 RI 1*2P HHIP 351108 3 0 0 T10990611 Adam Gray Residence HO 8-8 HO 4-5-8 TC 7-0-0 1 14-4-10 1 21-5-12 1 28-6-14 1 35-11-8 3x6= 6x8= 4x6= S1 4X5= 4x5= B H Z J 2x4 11 C 4-5-8 4x8 II 3 2-5-8 A M K G S2 F D 3x4= 4x5=S3 4x5= 4x6= 4x5= 5x8 11 3x6= L W:308 E W:508 R: 104 2x411 R:4447 U: 145 U:1639 W:508 R:1846 U: 688 BC 1 7-1-12110-2-12 16-9-0 26-2-8 35-11-8 0 0 0 .1 ^ 35-11-8 ALL PLATES ARE MT2020 Scale:0.174"=1' MiTek® OnlineP1usTM APPROX. TRUSS WEIGHT: 210.9 LBS Online Plus -- Version 30.0.063 TC V 20 40 0.01 36.0' E MT20 2.Ox 4.0 Ctr Ctr 0.33 Connector Plate Fabrication RUN DATE: 27-APR-17 BC V 20 0 0.01 36.0' K MT20 4.Ox 5.0 0.5 Ctr 0.92 Tolerance - 20% •*•*+*+**•*•**• TC V 25 50 7.01 35.01 S3 MT20 3.Ox 6.0 Ctr Ctr 0.39 This trues is designed for a • 2-Ply Trues • TC V -20 -40 35.0' 36.01 G MT20 4.Ox 5.0 Ctr Ctr 0.65 creep factor of 1.5 which •••**•*+••••••• BC V 25 0 7.1' 35.0' S2 MT20 4.Ox 6.0 Ctr 0.2 0.70 in used to calculate total BC V -20 0 35.01 36.0' F MT20 4.Ox 5.0 Ctr Ctr 0.16 load deflection. Southern Pine lumber design BC V 280 280 7.11 CL-LB D MT20 5.0x 8.0 Ctr 0.5 0.84 Verticals that are extended values are those effective below a chord forming a 06-01-13 by SPIB//ALSC DON Plus 21 Wind Load Case(s) REVIEWED BY: -Leg Dorn" condition are not CSI -Size- ----Lumber---- Plus 1 LL Load Cases) MiTek USA, Inc. designed to resist lateral TC 0.86 2x 4 SP_#1 Plus 1 DL Load Case(s) 6904 Parke East Blvd. forces betweeen the truss -- 0.67 2x 4 SP-12 Tampa, FL 33610 and the support. Additional A -B S1-C Membr CSI P Lba Axl-CSI-Bnd design considerations (by BC 0.98 2x 4 SP-42 ----------Top Chorda---------- REFER TO ONLINE PLUS GENERAL others) are required to WB 0.72 2x 4 SP-42 A -B 0.55 1141 T 0.13 0.42 NOTES AND SYMBOLS SHEET FOR transfer these forces to the -- 0.69 2. 4 SP-43 B -H 0.86 3776 T 0.28 0.58 ADDITIONAL SPECIFICATIONS. appropriate lateral force E -B B -K K -H H -G H -S1 0.57 2520 C 0.01 0.56 resisting elements. G -I I -F F -J J -D S1-I 0.52 2520 C 0.01 0.51 NOTES: SL 0.07 2x 4 SP-43 I -J 0.67 5034 C 0.15 0.52 Trusses Manufactured by: J -C 0.60 386 C 0.00 0.60 RIDGWAY ROOF TRUSS Brace trues an follows: --------Bottom Chorda--------- Analysis Conforms To: O.C. From To A -M 0.35 715 C 0.00 0.35 FBC2014 TC Cont. 0- 0- 0 35-11- 8 M -E 0.44 1173 C 0.00 0.44 TPI 2007 or 48.0" 0- 0- 0 35-11- 8 E -K 0.25 1210 C 0.00 0.25 Girder Half Hip BC Cont. 0- 0- 0 35-11- 8 K -S3 0.27 1026 T 0.11 0.16 Framing King Jacks or 102.011 0- 0- 0 35-11- 8 S3-G 0.53 1026 T 0.06 0.47 Jack Open Faced Continuous Lateral Restraint G -S2 0.84 4778 T 0.53 0.31 Setback 7- 0- 0 req'd at mid-point of webs: S2-F 0.98 4778 T 0.31 0.67 2 COMPLETE TRUSSES REQUIRED. J -D F -D 0.97 4701 T 0.31 0.66 Fasten plies together in Attach CLR with (2)-10d nails -------------Webs------------- staggered pattern. at each web. E -B 0.15 802 T Connector Row. Spacing Refer to BCSI for diagonal B -K 0.33 3196 C TC 10d Gun Nails 1 12.0 in restraint requirements. K -H 0.69 5404 C BC 10d Gun Nails 1 12.0 in H -G 0.38 2046 T WB 10d Gun Nails 1 8.0 in pef-Ld Dead Live G -I 0.35 2480 C Web Connection Exception -- TC 10.0 20.0 1 -F 0.11 698 T Space connectors for the BC 10.0 0.0 F -J 0.13 876 T following webs- TC+BC 20.0 20.0 J -D 0.61 4501 C 1 Br K -H 1 rows R 4.0" o.c. Total 40.0 Spacing 24.0" D -C 0.72 377 C 0.00 0.72 J -D 1 rows Q 4.0" o.c. Lumber Duration Factor 1.25 L -D 0.52 1846 C 0.01 0.51 10d gun nails (0.131"x31') Plate Duration Factor 1.25 -----------Sliders------------ must be installed a. noted Fb Fc Ft Emin A -M 0.07 716 C above, ae each layer is TC 1.00 1.00 1.00 1.00 applied. BC 1.00 1.00 1.00 1.00 TL Defl -0.62" in G -F L/485 Plus clusters of nails where LL Defl -0.22" in G -F L/999 shown. Total Load Reactions (Lbs) Shear // Grain in B -H 0.37 Design checked for 10 pef non- Jt Down Uplift Horiz- concurrent LL on BC. A 104145 G 294 R Plates for each ply each face. Wind Loads - ANSI / ASCE 7-10 K 4447 1639 U Plate - MT20 20 Ga, Groes Area Trues is designed as L 1847 689 U 207 R Plate - MT2H 20 Ga, Grose Area Components and Claddings• G Gravity Uplift Plate - MS18 18 Ga, Grose Area for Exterior zone location. Jt Type Plt Size X Y JSI Wind Speed: 130 mph Jt Brg Size Required A MT20 4.Ox 8.0 2.0 0.3 0.48 Risk Category II A 3.5" 1.5'1 B MT20 6.Ox 8.0 Ctr-0.1 0.89 Mean Roof Height: 25-0 K 5.5" 2.5" H MT20 4.Ox 6.0-0.5 Ctr 0.91 Exposure Category: C L 5.5" 5.511 S1 MT20 3.Ox 6.0 Ctr Ctr 0.39 Building Type: Enclosed I MT20 4.Ox 5.0 Ctr Ctr 0.51 TC Dead Load: 6.0 pef LCM 1 Girder Loading J MT20 4.Ox 5.0 1.0-0.2 0.81 BC Dead Load: 6.0 pef Dur Fctrs - Lbr 1.25 Plt 1.25 C MT20 2.Ox 4.0 Ctr Ctr 0.16 Max comp. force 5404 Lbe plf - Dead Live• From To M MT20 3.Ox 4.0 Ctr Ctr 0.18 Max tens. force 4778 Lbe Online Plus"'0 Copyright MiTek®19962016 Version 30 0.063 Engineering-Portrait 4/27/2017 1:24:02 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering y 170208 R2 10 JACK 70000 3 0 0 T709906/2 Adam Gray Residence HO 8-8 HO 2-5-8 TC 7-0-0 B 3 2-(.148"x3") gun toenails 2-5-8 3x5 11 A D 2-(.1481lx3") gun toenails 3x4- W:308 R: 281 U: 85 Bc i< ALL PLATES ARE MT2020 Scale:0.615"=1' M iTek- Online Plus- APPROX. TRUSS WEIGHT: 30.6 LBS Online Plus -- Version 30.0.063 --------Bottom Chords--------- Wind Loads - ANSI / ASCE 7-10 RUN DATE: 27-APR-17 A -D 0.46 565 C 0.06 0.40 Truss is designed as D -C 0.52 51 T 0.00 0.52 Components and Claddings* Southern Pine lumber design -----------Sliders------------ for Exterior zone location. values are those effective A -D 0.19 647 T Wind Speed: 130 mph 06-01-13 by SPIB//ALSC UON Risk Category ii CSI -Size- ----Lumber---- TL Defl -0.26" in D -C L/308 Mean Roof Height: 25-0 TC 0.71 2x 4 SP-#2 LL Defl -0.10" in D -C L/822 Exposure Category: C BC 0.52 2x 4 SP-#2 Shear // Grain in A -B 0.28 Building Type: Enclosed SL 0.19 2x 4 SP-#3 TC Dead Load: 6.0 psf Plates for each ply each face. BC Dead Load: 6.0 psf Brace truss as follows: Plate - MT20 20 Ga, Gross Area Max comp. force 565 Lbs O.C. From To Plate - MT2H 20 Ga, Gross Area Max tens. force 647 Lbs TC Cont. 0- 0- 0 7- 0- 0 Plate - MS18 18 Ga, Gross Area Connector Plate Fabrication or 48.0" 0- 0- 0 7- 0- 0 it Type Plt Size X Y JSI Tolerance = 20% BC Cont. 0- 0- 0 7- 0- 0 A MT20 3.Ox 5.0 1.5 0.2 0.70 This truss is designed for a or 84.0" 0- 0- 0 7- 0- 0 D MT20 3.Ox 4.0 Ctr Ctr 0.45 creep factor of 1.5 which is used to calculate total psf-Ld Dead Live REVIEWED BY: load deflection. TC 10.0 20.0 MiTek USA, Inc. BC 10.0 0.0 6904 Parke East Blvd. TC+BC 20.0 20.0 Tampa, FL 33610 Total 40.0 Spacing 24.0" Lumber Duration Factor 1.25 REFER TO ONLINE PLUS GENERAL Plate Duration Factor 1.25 NOTES AND SYMBOLS SHEET FOR Fb Fc Ft Emin ADDITIONAL SPECIFICATIONS. TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 For proper installation of toe-nails, refer to the 2005 Total Load Reactions (Lbs) National Design Specification it Down Uplift Horiz- (NDS) for Wood Construction A 282 86 U 94 R C 129 52 R NOTES: B 186 128 U Trusses Manufactured by: RIDGWAY ROOF TRUSS it Brg Size Required Analysis Conforms To: A 3.5" 1.5" FBC2014 C 1.5" 1.5" TPI 2007 B 1.511 1.5" This truss has been designed for 20.0 psf LL on the B.C. Plus 18 Wind Load Case(s) in areas where a rectangle Plus 1 LL Load Case(s) 3- 6- 0 tall by Plus 1 DL Load Case(s) 2- 0- 0 wide will fit between the B.C. Membr CSI P Lbs Axl-CSI-Bnd and any other member. ----------Top Chords---------- Design checked for 10 psf non- A -B 0.71 82 C 0.00 0.71 concurrent LL on BC. Online Plus"'0 Copyright MTek®1996-2016 Version 30.0.063 Engineering-Portrait 4(272017 1:24:02 PM Page 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 1 L70208 R3 5 MONO 90400 3 0 0 T10990613 Adam Gray Residence HO 1-8 Ho 2-5-8 TC 9-4-0 2x4 II B 3 2-5-8 3x5 11 A C 3-(.1481lx3") gun toenails 2x4 11 W:508 R: 325 U: 94 it 9-4-0 ALL PLATES ARE MT2020 Scale:0.481"=1' MiTek9, Online Plus" APPROX. TRUSS WEIGHT: 95.2 LBS Online Plus -- Version 30.0.063 C -B 0.10 299 T WindLd Risk Category II RUN DATE: 27-APR-17 Mean Roof Height: 25-0 TL Defl -0.29" in A -C L/355 Exposure Category: C Southern Pine lumber design LL Defl -0.12" in A -C L/834 Building Type: Enclosed values are those effective Shear // Grain in A -A 0.42 TC Dead Load: 6.0 psf 06-01-13 by SPIB//ALSC UON BC Dead Load: 6.0 psf CSI -Size- ----Lumber---- Plates for each ply each face. Max comp. force 229 Lbs TC 0.77 2x 4 SP-#2 Plate - MT20 20 Ga, Gross Area Max tens. force 299 Lbs BC 0.65 2x 6 SP-#2 Plate - MT2H 20 Ga, Gross Area Connector Plate Fabrication WB 0.10 2x 4 SP-#3 Plate - MS18 18 Ga, Gross Area Tolerance = 20% it Type Plt Size X Y isi This truss is designed for a Brace truss as follows: A MT20 3.Ox 5.0 Ctr-1.1 0.55 creep factor of 1.5 which O.C. From To B MT20 2.Ox 4.0 Ctr Ctr 0.26 is used to calculate total TC Cont. 0- 0- 0 9- 4- 0 C MT20 2.Ox 4.0 Ctr Ctr 0.26 load deflection. or 48.0" 0- 0- 0 9- 4- 0 BC Cont. 0- 0- 0 9- 4- 0 REVIEWED BY: or 112.0" 0- 0- 0 9- 4- 0 MiTek USA, Inc. 6904 Parke East Blvd. psf-Ld Dead Live Tampa, FL 33610 TC 10.0 20.0 BC 10.0 0.0 REFER TO ONLINE PLUS GENERAL TC+BC 20.0 20.0 NOTES AND SYMBOLS SHEET FOR Total 40.0 Spacing 24.0" ADDITIONAL SPECIFICATIONS. Lumber Duration Factor 1.25 Plate Duration Factor 1.25 For proper installation of Fb Fc Ft Emin toe-nails, refer to the 2005 TC 1.15 1.10 1.10 1.10 National Design Specification BC 1.10 1.10 1.10 1.10 (NDS) for Wood Construction Total Load Reactions (Lbs) NOTES: it Down Uplift Horiz- Trusses Manufactured by: A 326 94 U 50 R RIDGWAY ROOF TRUSS C 360 140 U 101 R Analysis Conforms To: FBC2014 it Brg Size Required TPI 2007 A 5.5" 5.5" This truss has been designed C 3.5" 1.5" for 20.0 psf LL on the B.C. in areas where a rectangle Plus 18 Wind Load Case(s) 3- 6- 0 tall by Plus 1 LL Load Case(s) 2- 0- 0 wide Plus 1 DL Load Case(s) will fit between the B.C. and any other member. Membr CSI P Lbs Axl-CSI-Bnd Design checked for 10 psf non- ----------Top Chords---------- concurrent LL on BC. A -B 0.77 109 C 0.00 0.77 Wind Loads - ANSI / ASCE 7-10 --------Bottom Chords--------- Truss is designed as A -A 0.15 229 C 0.00 0.15 Components and Claddings* A -C 0.65 79 T 0.00 0.65 for Exterior zone location. -------------Webs------------- Wind Speed: 130 mph Online Plus"'0 Copyright Mi7ek®1996-2016 Version 30.0.063 Engineering-Portrait 427/2017 1:21:02 PM Page 1 Job Mark Quan Type Span P1-Hl Left OH Right OH Engineering 170208R9 6 JACK 11108 7 0 0 T10990614 Adam Gray Residence HO 8-8 HO 1-10-3 TC1-11-8 7 S T2-(.148"x3") gun toenails 3z5 I 1-30-3 I�► 1 4 2-(.1481r x3rr) gun toenails C 3x4- W:308 x4-W:308 R: 79 BC 1-11-8 1-11-8 ALL PLATES ARE MT2020 Scale:0.575"=1' MiTek,l� Online Plus- APPROX. TRUSS WEIGHT: 11.9 LBS Online Plus -- Version 30.0.063 --------Bottom Chords--------- Truss is designed as RUN DATE: 27-APR-17 A -C 0.02 78 T 0.01 0.01 Components and Claddings* -----------Sliders------------ for Exterior zone location. Southern Pine lumber design A -C 0.02 84 C Wind Speed: 130 mph values are those effective Risk Category II 06-01-13 by SPIB//ALSC UON TL Defl 0.00" in ----- L/999 Mean Roof Height: 25-0 CSI -Size- ----Lumber---- LL Defl 0.00" in ----- L/999 Exposure Category: C TC 0.02 2x 4 SP-#2 Shear // Grain in A -B 0.06 Building Type: Enclosed BC 0.02 2x 4 SP-#2 TC Dead Load: 6.0 psf SL 0.02 2x 4 SP-#3 Plates for each ply each face. BC Dead Load: 6.0 psf Plate - MT20 20 Ga, Gross Area Max comp. force 84 Lbs Brace truss as follows: Plate - MT2H 20 Ga, Gross Area Max tens. force 78 Lbs O.C. From To Plate - MS18 18 Ga, Gross Area Connector Plate Fabrication TC Cont. 0- 0- 0 1-11- 8 it Type Plt Size X Y JSi Tolerance = 20% or 23.5" 0- 0- 0 1-11- 8 A MT20 3.Ox 5.0 1.5 0.4 0.69 This truss is designed for a BC Cont. 0- 0- 0 1-11- 8 C MT20 3.Ox 4.0-1.5 Ctr 0.10 creep factor of 1.5 which or 23.5" 0- 0- 0 1-11- 8 is used to calculate total REVIEWED BY: load deflection. psf-Ld Dead Live MiTek USA, inc. TC 10.0 20.0 6904 Parke East Blvd. BC 10.0 0.0 Tampa, FL 33610 TC+BC 20.0 20.0 Total 40.0 Spacing 24.0" REFER TO ONLINE PLUS GENERAL Lumber Duration Factor 1.25 NOTES AND SYMBOLS SHEET FOR Plate Duration Factor 1.25 ADDITIONAL SPECIFICATIONS. Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 For proper installation of BC 1.10 1.10 1.10 1.10 toe-nails, refer to the 2005 National Design Specification Total Load Reactions (Lbs) (NDS) for Wood Construction it Down Uplift Horiz- A 79 61 R NOTES: C 41 16 U 33 R Trusses Manufactured by: B 51 48 U RIDGWAY ROOF TRUSS Analysis Conforms To: it Brg Size Required FBC2014 A 3.5" 1.5" TPI 2007 C 1.5" 1.5" This truss has been designed B 1.5" 1.5" for 20.0 psf LL on the B.C. in areas where a rectangle Plus 18 Wind Load Case(s) 3- 6- 0 tall by Plus 1 LL Load Case(s) 2- 0- 0 wide Plus 1 DL Load Case(s) will fit between the B.C. and any other member. Membr CSI P Lbs Axl-CSI-Bnd Design checked for 10 psf non- ----------Top Chords---------- concurrent LL on BC. A -B 0.02 31 C 0.00 0.02 Wind Loads - ANSI / ASCE 7-10 Online Rus-0 Copyright M7ek®1996-2016 Version 30.0.063 Engineering-Portrait 4272017 1:24:03 PM Pagel Job Ma:k �an Type Span Pl-Hl Left OH R'Lght OH Engineering je70208 jtf 9 JACK 20000 3 0 O 710990615 Adam Gray Residence HO 8-8 HO 1-2-8 TCI 2-0-0 3 B T 3x5 11 A 2-(.1481lx3") gun toenails 1-2-8 2-(.1481lx3") gun toenails C 3x4= W:308 R: 80 U: 19 2-0-0 ALL PLATES ARE MT2020 Scale:0.687"=1' MiTe KV Online Plus- APPROX. TRUSS WEIGHT: 11.4 LBS Online Plus -- Version 30.0.063 --------Bottom Chorda--------- Truss is designed as RUN DATE: 27-APR-17 A -C 0.01 96 C 0.00 0.01 Components and Claddings* -----------Sliders------------ for Exterior zone location. Southern Pine lumber design A -C 0.03 110 T Wind Speed: 130 mph values are those effective Risk Category II 06-01-13 by SPIB//ALSC UON TL Defl 0.00" in ----- L/999 Mean Roof Height: 25-0 CSI -Size- ----Lumber---- LL Defl 0.00" in ----- L/999 Exposure Category: C TC 0.02 2x 4 SP-#2 Shear // Grain in A -B 0.08 Building Type: Enclosed BC 0.01 2x 4 SP-#2 TC Dead Load: 6.0 psf SL 0.03 2x 4 SP-#3 Plates for each ply each face. BC Dead Load: 6.0 psf Plate - MT20 20 Ga, Gross Area Max comp. force 96 Lbs Brace truss as follows: Plate - MT2H 20 Ga, Gross Area Max tens. force 110 Lbs O.C. From To Plate - MS18 18 Ga, Gross Area Connector Plate Fabrication TC Cont. 0- 0- 0 2- 0- 0 it Type Plt Size X Y JSI Tolerance = 20% or 24.0" 0- 0- 0 2- 0- 0 A MT20 3.Ox 5.0 1.5 0.2 0.70 This truss is designed for a BC Cont. 0- 0- 0 2- 0- 0 C MT20 3.Ox 4.0-1.0 Ctr 0.11 creep factor of 1.5 which or 24.0" 0- 0- 0 2- 0- 0 is used to calculate total REVIEWED BY: load deflection. psf-Ld Dead Live MiTek USA, Inc. TC 10.0 20.0 6904 Parke East Blvd. BC 10.0 0.0 Tampa, FL 33610 TC+BC 20.0 20.0 Total 40.0 Spacing 24.0" REFER TO ONLINE PLUS GENERAL Lumber Duration Factor 1.25 NOTES AND SYMBOLS SHEET FOR Plate Duration Factor 1.25 ADDITIONAL SPECIFICATIONS. Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 For proper installation of BC 1.10 1.10 1.10 1.10 toe-nails, refer to the 2005 National Design Specification Total Load Reactions (Lbs) (NDS) for Wood Construction it Down Uplift Horiz- A 81 20 U 27 R NOTES: C 43 8 U 15 R Trusses Manufactured by: B 43 31 U RIDGWAY ROOF TRUSS Analysis Conforms To: it Brg Size Required FBC2014 A 3.5" 1.5" TPI 2007 C 1.5" 1.5" This truss has been designed B 1.5" 1.5" for 20.0 psf LL on the H.C. in areas where a rectangle Plus 18 Wind Load Case(s) 3- 6- 0 tall by Plus 1 LL Load Case(s) 2- 0- 0 wide Plus 1 DL Load Case(s) will fit between the B.C. and any other member. Membr CSI P Lbs Axl-CSI-Bnd Design checked for 10 psf non- ----------Top Chords---------- concurrent LL on BC. A -B 0.02 23 C 0.00 0.02 Wind Loads - ANSI / ASCE 7-10 Online Plus-O Gopyrght MRek®1996-2016 Version 30.0.063 Engineenng-Porbait 4272017 1.24:03 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 4 P70208 R6 1 MONO 91001 2.121 0 0 T10990616 Adam Gray Residence HO 2-14 HO 1-11-12 0 0 TC 6-6-10 1W1 9-10-1 2.121 O 2x4= 4x511 #2x4 11 E B g 12x4 11 TD C3 2-5-5 U5- A C G 4x4= 2x4 ii W:307 HGR R: 647 R: 876 U: 243 U: 339 BC 6-8-6 9-10-1 1' 9-10-1 ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale:0.51a,=r MiTekt. Online Plus- APPROX. TRUSS WEIGHT: 56.2 LBS Online Plus -- Version 30.0.063 concurrent LL on BC. RUN DATE: 27-APR-17 Membr CSI P Lbs Axl-CSI-Bnd NOTE: USER MODIFIED PLATES ----------Top Chords---------- This design may have plates Southern Pine lumber design A -F 0.78 1777 C 0.24 0.54 selected through a plate values are those effective F -B 0.57 37 T 0.00 0.57 monitor. 06-01-13 by SPIB//ALSC UON --------Bottom Chords--------- Wind Loads - ANSI / ASCE 7-10 CSI -Size- ----Lumber---- A -G 0.75 1766 T 0.26 0.49 Truss is designed as TC 0.78 2x 4 SP-#2 G -C 0.46 1766 T 0.26 0.20 Components and Claddings* BC 0.75 2x 4 SP-#1 -------------Webs------------- for Exterior zone location. WB 0.47 2x 4 SP-#3 G -F 0.13 351 T Wind Speed: 130 mph F -C 0.47 1888 C Risk Category II Brace truss as follows: C -B 0.08 224 T WindLd Mean Roof Height: 25-0 O.C. From To Exposure Category: C TC Cont. 0- 0- 0 9-10- 1 TL Defl -0.2411 in A -G L/462 Building Type: Enclosed or 36.011 0- 0- 0 9-10- 1 LL Defl -0.1011 in A -G L/999 TC Dead Load: 6.0 paf BC Cont. 0- 0- 0 9-10- 1 Shear // Grain in A -A 1.00 BC Dead Load: 6.0 psf or 52.111 0- 0- 0 9-10- 1 Max comp. force 1888 Lbs Plates for each ply each face. Max tens. force 1766 Lbs psf-Ld Dead Live Plate - MT20 20 Ga, Gross Area Connector Plate Fabrication TC 10.0 20.0 Plate - MT2H 20 Ga, Gross Area Tolerance = 208 BC 10.0 0.0 Plate - MS18 20 Ga, Gross Area This truss is designed for a TC+BC 20.0 20.0 it Type Plt Size R Y JSI creep factor of 1.5 which Total 40.0 Spacing 24.0" A MT20 3.Ox 5.0 Ctr Ctr 0.60 is used to calculate total Lumber Duration Factor 1.25 F MT20 4.Ox 5.0-0.1 0.4 0.97 load deflection. Plate Duration Factor 1.25 B MT20 2.Ox 4.0 0.1 Ctr 0.74 Fib Fc Ft Emin G MT20 2.Ox 4.0 Ctr Ctr 0.32 TC 1.00 1.00 1.00 1.00 C MT20 4.Ox 4.0 Ctr Ctr 0.86 BC 1.00 1.00 1.00 1.00 REVIEWED BY: Total Load Reactions (Lbs) MiTek USA, Inc. it Down Uplift Horiz- 6904 Parke East Blvd. A 648 244 U 51 R Tampa, FL 33610 C 876 339 U 84 R REFER TO ONLINE PLUS GENERAL it Brg Size Required NOTES AND SYMBOLS SHEET FOR A 3.411 3.411 ADDITIONAL SPECIFICATIONS. C 3.511 1.511 NOTES: LC# 1 Standard Loading Trusses Manufactured by: Dur Fctrs - Lbr 1.25 Plt 1.25 RIDGWAY ROOF TRUSS plf - Dead Live* From To Analysis Conforms To: TC V 20 40 0.01 9.81 FBC2014 BC V 20 0 0.01 9.81 TPI 2007 TC V 0 0 0.01 This truss has been designed 40 80 9.81 for 20.0 psf LL on the B.C. BC V 0 0 0.01 in areas where a rectangle 40 0 9.81 3- 6- 0 tall by 2- 0- 0 wide Plus 18 Wind Load Case(s) will fit between the B.C. Plus 1 LL Load Case(s) and any other member. Plus 1 DL Load Case(s) Design checked for 10 psf non- Online Plus"'0 Copyright MiTek®1996-2016 Version 30.0.063 Engineering-Portrait 1272017 1:24:04 PM Page 1 Job Mart Quan Type Span P1-Hl Left OH Right OH Engineering 170208 R8 2 JACK1 1111 3 0 0 T10990617 Adam Gray Residence HO 8-18 11-7 TC 1 1-11 3 3x5 II B T2-(.148"x3") gun toenails 11-7 A 2-(.1481lx3") gun toenails k`. w:308 R: 39 U: 7 BC11-11 j 11-11 ALL PLATES ARE MT2020 Scale:0.671"=1' MiTek*. Online Plus- APPROX. TRUSS WEIGHT: 4.8 LBS Online Plus -- Version 30.0.063 A -C 0.00 7 T Risk Category RUN DATE: 27-APR-17 Mean Roof Height: 25-0 TL Defl 0.00" in ----- L/999 Exposure Category: C Southern Pine lumber design LL Defl 0.00" in ----- L/999 Building Type: Enclosed values are those effective Shear // Grain in A -B 0.04 TC Dead Load: 6.0 psf 06-01-13 by SPIB//ALSC UON BC Dead Load: 6.0 psf CSI -Size- ----Lumber---- Plates for each ply each face. Max comp. force 15 Lbs TC 0.01 2x 4 SP-#2 Plate - MT20 20 Ga, Gross Area Max tens. force 7 Lbs BC 0.00 2x 6 SP-#2 Plate - MT2H 20 Ga, Gross Area Connector Plate Fabrication Plate - MS18 18 Ga, Gross Area Tolerance = 20% Brace truss as follows: it Type Plt Size X Y JSI This truss is designed for a O.C. From To A MT20 3.Ox 5.0 0.3 Ctr 0.65 creep factor of 1.5 which TC Cont. 0- 0- 0 0-11-11 is used to calculate total or 11.7" 0- 0- 0 0-11-11 REVIEWED BY: load deflection. BC Cont. 0- 0- 0 0-11-11 MiTek USA, Inc. or 11.7" 0- 0- 0 0-11-11 6904 Parke East Blvd. Tampa, FL 33610 psf-Ld Dead Live TC 10.0 20.0 REFER TO ONLINE PLUS GENERAL BC 10.0 0.0 NOTES AND SYMBOLS SHEET FOR TC+BC 20.0 20.0 ADDITIONAL SPECIFICATIONS. Total 40.0 Spacing 24.0" Lumber Duration Factor 1.25 For proper installation of Plate Duration Factor 1.25 toe-nails, refer to the 2005 Fb Fc Ft Emin National Design Specification TC 1.15 1.10 1.10 1.10 (NDS) for Wood Construction BC 1.10 1.10 1.10 1.10 NOTES: Total Load Reactions (Lbs) Trusses Manufactured by: it Down Uplift Horiz- RIDGWAY ROOF TRUSS A 39 8 U 13 R Analysis Conforms To: B 26 21 U FBC2014 C 20 1 U 7 R TPI 2007 This truss has been designed it Brg Size Required for 20.0 psf LL on the B.C. A 3.5" 1.5" in areas where a rectangle B 1.5" 1.5" 3- 6- 0 tall by C 1.5" 1.5" 2- 0- 0 wide will fit between the B.C. Plus 18 Wind Load Case(s) and any other member. Plus 1 LL Load Case(s) Design checked for 10 psf non- Plus 1 DL Load Case(s) concurrent LL on BC. Wind Loads - ANSI / ASCE 7-10 Membr CSI P Lbs Axl-CSI-Bnd Truss is designed as ----------Top Chords---------- Components and Claddings* A -B 0.01 15 C 0.00 0.01 for Exterior zone location. --------Bottom Chords--------- Wind Speed: 130 mph Online Plus"'0 Copyright MiTek®199&2016 Version 30.0.063 Engineering-Portrait 4272017 1:24:04 PM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 170208 R9 2 JACK1 21111 3 0 0 T10990618 Adam Gray Residence HO 8-8 HO 1-5-7 TC 2-11-11 3 B T3x511 2-(.148"x3") gun toenails A 1-5-7 D C 2-(.148"x3") gun toenails 3x4- W:308 R: 120 U: 32 BC - -0 1 2-11- 2-11-11 ALL PLATES ARE MT2020 Scale:0.619'=1' MiTek®Online Plus- APPROX. TRUSS WEIGHT: 15.2 LBS Online Plus -- Version 30.0.063 --------Bottom Chords--------- Wind Loads - ANSI / ASCE 7-10 RUN DATE: 27-APR-17 A -D 0.08 188 C 0.01 0.07 Truss is designed as D -C 0.08 21 T 0.00 0.08 Components and Claddings* Southern Pine lumber design -----------Sliders------------ for Exterior zone location. values are those effective A -D 0.06 216 T Wind Speed: 130 mph 06-01-13 by SPIB//ALSC UON Risk Category II CSI -Size- ----Lumber---- TL Defl 0.00" in ----- L/999 Mean Roof Height: 25-0 TC 0.10 2x 4 SP-#2 LL Defl 0.00" in ----- L/999 Exposure Category: C BC 0.08 2x 4 SP-#2 Shear // Grain in A -B 0.14 Building Type: Enclosed SL 0.06 2x 4 SP-#3 TC Dead Load: 6.0 psf Plates for each ply each face. BC Dead Load: 6.0 psf Brace truss as follows: Plate - MT20 20 Ga, Gross Area Max comp. force 188 Lbs O.C. From To Plate - MT2H 20 Ga, Gross Area Max tens. force 216 Lbs TC Cont. 0- 0- 0 2-11-11 Plate - MS18 18 Ga, Gross Area Connector Plate Fabrication or 35.7" 0- 0- 0 2-11-11 it Type Plt Size X Y JSI Tolerance = 20% BC Cont. 0- 0- 0 2-11-11 A MT20 3.Ox 5.0 1.5 0.2 0.70 This truss is designed for a or 35.7" 0- 0- 0 2-11-11 D MT20 3.Ox 4.0 Ctr Ctr 0.15 creep factor of 1.5 which is used to calculate total psf-Ld Dead Live REVIEWED BY: load deflection. TC 10.0 20.0 MiTek USA, Inc. BC 10.0 0.0 6904 Parke East Blvd. TC+BC 20.0 20.0 Tampa, FL 33610 Total 40.0 Spacing 24.0" Lumber Duration Factor 1.25 REFER TO ONLINE PLUS GENERAL Plate Duration Factor 1.25 NOTES AND SYMBOLS SHEET FOR Fb Fc Ft Emin ADDITIONAL SPECIFICATIONS. TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 For proper installation of toe-nails, refer to the 2005 Total Load Reactions (Lbs) National Design Specification it Down Uplift Horiz- (NDS) for Wood Construction A 121 33 U 40 R C 56 4 U 22 R NOTES: B 73 51 U Trusses Manufactured by: RIDGWAY ROOF TRUSS it Brg Size Required Analysis Conforms To: A 3.5" 1.5" FBC2014 C 1.5" 1.5" TPI 2007 B 1.5" 1.5" This truss has been designed for 20.0 psf LL on the B.C. Plus 18 Wind Load Case(s) in areas where a rectangle Plus 1 LL Load Case(s) 3- 6- 0 tall by Plus 1 DL Load Case(s) 2- 0- 0 wide will fit between the B.C. Membr CSI P Lbs Axl-CSI-Bnd and any other member. ----------Top Chords---------- Design checked for 10 psf non- A -B 0.10 38 C 0.00 0.10 concurrent LL on BC. Online Plus"'0 Copyright MTek®1996-2016 Ven:ion 30.0.063 Engineering-Portrait 4/272017 1:24:05 PM Page 1 sob �=k Quan Type Span Pl-Hl Left OH Right OH Engineering 70208 RIO 2 JACKl 41111 3 0 0 710990619 Adam Gray Residence HO 8-8 HO 1-11-7 TCI 4-11-11 B 3 2-(.1481lx3") gun toenails 1-11-7 3x511 A D 2-(.1481lx3") gun toenails 3x4- W:308 R: 200 U: 59 L4-11-11 4-11-11 ALL PLATES ARE MT2020 Scale:0.712"=1' MiTek Online Plus^' APPROX. TRUSS WEIGHT: 22.8 LBS Online Plus -- Version 30.0.063 --------Bottom Chords--------- Wind Loads - ANSI / ASCE 7-10 RUN DATE: 27-APR-17 A -D 0.24 377 C 0.00 0.24 Truss is designed as D -C 0.2536 T 0.00 0.25 Components and Claddings* Southern Pine lumber design -----------Sliders------------ for Exterior zone location. values are those effective A -D 0.12 432 T Wind Speed: 130 mph 06-01-13 by SPIB//ALSC UON Risk Category II CSI -Size- ----Lumber---- TL Defl -0.07" in D -C L/811 Mean Roof Height: 25-0 TC 0.38 2x 4 SP-#2 LL Defl -0.02" in D -C L/999 Exposure Category: C BC 0.25 2x 4 SP-#2 Shear // Grain in A -B 0.22 Building Type: Enclosed SL 0.12 2x 4 SP-#3 TC Dead Load: 6.0 psf Plates for each ply each face. BC Dead Load: 6.0 psf Brace truss as follows: Plate - MT20 20 Ga, Gross Area Max comp, force 377 Lbs O.C. From To Plate - MT2H 20 Ga, Gross Area Max tens. force 432 Lbs TC Cont. 0- 0- 0 4-11-11 Plate - MS18 18 Ga, Gross Area Connector Plate Fabrication or 48.0" 0- 0- 0 4-11-11 it Type Plt Size X Y JSI Tolerance = 20% BC Cont. 0- 0- 0 4-11-11 A MT20 3.Ox 5.0 1.5 0.2 0.70 This truss is designed for a or 59.7" 0- 0- 0 4-11-11 D MT20 3.Ox 4.0 Ctr Ctr 0.30 creep factor of 1.5 which is used to calculate total psf-Ld Dead Live REVIEWED BY: load deflection. TC 10.0 20.0 MiTek USA, Inc. BC 10.0 0.0 6904 Parke East Blvd. TC+BC 20.0 20.0 Tampa, FL 33610 Total 40.0 Spacing 24.0" Lumber Duration Factor 1.25 REFER TO ONLINE PLUS GENERAL Plate Duration Factor 1.25 NOTES AND SYMBOLS SHEET FOR Fb Fc Ft Emin ADDITIONAL SPECIFICATIONS. TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 For proper installation of toe-nails, refer to the 2005 Total Load Reactions (Lbs) National Design Specification it Down Uplift Horiz- (NDS) for Wood Construction A 201 59 U 67 R C 92 37 R NOTES: B 130 89 U Trusses Manufactured by: RIDGWAY ROOF TRUSS it Brg Size Required Analysis Conforms To: A 3.5" 1.5'r FBC2014 C 1.511 1.511 TPI 2007 B 1.5" 1.5" This truss has been designed for 20.0 psf LL on the B.C. Plus 18 Wind Load Case(s) in areas where a rectangle Plus 1 LL Load Case(s) 3- 6- 0 tall by Plus 1 DL Load Case(s) 2- 0- 0 wide will fit between the B.C. Membr CSI P Lbs Axl-CSI-Bnd and any other member. ----------Top Chords---------- Design checked for 10 psf non- A -B 0.38 65 C 0.00 0.38 concurrent LL on BC. Online Plus-0 Copyright MiTek®1996-2016 Version 30 0,D63 Engineering-Portrait 4272017 1:24:05 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering • 1470208 R12 1 HHIP 351108 3 0 0 T10990620 Adam Gray Residence HO 8-8 HO 4-11-8 TC 4-6-0 1 9-0-0 1 15-10-10 1 22-5-12 1 29-0-14 I 35-11-8 3x6= S1 5x8= 4x5= 4x5= 4x5= 2x411 H I J K C 2x4 p 4-11-8 4x811 H3 A 2-11-8 N E L G 82 t D 4x5= 4x5-_ 4x5- 4x6= 4x5= 4x5= 3x4= M 33 M W:308 N:5083x6= R: 117 R:1867 U: 1 U: 734 W:508 R: 910 U: 329 BC - - 18-1-0 26-10-8 - - O N O .-1 m N O O 35-11-8 ALL PLATES ARE MT2020 Scale:0.17Z'=1' MiTek® Online Plus- APPROX. TRUSS WEIGHT: 222.9 LBS Online Plus -_ Version 30.0.063 83-G 0.49 872 T 0.12 0.37 and any other member. RUN DATE: 27-APR-17 G -S2 0.62 1879 T 0.24 0.38 Design checked for 10 pef non- S2-F 0.69 1879 T 0.24 0.45 concurrent LL on BC. Southern Pine lumber design F -D 0.67 1673 T 0.21 0.46 Wind Loader - ANSI / ASCE 7-10 Values are those effective -------------Webs------------- Truss is designed ae 06-01-13 by SPIE//ALSC UON H -E 0.37 692 C Components and Claddings* CSI -Size- ----Lumber---- E -B 0.12 367 T for Exterior zone location. TC 0.70 2x 4 SP-42 B -L 0.20 914 C Wind Speed: 130 mph BC 0.69 2. 4 SP-42 L -I 0. WB 0.92 2x 4 SP-A3 I -G 0.260 2244 C 1 Br Risk Category II 5 665 T Mean Roof Height: .25-0 SL 0.10 2x 4 SP-N3 G -J 0.38 690 C Exposure Category: C J -F 0.03 126 T Building Type: Enclosed Brace truss as follows: F -K 0.13 412 T TC Dead Load: 6.0 pef O.C. From To K -D 0.52 1670 C 1 Br BC Dead Load: 6.0 pef TC Cont. 0- 0- 0 35-11- 8 D -C 0.92 208 C 0.00 0.92 Max comp. force 2244 Lbs or 48.0•• 0- 0- 0 35-11- 8 M -D 0.68 910 C 0.02 0.66 Max tens. force 1879 Lbs BC Cont. 0- 0- 0 35-11- 8 -----------Sliders------------ Connector Plate Fabrication or 72.01• 0- 0- 0 35-11- 8 A -N 0.10 325 T Tolerance - 20% Continuous Lateral Restraint This trues is designed for a req'd at mid-point of webs: TL Defl -0.2211 in N -E L/525 creep factor of 1.5 which L -I K -D LL Defl -0.1211 in G -F L/999 is used to calculate total Attach CLR with (2)-10d nails Shear // Grain in B -I 0.28 load deflection. at each web. Verticals that are extended Refer to BCSI for diagonal Plates for each ply each face. below a chord forming a restraint requirements. Plate - MT20 20 Ga, Grose Area "Leg Down" condition are not Plate - MT2H 20 Ga, Grose Area designed to resist lateral pef-Ld Dead Liw Plate - MS1a 18 Ga, Grose Area forces betweeen the truea TC 10.0 20.0 Jt Type Pit Size X Y JSI and the support. Additional BC 10.0 0.0 A MT20 4.Ox 8.0 2.0 0.3 0.48 design considerations (by TC+BC 20.0 20.0 H MT20 2.Ox 4.0 Ctr Ctr 0.41 others) are required to Total 40.0 Spacing 24.011 B MT20 5.Ox 8.0 Ctr Ctr 0.59 transfer these forces to the Lumber Duration Factor 1.25 IMT20 4.Ox 5.0 Ctr Ctr 0.92 appropriate lateral force Plate Duration Factor 1.25 31 MT20 3.Ox 6.0 Ctr Ctr 0.42 resisting elements. Fb Fc Ft Emin J MT20 4.Ox 5.0 Ctr Ctr 0.28 TC 1.15 1.10 1.10 1.10 K MT20 4.Ox 5.0 Ctr Ctr 0.69 BC 1.10 1.10 1.10 1.10 C MT20 2.Ox 4.0 Ctr Ctr 0.32 N MT20 3.Ox 4.0 Ctr Ctr 0.24 Total Load Reactions (Lbs) E MT20 4.0x 5.0 Ctr Ctr 0.29 Jt Down Uplift Horiz- L MT20 4.Ox 5.0 Ctr Ctr 0.92 A 117 2 U 216 R S3 MT20 3.Ox 6.0 Ctr Ctr 0.39 L 1867 735 U G MT20 4.Ox 5.0 Ctr Ctr 0.35 M 910 330 U 80 R S2 MT20 4.Ox 6.0 Ctr 0.2 0.59 F MT20 4.Ox 5.0 Ctr Ctr 0.22 it Erg Size Required D MT20 4.Ox 5.0 Ctr Ctr 0.69 A 3.5•• 1.5" L 5.5•• 2.1" REVIEWED BY: M 5.5•• 5.5'• MiTek USA, Inc. 6904 Parke East Blvd. Plus 21 Wind Load Casale) Tampa, FL 33610 Plus 1 LL Load Cases) Plus 1 DL Load Casae) REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR Membr CSI P The Axl-CSI-Bnd ADDITIONAL SPECIFICATIONS. ----------Top Chords---------- * -H 0.48 212 C 0.01 0.47 NOTES: H -B 0.48 845 T 0.16 0.32 Trusses Manufactured by: B -I 0.70 1163 T 0.23 0.47 RIDGWAY ROOF TRUSS I -S1 0.47 1288 C 0.01 0.46 Analysis Conforms To: 31-J 0.37 1288 C 0.01 0.36 FBC2014 J -K 0.43 1836 C 0.02 0.41 TPI 2007 K -C 0.41 119 C 0.00 0.41 Thier truce has been designed --------Bottom Chorda--------- for 20.0 pef LL on the B.C. A-N 0.08407 C 0.00 0.08 in areae where a rectangle N -E 0.41 319 C 0.00 0.41 3- 6- 0 tall by E -L 0.40 837 C 0.00 0.40 2- 0- 0 wide L -S3 0.42 872 T 0.12 0.30 will fit between the B.C. Online Plus^'0 Copyright MTek01996-2016 Version 30.0.063 Engineering-Portrait 4272017 1:24:06 PM Page 1 Job Mark Quan Type Span Pl-H1 Left OH Right OH Engineering • 170208 R13 1 HHIP 351108 3 0 0 T10990621 Adam Gray Residence SO 8-8 SO 5-5-8 TC 5-7-12 I 11-0-0 1 19-4-7 1 27-5-5 1 35-11-8 6x10= 2x4 11 3x6= 4x5= 4x5= B J S1 R C -T� 4x5 3 i 5-5-8 4x811 3-5-8 A -L N H 4x5= E G S2 F D 3x4= 2x4 11 L 2x4 11 4x10= 4x6= 4x5= 2x4= S3 W:308 W:508 3x6= M R: 204 R:1724 U: 63 U: 651 W:508 R: 945 U: 351 BC - - 10-2-12 19-4-7 27-8-13 35-11-8 O fV O .t co ri O O rl � d 35-11-8 ALL PLATES ARE MT2020 Scale:0.174"=1' MiTek® Online Plus" APPROX. TRUSS WEIGHT: 231.2 LBS Online Plus -_ Version 30.0.063 E -S3 0.34 396 C 0.00 0.34 and any other member. RUN DATE: 27-APR-17 S3-G 0.36 396 C 0.00 0.36 G -S2 0.57 1717 T 0.22 0.35 Design checked for 10 pef non- concurrent LL on BC. Southern Pine lumber design S2-F 0.59 1717 T 0.22 0.37 Wind Loads - ANSI / ASCE 7-10 Values are those effective F -D 0.39 152 T 0.01 0.38 Truss is designed as 06-01-13 by SPIB//ALSC DON -------------Webs------------- Components and Claddings* CSI -Size- ----Lumber---- H -I 0.06 197 T for Exterior zone location. TC 0.76 2x 4 SP-42 I -L 0.47 904 C Wind Speed: 130 m h 432 C Risk Category II BC 0.59 2x 4 SP-42 L -B 0.37 1 P WE 0.92 2x 4 SP-43 E -B 0.09 289 T Mean Roof Height: .25-0 -- 0.81 2x 4 SP-42 B -G 0.77 2029 T 1 Br Exposure Category: C D -C G -J 0.11 467 C Building Type: Enclosed SL 0.04 2x 4 SP-43 G -K 0.06 162 C 1 Br TC Dead Load: 6.0 pef F -K 0.11 453 C BC Dead Load: 6.0 pef Brace truss as follows: F -C 0.92 1707 T Max comp. force 1717 Lbe O.C. From To D -C 0.81 858 C 0.03 0.78 Max tens. force 2029 Lbs TC Cont. 0- 0- 0 35-11- 8 M -D 0.25 945 C 0.01 0.24 Connector Plate Fabrication or 36.0" 0- 0- 0 35-11- 8 -----------Sliders------------ Tolerance - 204 BC Cont. 0- 0- 0 35-11- 8 A -N 0.04 137 T This truss is designed for a or 72.0" 0- 0- 0 35-11- 8 creep factor of 1.5 which Continuous Lateral Restraint TL Defl -0.44" in G -F L/677 is used to calculate total req'd at mid-point of webs: LL Defl -0.15" in G -F L/999 load deflection. B -G G -K Shear // Grain in B -J 0.33 Verticals that are extended Attach C.with (2)-10d nail. below a chord forming a at each web. Plates for each ply each face. "Leg Down" condition are not Refer to BCSI for diagonal Plate - MT20 20 Ga, Gross Area designed to resist lateral restraint requirements. Plate - MT211 20 Ga, Gross Area forces betweeen the truse Plate - MS18 18 Ga, Gross Area and the support. Additional psf-Ld Dead Live it Type Plt Size X Y JSI design considerations (by TC 10.0 20.0 A MT20 4.Ox 8.0 2.0 0.3 0.48 others) are required to BC 10.0 0.0 I MT20 4.Ox 5.0 Ctr Ctr 0.33 transfer these forces to the TC+BC 20.0 20.0 B MT20 6.0x10.0 Ctr-0.3 0.97 appropriate lateral force Total 40.0 Spacing 24.0" J MT20 2.Ox 4.0 Ctr Ctr 0.34 resisting elements. Lumber Duration Factor 1.25 S1 MT20 3.Ox 6.0 Ctr Ctr 0.52 Plate Duration Factor 1.25 K MT20 4.Ox 5.0 Ctr Ctr 0.24 Fb Fc Ft Emin C MT20 4.Ox 5.0 Ctr Ctr 0.87 TC 1.15 1.10 1.10 1.10 N MT20 3.Ox 4.0 Ctr Ctr 0.20 BC 1.10 1.10 1.10 1.10 H MT20 2.Ox 4.0 Ctr Ctr 0.34 L MT20 4.Ox 5.0-0.1 Ctr 0.47 Total Load Reactions (Lbs) E MT20 2.Ox 4.0 Ctr Ctr 0.34 Jt Down Uplift Horiz- S3 MT20 3.Ox 6.0 Ctr Ctr 0.47 A 204 63 U 224 R G MT20 4.0x10.0 Ctr Ctr 0.95 L 1725 651 U S2 MT20 4.Ox 6.0 Ctr 0.2 0.58 M 945 352 U 57 R F MT20 4.Ox 5.0 Ctr Ctr 0.87 D MT20 2.Ox 4.0 Ctr Ctr 0.34 it Erg Size Required A 3.5 1.5" REVIEWED BY: L 5.5" 1.9" MiTek USA, Inc. M 5.5" 5.5" 6904 Parke East Blvd. Tampa, FL 33610 Plus 21 Wind Load Case(s) Plus 1 LL Load Case(e) REFER TO ONLINE PLUS GENERAL Plus 1 DL Load Case(s) NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Membr CSI P Lbs Axl-CSI-End ----------Top Chords---------- NOTES: A-I 0.45 174 C 0.00 0.45 Trusses Manufactured by: I -B 0.63759 T 0.14 0.49 RIDGWAY ROOF TRUSS E -J 0.76 1565 C 0.01 0.75 Analysis Conforms To: J -S1 0.56 1565 C 0.01 0.55 FBC2014 S1-K 0.68 1565 C 0.01 0.67 TPI 2007 K -C 0.70 1717 C 0.02 0.68 This truss has been designed --------Bottom Chords--------- for 20.0 psf LL on the B.C. A -N 0.14 358 C 0.03 0.11 in areas where a rectangle N -H 0.15 259 C 0.01 0.14 3- 6- 0 tall by H -L 0.18 259 C 0.01 0.17 2- 0- 0 wide L -E 0.33 395 C 0.00 0.33 will fit between the B.C. Online Plus"'0 Copyright MiTek®19962016 Version 30.0.063 Engineering-Portrait 4272017 1:24:07 PM Page 1 JobMark i uan Type Span Pl-Hl Left OH Right OH Engineering 170208 R14 1 HHZP 350408 3 0 0 710990622 Adam Gray Residence HO 8-8 HO 3-11-8 TC 6-7-12 1 13-0-0 1 20-6-1 1 27-8-11 1 35-4-6 1 5x8= 2x4 11 3x6= 4x5- 4x5- B J S1 K C T 4x5 3 p= 3-11-8 4x811 A D M e L ! G 32 F 2x411 2x411 4x5=83 2x411 4x8= 3x6- 4x5- 3x4- I I 3x6= W:308 W:508 HGR R: 286 R:1586 R: 957 U: 90 U: 601 U: 354 0 m 0 ., 35-4-8 ALL PLATES ARE MT2020 Scale:0.1 W'=1' MiTek?� Online Plus" APPROX. TRUSS WEIGHT: 227,2 LBS Online Plus -- Version 30.0.063 G -S2 0.45 1427 T 0.18 0.27 in areas where a rectangle RUN DATE: 27-APR-17 S2-F 0.54 1427 T 0.18 0.36 3- 6- 0 tall by F -D 0.39123 T 0.00 0.39 2- 0- 0 wide Southern Pine lumber design -------------Webs------------- will fit between the B.C. values are those effective H -1 0.07 221 T and any other member. 06-01-13 by SPIB//ALSC UON I -L 0.32 847 C Design checked for 10 psf non- CSI -Size- ----Ltmlber---- L -B 0.64 1476 C concurrent LL on BC. TC 0.72 2x 4 SP-#2 E -B 0.07 238 T Wind Loads - ANSI / ASCE 7-10 BC 0.54 2x 4 SP-#2 B -G 0.55 1181 T Truss is designed as WB 0.79 2x 4 SP-#3 G -J 0.12 402 C Components and Claddings* SL 0.05 2x 4 SP-#3 G -K 0.08 92 T for Exterior zone location. F -K 0.16 546 C Wind Speed: 130 mph Brace truss as follows: F -C 0.79 1594 T Risk CategoryII O.C. From To D -C 0.26 894 C WindLd Mean Roof Height- 25-0 TC Cont. 0- 0- 0 35- 4- 8 -----------Sliders------------ Exposure Category: C or 42.0" 0- 0- 0 35- 4- 8 A -M 0.05 177 T Building Type: Enclosed BC Cont. 0- 0- 0 35- 4- 8 TC Dead Load: 6.0 pef or 90.0" 0- 0- 0 35- 4- 8 TL Defl -0.27" in G -F L/999 BC Dead Load: 6.0 pef LL Defl -0.11" in F -D L/999 Max comp. force 1510 Lbs psf-Ld Dead Live Shear // Grain in K -C 0.34 Max tens. force 1594 Lbs TC 10.0 20.0 Connector Plate Fabrication BC 10.0 0.0 Plates for each ply each face. Tolerance = 209 TC+BC 20.0 20.0 Plate - MT20 20 Ga, Gross Area This truss is designed for a Total 40.0 Spacing 24.0" Plate - MT2H 20 Ga, Gross Area creep factor of 1.5 which Lumber Duration Factor 1.25 Plate - MS18 18 Ga, Gross Area is used to calculate total Plate Duration Factor 1.25 it Type Plt Size X Y JSI load deflection. Fb Fc Ft Emin A MT20 4.Ox 8.0 2.0 0.3 0.48 TC 1.15 1.10 1.10 1.10 I MT20 4.Ox 5.0 Ctr Ctr 0.29 BC 1.10 1.10 1.10 1.10 B MT20 5.0x 8.0 Ctr Ctr 0.89 J MT20 2.Ox 4.0 Ctr Ctr 0.34 Total Load Reactions (Lbs) S1 MT20 3.Ox 6.0 Ctr Ctr 0.50 it Down Uplift Horiz- K MT20 4.Ox 5.0 Ctr Ctr 0.24 A 286 91 U 65 R C MT20 4.Ox 5.0 Ctr Ctr 0.82 L 1587 602 U M MT20 3.Ox 4.0 Ctr Ctr 0.16 D 957 354 U 165 R H MT20 2.Ox 4.0 Ctr Ctr 0.34 L MT20 4.Ox 5.0 Ctr Ctr 0.51 it Brg Size Required S3 MT20 3.Ox 6.0 Ctr Ctr 0.39 A 3.5" 1.5" E MT20 2.Ox 4.0 Ctr Ctr 0.34 L 5.5" 1.8" G MT20 4.Ox 8.0 Ctr Ctr 0.58 D 3.511 1.5" S2 MT20 3.Ox 6.0 Ctr Ctr 0.56 F MT20 4.Ox 5.0 Ctr Ctr 0.75 Plus 21 Wind Load Case(s) D MT20 2.Ox 4.0 Ctr Ctr 0.33 Plus 1 LL Load Case(s) Plus 1 DL Load Case(s) REVIEWED BY: MiTek USA, Inc. Membr CSI P Lbs Axl-CSI-Bnd 6904 Parke East Blvd. ----------Top Chords---------- Tampa, FL 33610 A -I 0.57 241 C 0.00 0.57 I -B 0.68 502 T 0.09 0.59 REFER TO ONLINE PLUS GENERAL B -J 0.65 1510 C 0.01 0.64 NOTES AND SYMBOLS SHEET FOR J -S1 0.40 1510 C 0.01 0.39 ADDITIONAL SPECIFICATIONS. S1-K 0.65 1510 C 0.01 0.64 K -C 0.72 1427 C 0.06 0.66 NOTES: --------Bottom Chords--------- Trusses Manufactured by: A -M 0.16 438 C 0.05 0.11 RIDGWAY ROOF TRUSS M -H 0.22 350 T 0.05 0.17 Analysis Conforms To: H -L 0.21 350 T 0.03 0.18 FBC2014 L -S3 0.24 442 T 0.06 0.18 TPI 2007 S3-E 0.28 442 T 0.06 0.22 This truss has been designed E -G 0.35 442 T 0.06 0.29 for 20.0 psf LL on the B.C. Online Plus"'0 Copyright MiTek®1996-2016 Version 30.0.063 Engineering-Portrait 4272017 1:24:08 PM Page 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 170208 R15 1 rsorio 90506 3 0 0 T10990623 Adam Gray Residence HO 8-8 HO 3-0-14 TC 4-7-0 1 9-5-8 1 2x4 11 B 3 2x4 zz D 3-0-14 3x5 11 A c 2x4- E 3x4= W:308 HGR R: 378 R: 378 U: 129 U: 150 B 1--u 9-5-8 99-5-8 ALL PLATES ARE MT2020 Scale:0.51W=1' MiTekg Online Plus- APPROX. TRUSS WEIGHT: 54.2 LBS Online Plus -- Version 30.0.063 --------Bottom Chords--------- concurrent LL on BC. RUN DATE: 27-APR-17 A -E 0.23 692 C 0.05 0.18 Wind Loads - ANSI / ASCE 7-10 E -C 0.56607 T 0.06 0.50 Truss is designed as Southern Pine lumber design -------------Webs------------- Components and Claddings* values are those effective D -C 0.35 633 C for Exterior zone location. 06-01-13 by SPIB//ALSC UON C -B 0.12 245 T WindLd Wind Speed: 130 mph CSI -Size- ----Lumber---- -----------Sliders------------ Risk Category II TC 0.45 2x 4 SP-#2 A -E 0.20 642 T Mean Roof Height: 25-0 BC 0.56 2x 4 SP-#2 Exposure Category: C WB 0.35 2x 4 SP-#3 TL Defl -0.35" in E -C L/306 Building Type: Enclosed SL 0.20 2x 4 SP-#3 LL Defl -0.17" in E -C L/612 TC Dead Load: 6.0 psf Shear // Grain in D -B 0.22 BC Dead Load: 6.0 psf Brace truss as follows: Max comp. force 692 Lbs O.C. From To Plates for each ply each face. Max tens. force 642 Lbs TC Cont. 0- 0- 0 9- 5- 8 Plate - MT20 20 Ga, Gross Area Connector Plate Fabrication or 48.0" 0- 0- 0 9- 5- 8 Plate - MT2H 20 Ga, Gross Area Tolerance = 20% BC Cont. 0- 0- 0 9- 5- 8 Plate - MS18 18 Ga, Gross Area This truss is designed for a or 71.5" 0- 0- 0 9- 5- 8 it Type Plt Size X Y JSI creep factor of 1.5 which A MT20 3.Ox 5.0 1.5 0.2 0.70 is used to calculate total psf-Ld Dead Live D MT20 2.Ox 4.0 Ctr Ctr 0.41 load deflection. TC 10.0 20.0 B MT20 2.Ox 4.0 Ctr Ctr 0.21 BC 10.0 0.0 E MT20 3.Ox 4.0 Ctr Ctr 0.48 TC+BC 20.0 20.0 C MT20 2.Ox 4.0 Ctr Ctr 0.98 Total 40.0 Spacing 24.0" Lumber Duration Factor 1.25 REVIEWED BY: Plate Duration Factor 1.25 MiTek USA, Inc. Fb Fc Ft Emin 6904 Parke East Blvd. TC 1.15 1.10 1.10 1.10 Tampa, FL 33610 BC 1.10 1.10 1.10 1.10 REFER TO ONLINE PLUS GENERAL Total Load Reactions (Lbs) NOTES AND SYMBOLS SHEET FOR it Down Uplift Horiz- ADDITIONAL SPECIFICATIONS. A 378 130 U 47 R C 378 150 U 124 R NOTES: Trusses Manufactured by: it Brig Size Required RIDGWAY ROOF TRUSS A 3.5" 1.5" Analysis Conforms To: C 3.5" 1.5" FBC2014 TPI 2007 Plus 18 Wind Load Case(s) This truss has been designed Plus 1 LL Load Case(s) for 20.0 psf LL on the B.C. Plus 1 DL Load Case(s) in areas where a rectangle 3- 6- 0 tall by Membr CSI P Lbs Axl-CSI-Bnd 2- 0- 0 wide ----------Top Chords---------- will fit between the B.C. A -D 0.45 615 C 0.00 0.45 and any other member. D -B 0.43 105 C 0.00 0.43 Design checked for 10 psf non- Online PlusTM C Copyright MiTek®1996-2016 Version 30.0.063 Engineering-Porbait 4/27/2017 124:08 PM Page 1 Job Mark Quan Type Span pi-Hi Left OH Right OH Engineering 170208 R16 1 MONO 90508 3 0 0 T10990624 Adam Gray Residence HO 1-0 HO 2-9-4 TC 9-5-8 1 2x4 11 B 3 J H F 4x6 D 2-9-4 3x5= A C E G = K 02.411 •2x4 II BC 9-5- 0 e_c_o ALL PLATES ARE MT2020 See Joint F For Typical Gable Plate Size and Placement Scale:0.558"=V MiTek® Online Plus- APPROX. TRUSS WEIGHT: 49.1 LBS OnlinePlua -- Version 30.0.063 1 -K 0.01 0 T 0.00 0.01 see Standard Industry Gable RUN DATE: 27-APR-17 K -C 0.03 0 T 0.00 0.03 End Details as applicable, -------------Webs------------- or consult qualified Southern Pine lumber design C -B 0.09 81 T 0.00 0.09 Building Designer as per values are those effective ----------Gable Webs---------- ANSI/TPI 1. 06-01-13 by SPIB//ALSC UON E -D 0.10 165 T 0.04 0.06 Wind Loads - ANSI / ASCE 7-10 CSI -Size- ----Lumber---- G -F 0.04 83 T 0.02 0.02 Truss is designed as TC 0.05 2x 4 SP-#2 I -H 0.04 116 T 0.03 0.01 Components and Claddings* BC 0.03 2x 4 SP-#2 K -J 0.06 156 T 0.04 0.02 for Exterior zone location. WB 0.09 2x 4 SP-#3 Wind Speed: 130 mph GW 0.10 2x 4 SP-#3 TL Defl 0.00" in ----- L/999 Risk Category II LL Defl 0.00" in ----- L/999 Mean Roof Height: 25-0 Brace truss as follows: Shear // Grain in A -D 0.11 Exposure Category: C O.C. From To Building Type: Enclosed TC Cont. 0- 0- 0 9- 5- 8 Plates for each ply each face. TC Dead Load: 6.0 psf or 48.0" 0- 0- 0 9- 5- 8 Plate - MT20 20 Ga, Gross Area BC Dead Load: 6.0 psf BC Cont. 0- 0- 0 9- 5- 8 Plate - MT2H 20 Ga, Gross Area Max comp. force 151 Lbs or 113.5" 0- 0- 0 9- 5- 8 Plate - MS18 18 Ga, Gross Area Max tens. force 165 Lbs it Type Plt Size R Y JSI Connector Plate Fabrication psf-Ld Dead Live A MT20 3.Ox 5.0 Ctr Ctr 0.56 Tolerance = 209 TC 10.0 20.0 D MT20 4.Ox 6.0-0.3-0.4 0.59 This truss is designed for a BC 10.0 0.0 F MT20 2.Ox 4.0 Ctr Ctr 0.00 creep factor of 1.5 which TC+BC 20.0 20.0 H MT20 2.Ox 4.0 Ctr Ctr 0.00 is used to calculate total Total 40.0 Spacing 24.0" J MT20 2.Ox 4.0 Ctr Ctr 0.00 load deflection. Lumber Duration Factor 1.25 B MT20 2.Ox 4.0 Ctr Ctr 0.46 Plate Duration Factor 1.25 E MT20 2.Ox 4.0 Ctr Ctr 0.00 Fb Fc Ft Emin G MT20 2.Ox 4.0 Ctr Ctr 0.00 TC 1.15 1.10 1.10 1.10 I MT20 2.Ox 4.0 Ctr Ctr 0.00 BC 1.10 1.10 1.10 1.10 K MT20 2.Ox 4.0 Ctr Ctr 0.00 C MT20 2.Ox 4.0 Ctr Ctr 0.50 Total Load Reactions (Lbs) it Down Uplift Horiz- REVIEWED BY: A 689 255 U 121 R MiTek USA, Inc. 6904 Parke East Blvd. it Brg Size Required Tampa, FL 33610 A 113.5" 0"-to- 114" REFER TO ONLINE PLUS GENERAL Plus 18 Wind Load Case(s) NOTES AND SYMBOLS SHEET FOR Plus 1 LL Load Case(s) ADDITIONAL SPECIFICATIONS. Plus 1 DL Load Case(s) NOTES: Membr CSI P Lbs Axl-CSI-Bnd Trusses Manufactured by: ----------Top Chords---------- RIDGWAY ROOF TRUSS A -D 0.05 151 C 0.00 0.05 Analysis Conforms To: D -F 0.03 136 C 0.00 0.03 FBC2014 F -H 0.02 114 C 0.00 0.02 TPI 2007 H -J 0.02 86 C 0.00 0.02 Design checked for 10 psf non- * -B 0.03 62 T 0.00 0.03 concurrent LL on BC. --------Bottom Chords--------- Truss designed for wind loads A -E 0.02 0 T 0.00 0.02 in the plane of the truss E -G 0.01 0 T 0.00 0.01 only. For studs exposed to G -I 0.00 0 T wind (normal to the face), Online Plus-C Copyright MiTek®1996-2016 Version 30.0 063 Engineenng-Portrait 4127120171:24:09 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 4 1,70208 R17 1 TR lao600 7 0 4 TI0990625 Adam Gray Residence HO 4-7 HO 4-7 TC3-6-6 1 7-3-0 1 10-11-10 1 14-6-0 6x6= 7 B #18G-MS18-4x12 // 1 O *2x4 II D K #4x12 4-7-3 P 4-3-11 US% 3x5 AW C 14-6-0 EXCEPT AS SHOWN AIM PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR See Joint D For Typical Gable Plate Size and Placement Scale:0.42(Y'=r MiTekat Online Plus- APPROX. TRUSS WEIGHT: 100.8 LBS Online Plus -- Version 30.0.063 L -M 0.02 0 T 0.00 0.02 see Standard Industry Gable RUN DATE: 27-APR-17 M -C 0.03 0 T 0.00 0.03 End Details as applicable, -------------webs------------- Southern Pine lumber designN -O 0.03 161 C or consult qualified Building Designer as per values are those effective M -P 0.03 161 C ANSI/TPI 1. 06-01-13 by SPZB//ALSC DON ----------Gable Webs---------- NOTE: USER MODIFIED PLATES CSI -Size- ----Lumber---- E -D 0.01 81 C This design may have plates TC 0.05 2x 4 SP42 G -F 0.02 89 C selected through a plate -- 0.02 2x 6 SP-#2 H -B 0.02 61 C monitor. 0 -B B -P J -I 0.02 89 C Wind Loads - ANSI / ASCE 7-10 BC 0.03 2x 4 SP-#2 L -K 0.01 81 C Truss is designed as WB 0.03 2x 4 SP43 Components and Claddings• GW 0.02 2x 4 SP43 TL Defl 0.00" in ----- L/999 for Exterior zone location. LL Defl 0.00" in ----- L/999 Wind Speed: 130 mph Brace truss as follows: Shear // Grain in A -O 0.08 Risk Category II O.C. From To Mean Roof Height: 25-0 TC Cont. 0- 0- 0 14- 6- 0 Plates for each ply each face. Exposure Category: C or 48.0" 0- 0- 0 14- 6- 0 Plate - MT20 20 Ga, Gross Area Building Type: Enclosed BC Cont. 0- 0- 0 14- 6- 0 Plate - MT2H 20 Ga, Gross Area TC Dead Load: 6.0 psf or 120.0" 0- 0- 0 14- 6- 0 Plate - MS10 20 Ga, Gross Area BC Dead Load: 6.0 psf it Type Plt Size X Y JSI Max comp. force 161 Lbs psf-Ld Dead Live A MT20 3.Ox 5.0 Ctr Ctr 0.45 Max tens. force 130 Lbs TC 10.0 20.0 0# MS18 4.0x12.0 2.7 1.2 0.85 Connector Plate Fabrication BC 10.0 0.0 D MT20 2.Ox 4.0 Ctr Ctr 0.00 Tolerance - 208 TC+BC 20.0 20.0 F MT20 2.Ox 4.0 Ctr Ctr 0.00 Exceptions: O 08, P 09 Total 40.0 Spacing 24.0" B MT20 6.Ox 6.0 Ctr Ctr 0.44 This truss is designed for a Lumber Duration Factor 1.25 I MT20 2.Ox 4.0 Ctr Ctr 0.00 creep factor of 1.5 which Plate Duration Factor 1.25 K MT20 2.Ox 4.0 Ctr Ctr 0.00 is used to calculate total Fb Fc Ft Emin P# MT20 4.0x12.0-1.8 1.0 0.47 load deflection. TC 1.15 1.10 1.10 1.10 C MT20 3.Ox 5.0 Ctr Ctr 0.45 BC 1.10 1.10 1.10 1.10 N MT20 2.Ox 4.0 Ctr Ctr 0.13 E MT20 2.Ox 4.0 Ctr Ctr 0.00 Total Load Reactions (Lbs) G MT20 2.Ox 4.0 Ctr Ctr 0.00 Jt Down Uplift Horiz- H MT20 2.Ox 4.0 Ctr Ctr 0.00 A 1076 398 U 117 R J MT20 2.0x 4.0 Ctr Ctr 0.00 L MT20 2.Ox 4.0 Ctr Ctr 0.00 it Brg Size Required M MT20 2.Ox 4.0 Ctr Ctr 0.13 A 174.0" 0"-to- 174" # - Plate Monitor used Plus 21 Wind Load Case(s) REVIEWED BY: Plus 1 LL Load Case(s) MiTek USA, Inc. Plus 1 DL Load Case(s) 6904 Parke East Blvd. Tampa, FL 33610 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- REFER TO ONLINE PLUS GENERAL A -O 0.05 66 C 0.00 0.05 NOTES AND SYMBOLS SHEET FOR O -D 0.02 44 C 0.00 0.02 ADDITIONAL SPECIFICATIONS. D -F 0.00 55 T F -B 0.01 96 T 0.01 0.00 NOTES: B -I 0.01 96 T 0.01 0.00 Trusses Manufactured by: I -K 0.00 55 T RIDGWAY ROOF TRUSS K -P 0.02 44 C 0.00 0.02 Analysis Conforms To: P -C 0.05 66 C 0.00 0.05 FBC2014 --------Bottom Chords--------- TPI 2007 A -N 0.03 0 T 0.00 0.03 Design checked for 10 psf non- * -E 0.02 0 T 0.00 0.02 concurrent LL on BC. E -G 0.01 0 T 0.00 0.01 Truss designed for wind loads G -H 0.01 0 T 0.00 0.01 in the plane of the truss H -J 0.01 0 T 0.00 0.01 only. For studs exposed to J -L 0.01 0 T 0.00 0.01 wind (normal to the face), Online Plus-0 Copyright MTek®1996-2016 Version 30.0.063 Engineering-Portrait 4272017 1:24:09 PM Page 1 Job Ma=k -j-675 n5 TR 140600 7 0 Type Span Pl-H1 Left OH Right OH Engineering 170208 R18 0 T10990626 Adam Gray Residence HO 8-8 HO 8-8 TC 7-3-0 1 14-6-0 1 5x5= B 7 4-11-4 3x5 11 3x5 11 A C Million E D F 2x4 11 3x4- 3x4= W:508 W:508 R: 580 R: 580 U: 214 U: 214 BC - - 7-3-0 12-10-0 14-6- � 14-6-0 ALL PLATES ARE MT2020 Scale:0.369'=1' MiTek® Online Plus- APPROX. TRUSS WEIGHT: 75.1 LBS Online Plus -- Version 30.0.063 --------Bottom Chords--------- and any other member. RUN DATE: 27-APR-17 A -E 0.24 592 T 0.09 0.15 Design checked for 10 psf non- E -D 0.36 505 T 0.06 0.30 concurrent LL on SC. Southern Pine lumber design D -F 0.36 505 T 0.06 0.30 Wind Loads - ANSI / ASCE 7-10 values are those effective -------------Webs------------- Truss is designed as 06-01-13 by SPIB//ALSC UON D -B 0.09 298 T Components and Claddings* CSI -Size- ----Lumber---- -----------Sliders------------ for Exterior zone location. TC 0.44 2x 4 SP-#2 A -E 0.10 356 T Wind Speed: 130 mph SC 0.36 2x 4 SP-#2 F -C 0.01 38 C Risk Category II WB 0.09 2x 4 SP-#3 Mean Roof Height: 25-0 SL 0.10 2x 4 SP-#3 TL Defl -0.08" in E -D L/999 Exposure Category: C LL Defl -0.0411 in D -C L/999 Building Type: Enclosed Brace truss as follows: Shear // Grain in A -B 0.23 TC Dead Load: 6.0 psf O.C. From To BC Dead Load: 6.0 psf TC Cont. 0- 0- 0 14- 6- 0 Plates for each ply each face. Max comp. force 630 Lbs or 48.01, 0- 0- 0 14- 6- 0 Plate - MT20 20 Ga, Gross Area Max tens. force 592 Lbs BC Cont. 0- 0- 0 14- 6- 0 Plate - MT2H 20 Ga, Gross Area Connector Plate Fabrication or 108.011 0- 0- 0 14- 6- 0 Plate - MS18 18 Ga, Gross Area Tolerance = 20% it Type Plt Size X Y JSi This truss is designed for a psf-Ld Dead Live A MT20 3.Ox 5.0 1.5 0.4 0.69 creep factor of 1.5 which TC 10.0 20.0 B MT20 5.Ox 5.0 Ctr Ctr 0.99 is used to calculate total BC 10.0 0.0 C MT20 3.Ox 5.0-1.5 0.4 0.69 load deflection. TC+BC 20.0 20.0 E MT20 3.Ox 4.0 Ctr Ctr 0.25 Total 40.0 Spacing 24.011 D MT20 2.Ox 4.0 Ctr Ctr 0.27 Lumber Duration Factor 1.25 F MT20 3.Ox 4.0 Ctr Ctr 0.08 Plate Duration Factor 1.25 Fib Fc Ft Emin REVIEWED BY: TC 1.15 1.10 1.10 1.10 MiTek USA, Inc. BC 1.10 1.10 1.10 1.10 6904 Parke East Blvd. Tampa, FL 33610 Total Load Reactions (Lbs) it Down Uplift Horiz- REFER TO ONLINE PLUS GENERAL A 580 215 U 118 R NOTES AND SYMBOLS SHEET FOR C 580 215 U 118 R ADDITIONAL SPECIFICATIONS. it Brig Size Required NOTES: A 5.5" 1.511 Trusses Manufactured by: C 5.511 1.5" RIDGWAY ROOF TRUSS Analysis Conforms To: Plus 21 Wind Load Case(s) FBC2014 Plus 1 LL Load Case(s) TPI 2007 Plus 1 DL Load Case(s) This truss has been designed for 20.0 psf LL on the B.C. Membr CSI P Lbs Axl-CSI-Snd in areas where a rectangle ----------Top Chords---------- 3- 6- 0 tall by A -B 0.43 630 C 0.00 0.43 2- 0- 0 wide B -C 0.44 629 C 0.01 0.43 will fit between the S.C. Online PIusn'0 Copyright MiTek®1996-2016 Version 30.0.063 Engineering-Portrait 4272017 1:24:10 PM Page 1 Job Mart Quan Type Span Pi-Hi Left OH Right OH Engineering 170208 R19 1 HHIP 140600 7 0 0 T10990627 Adam Gray Residence HO 8-8 HO 4-11-2 TC7-2-13 1 14-6-0 1 4x6% 3x5= g C 7� 4-i1-2 3x5 11 A MKID 2x411 F E 3x4= 4x5= W:508 W:508 R: 580 R: 580 U: 197 U: 231 � 14-i-n_4 i 9 ALL PLATES ARE MT2020 Scale:0.372"=1' MiTek® Online Plus- APPROX. TRUSS WEIGHT: 92.3 LBS Online Plus -- Version 30.0.063 A -F 0.39 923 T 0.14 0.25 Design checked for 10 psf non- RUN DATE: 27-APR-17 F -E 0.41 677 T 0.10 0.31 concurrent LL on BC. E -D 0.36 169 T 0.00 0.36 Wind Loads - ANSI / ASCE 7-10 Southern Pine lumber design -------------Webs------------- Truss is designed as values are those effective E -B 0.07 256 T Components and Claddings* 06-01-13 by SPIB//ALSC UON E -C 0.45 664 T for Exterior zone location. CSI -Size- ----Lumber---- D -C 0.25 524 C WindLd Wind Speed: 130 mph TC 0.72 2x 4 SP-#2 -----------Sliders------------ Risk Category II BC 0.41 2x 4 SP-#2 A -F 0.11 390 T Mean Roof Height: 25-0 WB 0.45 2x 4 SP-#3 Exposure Category: C SL 0.11 2x 4 SP-#3 TL Defl -0.14" in E -D L/999 Building Type: Enclosed LL Defl -0.07" in E -D L/999 TC Dead Load: 6.0 psf Brace truss as follows: Shear // Grain in B -C 0.30 BC Dead Load: 6.0 psf O.C. From To Max comp. force 664 Lbs TC Cont. 0- 0- 0 14- 6- 0 Plates for each ply each face. Max tens. force 923 Lbs or 48.0" 0- 0- 0 14- 6- 0 Plate - MT20 20 Ga, Gross Area Connector Plate Fabrication BC Cont. 0- 0- 0 14- 6- 0 Plate - MT2H 20 Ga, Gross Area Tolerance = 208 or 84.0" 0- 0- 0 14- 6- 0 Plate - MS18 18 Ga, Gross Area This truss is designed for a it Type Plt Size X Y JSI creep factor of 1.5 which psf-Ld Dead Live A MT20 3.Ox 5.0 1.5 0.4 0.69 is used to calculate total TC 10.0 20.0 B MT20 4.Ox 6.0 0.7-2.7 0.80 load deflection. BC 10.0 0.0 C MT20 3.Ox 5.0 Ctr Ctr 0.70 TC+BC 20.0 20.0 F MT20 3.Ox 4.0 Ctr Ctr 0.27 Total 40.0 Spacing 24.0" E MT20 4.Ox 5.0 Ctr Ctr 0.27 Lumber Duration Factor 1.25 D MT20 2.Ox 4.0 Ctr Ctr 0.27 Plate Duration Factor 1.25 Fb Fc Ft Emin REVIEWED BY: TC 1.15 1.10 1.10 1.10 MiTek USA, Inc. BC 1.10 1.10 1.10 1.10 6904 Parke East Blvd. Tampa, FL 33610 Total Load Reactions (Lbs) it Down Uplift Horiz- REFER TO ONLINE PLUS GENERAL A 580 197 U 107 R NOTES AND SYMBOLS SHEET FOR D 580 232 U 219 R ADDITIONAL SPECIFICATIONS. it Brig Size Required NOTES: A 5.511 1.5" Trusses Manufactured by: D 5.5" 1.5" RIDGWAY ROOF TRUSS Analysis Conforms To: Plus 21 Wind Load Case(s) FBC2014 Plus 1 LL Load Case(s) TPI 2007 Plus 1 DL Load Case(s) This truss has been designed for 20.0 psf LL on the B.C. Membr CSI P Lbs Axl-CSI-Bnd in areas where a rectangle ----------Top Chords---------- 3- 6- 0 tall by A -B 0.53 584 C 0.00 0.53 2- 0- 0 wide B -C 0.72 504 C 0.00 0.72 will fit between the B.C. --------Bottom Chords--------- and any other member. Online Plus"'0 GWydght Mitek®1996-2016 Version 30.0-063 Engineering-Portrait 4272017 124.11 PM Page 1 Job Quern Type Span Pl-Hl Left OH Right OH Engineering 170208 R20 1 HHIP 140600 7 0 0 T10990628 Adam Gray Residence BO 8-8 NO 5-5-2 TC 4-0-9 1 8-1-1 1 14-6-0 4x5- 3x5- B c 7� 2x4 a 5-5-2 3xZI D 2x4 11 G E 3x4= 4x8- W:508 W:508 R: 579 R: 580 U: 193 U: 235 BC 11-8-0 8-2-13 14-6-0 <1 -14-4-4 ALL PLATES ARE BM020 Scale:0.346'=1' HiTek® Online Plus- APPROX. TRUSS WEIGHT: 102.8 LBS Online Plus -- Version 30.0.063 G -E 0.38 875 T 0.07 0.31 concurrent LL on BC. RUN DATE: 27-APR-17 E -D 0.31 188 T 0.00 0.31 Wind Loads - ANSI / ASCE 7-10 -------------Webs------------- Truss is designed as Southern Pine lumber design F -E 0.15 311 C Components and Claddings* values are those effective E -B 0.05 200 T for Exterior zone location. 06-01-13 by SPIB//ALSC UON E -C 0.37 617 T Wind Speed: 130 mph CSI -Size- ----Lumber---- D -C 0.29 528 C WindLd Risk Category II TC 0.57 2x 4 SP-#2 -----------Sliders------------ Mean Roof Height: 25-0 BC 0.38 2x 4 SP-#2 A -G 0.13 424 T Exposure Category: C WB 0.37 2x 4 SP-#3 Building Type: Enclosed SL 0.13 2x 4 SP-#3 TL Defl -0.11" in G -E L/999 TC Dead Load: 6.0 paf LL Defl -0.06" in G -E L/999 BC Dead Load: 6.0 paf Brace truss as follows: Shear // Grain in B -C 0.25 Max comp. force 694 Lbs O.C. From To Max tens. force 875 Lbs TC Cont. 0- 0- 0 14- 6- 0 Plates for each ply each face. Connector Plate Fabrication or 48.0" 0- 0- 0 14- 6- 0 Plate - MT20 20 Ga, Gross Area Tolerance = 20% BC Cont. 0- 0- 0 14- 6- 0 Plate - M12H 20 Ga, Gross Area This truss is designed for a or 96.0" 0- 0- 0 14- 6- 0 Plate - MS18 18 Ga, Gross Area creep factor of 1.5 which it Type Plt Size X Y JSI is used to calculate total paf-Ld Dead Live A MT20 3.Ox 5.0 1.5 0.4 0.69 load deflection. TC 10.0 20.0 F MT20 2.Ox 4.0 Ctr Ctr 0.14 BC 10.0 0.0 B MT20 4.Ox 5.0 Ctr Ctr 0.82 TC+BC 20.0 20.0 C MT20 3.Ox 5.0 Ctr Ctr 0.71 Total 40.0 Spacing 24.0" G MT20 3.Ox 4.0 Ctr Ctr 0.31 Lumber Duration Factor 1.25 E MT20 4.Ox 8.0 Ctr Ctr 0.28 Plate Duration Factor 1.25 D MT20 2.Ox 4.0 Ctr Ctr 0.27 Fib Fc Ft Emin TC 1.15 1.10 1.10 1.10 REVIEWED BY: BC 1.10 1.10 1.10 1.10 MiTek USA, Inc. 6904 Parke East Blvd. Total Load Reactions (Lbs) Tampa, FL 33610 it Down Uplift Horiz- A 580 193 U 119 R REFER TO ONLINE PLUS GENERAL D 580 236 U 243 R NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. it Brg Size Required A 5.5r' 1.5" NOTES: D 5.5'r 1.5" Trusses Manufactured by: RIDGWAY ROOF TRUSS Plus 21 Wind Load Case(s) Analysis Conforms To: Plus 1 LL Load Case(s) FBC2014 Plus 1 DL Load Case(s) TPI 2007 This truss has been designed Mai CSI P Lbs Axl-CSI-End for 20.0 psf LL on the B.C. ----------Top Chords---------- in areas where a rectangle A -F 0.21 694 C 0.04 0.17 3- 6- 0 tall by F -B 0.20 483 C 0.00 0.20 2- 0- 0 wide B -C 0.57 423 C 0.00 0.57 will fit between the B.C. --------Bottom Chords--------- and any other member. A -G 0.18 631 T 0.06 0.12 Design checked for 10 paf non- Online PlusTM 0 Copyright MiTeh®1996-2016 Version 30.0.063 Engineenng-Portrait 4272017 1:24:11 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering ' 170208 R21 1 HHIP 140600 7 0 0 T10990629 Adam Gray Residence HO 8-8 NO 5-9-10 TC1 4-4-7 8-8-13 14-6-0 1 4x4= 3x5= 8 C 7 [�� 2x4�� F 5-9-10 REVISED 3x5 II 2:25 pm, May 01, 2017 A SEE BELOW R21 D 2x4 11 G 3x4= 4x8= W:508 W:508 R: 580 R: 580 U: 190 U: 238 BC 1 1-8-0 - 3 - - 14-6-0 ALL PLATES ARE MT2020 Scale:0.3W'=1' MiTeka Online Plus- APPROX. TRUSS WEIGHT: 104.7 LBS Online Plus -- Version 30.0.063 G -E 0.41 890 T 0.07 0.34 concurrent LL on BC. RUN DATE: 27-APR-17 E -D 0.33 203 T 0.00 0.33 Wind Loads - ANSI / ASCE 7-10 -------------Webs------------- Truss is designed as Southern Pine lumber design F -E 0.20 357 C Components and Claddings* values are those effective E -B 0.06 200 T for Exterior zone location. 06-01-13 by SPIB//ALSC UON E -C 0.34 621 T Wind Speed: 130 mph CSI -Size- ----Lumber---- D -C 0.32 537 C WindLd Risk Category II TC 0.44 2x 4 SP42 -----------Sliders------------ Mean Roof Height: 25-0 BC 0.41 2x 4 SP42 A -G 0.15 485 T Exposure Category: C WB 0.34 2x 4 SP-#3 Building Type: Enclosed SL 0.15 2x 4 SP-#3 TL Defl -0.18" in G -E L/917 TC Dead Load: 6.0 psf LL Defl -0.09" in G -E L/999 BC Dead Load: 6.0 psf Brace truss as follows: Shear // Grain in B -C 0.22 Max comp. force 681 Lbs O.C. From To Max tens. force 890 Lbs TC Cont. 0- 0- 0 14- 6- 0 Plates for each ply each face. Connector Plate Fabrication or 48.0" 0- 0- 0 14- 6- 0 Plate - MT20 20 Ga, Gross Area Tolerance = 20% BC Cont. 0- 0- 0 14- 6- 0 Plate - MT2H 20 Ga, Gross Area This truss is designed for a or 72.0" 0- 0- 0 14- 6- 0 Plate - MS18 18 Ga, Gross Area creep factor of 1.5 which it Type Plt Size X Y JSI is used to calculate total psf-Ld Dead Live A MT20 3.Ox 5.0 1.5 0.4 0.69 load deflection. TC 10.0 20.0 F MT20 2.Ox 4.0 Ctr Ctr 0.16 BC 10.0 0.0 B MT20 4.Ox 4.0 Ctr Ctr 0.95 TC+BC 20.0 20.0 C MT20 3.Ox 5.0 Ctr Ctr 0.73 Total 40.0 Spacing 24.0" G MT20 3.Ox 4.0 Ctr Ctr 0.36 Lumber Duration Factor 1.25 E MT20 4.Ox 8.0 Ctr Ctr 0.27 Plate Duration Factor 1.25 D MT20 2.Ox 4.0 Ctr Ctr 0.27 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 REVIEWED BY: BC 1.10 1.10 1.10 1.10 MiTek USA, Inc. 6904 Parke East Blvd. Total Load Reactions (Lbs) Tampa, FL 33610 it Down Uplift Horiz- A 580 190 U 129 R REFER TO ONLINE PLUS GENERAL D 580 239 U 262 R NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. it Brig Size Required A 5.5" 1.5" NOTES: D 5.5" 1.5" Trusses Manufactured by: RIDGWAY ROOF TRUSS Plus 21 Wind Load Case(s) Analysis Conforms To: Plus 1 LL Load Case(s) FBC2014 Plus 1 DL Load Case(s) TPI 2007 This truss has been designed Membr CSI P Lbs Axl-CSI-Bnd for 20.0 pef LL on the B.C. ----------Top Chords---------- in areas where a rectangle A -F 0.23 681 C 0.04 0.19 3- 6- 0 tall by F -B 0.20 439 C 0.00 0.20 2- 0- 0 wide B -C 0.44 379 C 0.00 0.44 will fit between the S.C. --------Bottom Chords--------- and any other member. A -G 0.18 631 T 0.05 0.13 Design checked for 10 psf non- Online Plus"'0 Copyright MTek®1996-2016 Version 30.0.063 Engineering-Portrait 4272017 1:24:16 PM Page 1 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTekg RE: 170208 - MiTek USA, Inc. Site Information: 6904 Parke 3East Blvd. Customer Info: 5 STAR BUILDING SOLUTIONS Project Name: Adam Gray Residence Tam Lot/Block: - Subdivision: - Address: City: Atlantic Beach 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: FBC2014 Design Program: OnLine Plus 30.0.063 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 40.0 psf Floor Load: N/A psf This package includes 1 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 11 IT11011240 JR21 5/1/17 The truss drawing(s)referenced above have been prepared by MiTek %% A. USA, Inc. under my direct supervision based on the parameters ��%.rO••�G E•IV 8• provided by Ridgway Roof Trusses. �' F••'• • No 39380 Truss Design Engineer's Name: Albani, Thomas = *WF .: = My license renewal date for the state of Florida is February 28,2019. IMPORTANT NOTE:The seal on these truss component designs is a certification �� : ST 441 11* 1 that the engineer named is licensed in the jurisdiction(s)identified and that the 41 designs comply with ANSI/TPI 1. These designs are based upon parameters i�i�T�•��•0 R O P'�\�% shown(e.g.,loads,supports,dimensions,shapes and design codes),which were �i� S+ ••• AJC` S � fileen to referenMiTek. ponlyct,and was notcific takion en into accouudednt in for the iT ek a ation of customers '��,11111111110 �N Al �%%` purpose Y P P these designs. MiTek has not independently verified the applicability of the design Thomas A.Albani PE No.39380 parameters or the designs for any particular building. Before use,the building designer MiTek USA,Inc.FL Cert 6634 should verify applicability of design parameters and properly incorporate these designs 6904 Parke East Blvd.Tampa Fl.33610 into the overall building design per ANSI/TPI 1,Chapter 2. Date: May 1,2017 Albani, Thomas 1 of 1 Job Mark Quan Type Span P1-Hl Left OH Right OH Engineering c 170208 R21 1 HHIP 140600 7 0 0 T11011240 Adam Gray Residence HO 8-8 HO 5-9-10 TC4-4-7 1 8-8-13 1 14-6-0 1 4x5= 2x4 11 B C 7� 2x4 I I G 5-9-10 339511 A D Z F 3x4- 3x4- 4x5- X:508 W:508 R: 622 R: 648 U: 190 U: 238 1e-6-n ALL PLATES ARE MT202O Scale:0.3W'= MiTek® Online Plus- APPROX. TRUSS WEIGHT: 103.2 LBS Online Plus -- Version 30.0.063 A -I 0.25 834 T 0.06 0.19 Design checked for 10 paf non- RUN DATE: 01-MAY-17 I -F 0.53 933 T 0.10 0.43 concurrent LL on BC. F -D 0.74 555 T 0.05 0.69 Wind Loads - ANSI / ASCE 7-10 Southern Pine lumber design -------------Webs------------- Truss is designed as values are those effective F -G 0.07 268 C Components and Claddings* 06-01-13 by SPIB//ALSC UON F -B 0.21 594 T for Exterior zone location. CSI -Size- ----Lumber---- B -D 0.66 558 C Wind Speed: 130 mph TC 0.51 2x 4 SP42 D -C 0.30 168 C WindLd Risk Category II SC 0.74 2x 4 SP-#1 -----------Sliders------------ Mean Roof Height: 25-0 WB 0.66 2x 4 SP-#3 A -1 0.09 257 T Exposure Category: C SL 0.09 2x 4 SP-#3 Building Type: Enclosed TL Defl -0.651, in F -D L/252 TC Dead Load: 6.0 psf Brace truss as follows: LL Defl -0.3111 in F -D L/520 BC Dead Load: 6.0 psf O.C. From To Shear // Grain in F -D 0.25 Max comp. force 875 Lbs TC Cont. 0- 0- 0 14- 6- 0 Max tens. force 933 Lbe or 48.011 0- 0- 0 14- 6- 0 Plates for each ply each face. Connector Plate Fabrication BC Cont. 0- 0- 0 14- 6- 0 Plate - MT20 20 Ga, Gross Area Tolerance = 20% or 108.011 0- 0- 0 14- 6- 0 Plate - MT2H 20 Ga, Gross Area This truss is designed for a Plate - MS18 18 Ga, Groes Area creep factor of 1.5 which psf-Ld Dead Live it Type Plt Size R Y JSI is used to calculate total TC 10.0 20.0 A MT20 3.0x .5.0 1.5 0.4 0.70 load deflection. BC 10.0 0.0 G MT20 2.Ox 4.0 Ctr Ctr 0.16 TC+BC 20.0 20.0 B MT20 4.Ox 5.0 Ctr Ctr 0.79 Total 40.0 Spacing 24.011 C MT20 2.Ox 4.0 Ctr Ctr 0.14 Lumber Duration Factor 1.25 I MT20 3.Ox 4.0 Ctr Ctr 0.23 Plate Duration Factor 1.25 F MT20 4.Ox 5.0 Ctr Ctr 0.26 Fb Fc Ft Emin D MT20 3.Ox 4.0 Ctr Ctr 0.52 TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 REVIEWED BY: MiTek USA, Inc. Total Load Reactions (Lbs) 6904 Parke East Blvd. it Down Uplift Horiz- Tampa, FL 33610 A 622 190 U 129 R D 649 239 U 262 R REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR it Brg Size Required ADDITIONAL SPECIFICATIONS. A 5.511 1.51' D 5.511 1.51' NOTES: Trusses Manufactured by: Plus 21 Wind Load Case(s) RIDGWAY ROOF TRUSS Plus 1 LL Load Case(s) Analysis Conforms To: Plus 1 BC LL Load Case(s) FBC2014 Plus 1 DL Load Case(s) TPI 2007 This truss has been designed Membr CSI P Lbs Axl-CSI-Bnd for 20.0 pef LL on the S.C. ----------Top Chords---------- in areas where a rectangle A -G 0.40 875 C 0.00 0.40 3- 6- 0 tall by G -B 0.36 825 C 0.00 0.36 2- 0- 0 wide B -C 0.51 139 T 0.00 0.51 will fit between the B.C. --------Bottom Chords--------- and any other member. Online Plus-C Copyright MiTek®1996-2016 Version 30.0.063 Engineering-Portrait 5/12017 12:06:23 PM Page 1 ONLINE PLUS GENERAL NOTES & SYMBOLS 108 PLATE LOCATION FLOOR TRUSS SPLICE LATERAL BRACING ( 3X2, 4X2, 6X2 ) Designates the location for Center plates on joints continuous lateral bracing(CLB)for unless otherwise noted support of individual truss members in plate list or on drawing. only.CI-Bs must be properly Dimensions are given in anchored or restrained to prevent inches(i.e.1 1/2"or 1.5") simultaneous buckling of adjacent or IN-16ths(i.e.108) (VV) =Wide Face Plate truss members. (N) =Narrow Face Plate PLATE SIZE AND ORIENTATION DIMENSIONS BEARING The first dimension is All dimensions are shown in When truss is designed to 3x5 11 the width measured FT-IN-SX(i.e.6-8.5"or bear on multiple supports, perpendicular to slots. 6-08-08).Dimensions less interior bearing locations The second dimension is than one foot are shown should be marked on the the length measured in IN-SX only(i.e.708). truss.Interior support or parallel to slots.Plate temporary shoring must be orientation,shown nextin place before trusses are to plate size,indicates 6-08-08 W=Actual Bearing installed.If necessary,shim direction of slots in Width(IN-SX) bearings to assure solid connector plates. 708 R=Reaction(lbs.) contact with truss. U=Uplift(lbs.) Metal connector plates shall be applied on both faces Mitek Industries Inc. bears no responsibility for the of truss at each joint. Center the plates, unless erection of trusses,field bracing or permanent indicated otherwise. No loose knots or wane in plate truss bracing. Refer to"Building Component Safety contact area. Splice only where shown. Overall spans Information"(BCSI 1)as published by Truss Plate assume 4" bearing at each end, unless indicated Institute, 218 North Lee Street, Suite 312,Alexandria, otherwise. Cutting and fabrication shall be performed Virginia 22314. Persons erecting trusses are cautioned using equipment which produces snug-fitting joints and to seek professional advice concerning proper erection plates. Unless otherwise noted, moisture content of bracing to prevent toppling and"dominoing". Care lumber shall not exceed 19%at time of fabrication and should be taken to prevent damage during fabrication, the attached truss designs are not applicable for use storage, shipping and erection.Top and bottom chords with fire retardant lumber and some preservative shall be adequately braced in the absence of sheathing treatments. Nails specified on Truss Design Drawings or rigid ceiling, respectively. It is the responsibility of refer to common wire nails, except as noted.The others to ascertain that design loads utilized on these attached design drawings were prepared in accordance drawings meet or exceed the actual dead loads imposed with" National Design Specifications for Wood by the structure and the live loads imposed by the local Construction"(AF&PA), " National Design Standard building code or historical climatic records. When truss for Metal Plate Connected Wood Truss Construction" hangers are specified on the Truss Design Drawing, (ANSI/TPI 1), and HUD Design Criteria for Trussed they must be installed per manufacturer's details and Rafters. specifications. FURNISH A COPY OF THE ATTACHED TRUSS DESIGN DRAWINGS TO ERECTION CONTRACTOR. IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER TO REVIEW THESE DRAWINGS AND VERIFY THAT DATA, INCLUDING DIMENSIONS & LOADS, CONFORM TO ARCHITECTURAL PLAN /SPECS AND THE TRUSS PLACEMENT DIAGRAM FURNISHED BY THE TRUSS MANUFACTURER. MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 MiTekTel: 813-972-1135 Fax: 813-971-6117 Job Mark 4uan Type Span P1-H1 Left OH Right OH Engineering y� ( 1/0208 R22 1 TR 141100 7 0 0 T10990630 Adam Gray Residence 80 4-7 HO 4-7 TC4-1-6 1 7-5-8 1 10-9-10 1 14-11-0 6x6= B 7� �7 *2x4 II F M #4x12 4-8-10 #4x12 i P 4-5-2 7 O 3x5% 3x5,, A C IWFY BC 4-3-2 10-7-14 1 14-I1- 14-11-n ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE HDNITOR See Joint F For Typical Gable Plate Size and Placement Scale:0.411"=V MiTek® Online Plus" APPROX. TRUSS WEIGHT: 104.1 LBS Online Plus -- Version 30.0.063 N -R 0.05 0 T 0.00 0.05 sae Standard Industry Gable RUN DATE: 27-APR-17 R -C 0.05 0 T 0.00 0.05 End Details as applicable, -------------Webs------------- or consult qualified Southern Pine lumber design Q -O 0.04 198 C Building Designer as per values are those effective R -P 0.04 198 C ANSI/TPI 1. 06-01-13 by SPIB//ALSC DON ----------Gable Webs---------- NOTE: USER MODIFIED PLATES CSI -Size- ----Lumber---- G -F 0.01 45 C This design may have plates TC 0.09 2x 4 SP42 I -H 0.02 76 C selected through a plate -- 0.04 2x 6 SP42 J -B 0.02 66 C monitor. O -B B -P L -K 0.02 76 C Wind Loads - ANSI / ASCE 7-10 BC 0.05 2x 4 SP-#2 N -M 0.01 45 C Truss is designed as WB 0.042x 4 SP-#3 Components and Claddings• GW 0.02 2x 4 SP-#3 TL Defl 0.00" in ----- L/999 for Exterior zone location. LL Defl 0.001' in ----- L/999 Wind Speed: 130 mph Brace truss as follows: Shear // Grain in A -0 0.11 Risk CategoryII O.C. From To Mean Roof Height: ♦25-0 TC Cont. 0- 0- 0 14-11- 0 Plates for each ply each face. Exposure Category: C or 48.0" 0- 0- 0 14-11- 0 Plate - MT20 20 Ga, Gross Area Building Type: Enclosed SC Cont. 0- 0- 0 14-11- 0 Plate - MT2H 20 Ga, Gross Area TC Dead Load: 6.0 psf or 120.0" 0- 0- 0 14-11- 0 Plate - MS18 20 Ga, Gross Area BC Dead Load: 6.0 psf it Type Plt Size X Y JSI Max camp. force 198 Lbs psf-Ld Dead Live A MT20 3.Ox 5.0 Ctr Ctr 0.45 Max tens. force 160 Lbs TC 10.0 20.0 O# MT20 4.0x12.0 1.7 1.0 0.46 Connector Plate Fabrication BC 10.0 0.0 F MT20 2.0x 4.0 Ctr Ctr 0.00 Tolerance = 209 TC+BC 20.0 20.0 H MT20 2.Ox 4.0 Ctr Ctr 0.00 Exceptions: O 0%, P 09 Total 40.0 Spacing 24.0" B MT20 6.Ox 6.0 Ctr Ctr 0.44 This truss is designed for a Lumber Duration Factor 1.25 K MT20 2.Ox 4.0 Ctr Ctr 0.00 creep factor of 1.5 which Plate Duration Factor 1.25 M MT20 2.Ox 4.0 Ctr Ctr 0.00 is used to calculate total Fb Fc Ft Emin P# MT20 4.0x12.0-1.7 1.0 0.46 load deflection. TC 1.15 1.10 1.10 1.10 C MT20 3.Ox 5.0 Ctr Ctr 0.45 BC 1.10 1.10 1.10 1.10 Q MT20 2.Ox 4.0 Ctr Ctr 0.15 G MT20 2.Ox 4.0 Ctr Ctr 0.00 Total Load Reactions (Lbs) I MT20 2.Ox 4.0 Ctr Ctr 0.00 it Down Uplift Horiz- J MT20 2.0x 4.0 Ctr Ctr 0.00 A 1109 410 U 120 R L MT20 2.Ox 4.0 Ctr Ctr 0.00 N MT20 2.Ox 4.0 Ctr Ctr 0.00 it Brg Size Required R MT20 2.Ox 4.0 Ctr Ctr 0.15 A 179.0" 0"-to- 179" # - Plate Monitor used Plus 21 Wind Load Case(s) REVIEWED BY: Plue 1 LL Load Casale) MiTek USA, Inc. Plus 1 DL Load Case(s) 6904 Parke East Blvd. Tampa, FL 33610 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- REFER TO ONLINE PLUS GENERAL A -O 0.09 61 C 0.00 0.09 NOTES AND SYMBOLS SHEET FOR O -F 0.04 47 C 0.00 0.04 ADDITIONAL SPECIFICATIONS. F -H 0.02 59 T 0.00 0.02 H -B 0.01 95 T 0.01 0.00 NOTES: B -K 0.01 95 T 0.01 0.00 Trusses Manufactured by: K -M 0.02 59 T 0.00 0.02 RIDGWAY ROOF TRUSS M -P 0.04 47 C 0.00 0.04 Analysis Conforms To: P -C 0.09 61 C 0.00 0.09 FBC2014 --------Bottom Chords--------- TPI 2007 A -Q 0.05 0 T 0.00 0.05 Design checked for 10 psf non- Q -G 0.05 0 T 0.00 0.05 concurrent LL on BC. G -I 0.01 0 T 0.00 0.01 Truss designed for wind loads I -J 0.00 0 T in the plane of the truss J -L 0.00 0 T only. For studs exposed to L -N 0.01 0 T 0.00 0.01 wind (normal to the face), Online Plus"0 Copyright MTekW 1996-2016 Version 30.0.063 Engineering-Portrait 4272017 1:24:17 PM Pape 1 Job Mark Qaan Type Span P1-H1 Left OH Right OH Engineering 170208 R23 1*2P TR 141100 7 0 0 T10990631 Adam Gray Residence HO 8-8 HO 8-8 TC 3-11-2 1 7-5-8 1 10-11-14 1 14-11-0 5x5- B 7 2x4,, 2x4 Z a 5-0-11 3x6 II 3x6 II A C D 7xB- W:508 W:508 8:2535 8:2535 U: 938 U: 938 le-li-n 14-11-0 ALL PLATES ARE MT2020 Scale:0.365"=1' MiTek® Online Plus" APPROX. TRUSS WEIGHT: 112.7 LBS Online Plus -- Version 30.0.063 B -F 0.13 2716 C 0.08 0.05 Design checked for 10 psf non- RUN DATE: 27-APR-17 F -C 0.14 2868 C 0.09 0.05 concurrent LL on BC. ***********+*** --------Bottom Chords--------- Use properly rated hangers for * 2-Ply Truss * A -D 0.17 2433 T 0.04 0.13 loads framing into girder *************+* D -C 0.17 2433 T 0.04 0.13 truss. -------------Webs------------- Wind Loads - ANSI / ASCE 7-10 Southern Pine lumber design E -D 0.03 265 C Truss is designed as values are those effective D -B 0.45 2502 T Components and Claddings* 06-01-13 by SPIB//ALSC UON D -F 0.03 265 C for Exterior zone location. CSI -Size- ----Lumber---- Wind Speed: 130 mph TC 0.14 2x 4 SP-M2 TL Defl -0.07" in D -C L/999 Risk Category II BC 0.17 2x 8 SP-2400f-2.OE LL Defl -0.03" in D -C L/999 Mean Roof Height: 25-0 WB 0.45 2x 4 SP-113 Shear // Grain in A -D 0.31 Exposure Category: C Building Type: Enclosed Brace truss as follows: Plates for each ply each face. TC Dead Load: 6.0 psf O.C. From To Plate - MT20 20 Ga, Gross Area BC Dead Load: 6.0 psf TC Cont. 0- 0- 0 14-11- 0 Plate - MT2H 20 Ga, Gross Area Max comp. force 2868 Lbs or 48.0" 0- 0- 0 14-11- 0 Plate - MS18 18 Ga, Gross Area Max tens. force 2502 Lbs BC Cont. 0- 0- 0 14-11- 0 it Type Plt Size X Y JSI Connector Plate Fabrication or 120.0" 0- 0- 0 14-11- 0 A MT20 3.Ox 6.0 Ctr Ctr 0.62 Tolerance = 208 E MT20 2.Ox 4.0 Ctr Ctr 0.12 This truss is designed for a psf-Ld Dead Live B MT20 5.Ox 5.0 Ctr Ctr 0.46 creep factor of 1.5 which TC 10.0 20.0 F MT20 2.Ox 4.0 Ctr Ctr 0.12 is used to calculate total BC 10.0 0.0 C MT20 3.Ox 6.0 Ctr Ctr 0.62 load deflection. TC+BC 20.0 20.0 D MT20 7.Ox 8.0 Ctr-1.5 0.46 Total 40.0 Spacing 24.0" Lumber Duration Factor 1.25 REVIEWED BY: Plate Duration Factor 1.25 MiTek USA, Inc. Fb Fc Ft Emin 6904 Parke East Blvd. TC 1.00 1.00 1.00 1.00 Tampa, FL 33610 BC 1.00 1.00 1.00 1.00 REFER TO ONLINE PLUS GENERAL Total Load Reactions (Lbs) NOTES AND SYMBOLS SHEET FOR it Down Uplift Horiz- ADDITIONAL SPECIFICATIONS. A 2536 938 U 121 R C 2536 938 U 121 R NOTES: Trusses Manufactured by: it Brg Size Required RIDGWAY ROOF TRUSS A 5.5" 1.5" Analysis Conforms To: C 5.5" 1.5" FBC2014 TPI 2007 LCk 1 Girder Loading Girder Common Dur Fctrs - Lbr 1.25 Plt 1.25 Loading BC plf - Dead Live* From To Span 15- 0- 0 TC V 20 40 0.0' 14.9' 2 COMPLETE TRUSSES REQUIRED. BC V 150 130 0.0' 14.9' Fasten plies together in staggered pattern. Plus 21 Wind Load Case(s) Connector Rows Spacing Plus 1 LL Load Case(s) TC 10d Gun Nails 1 12.0 in Plus 1 DL Load Case(s) BC 10d Gun Nails 3 12.0 in WB 10d Gun Nails 1 8.0 in Membr CSI P Lbs Axl-CSI-Bnd 10d gun nails (0.1311lx3") ----------Top Chords---------- must be installed as noted A -E 0.14 2868 C 0.09 0.05 above, as each layer is E -B 0.13 2716 C 0.08 0.05 applied. Online Plus-0 Copyright MiTek®1996-2016 Version 30.0.063 Engineering-Portrait 4!27!2017 1:24:17 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 170208 R24 1 SP 140700 7 0 0 T10990632 Adam Gray Residence HO 8-8 NO 8-10-9 0 0 r q0q TC 14-5-8 f} 3x4 11 C 3x4 II }2x4 IIB I X v T 7 S 8-9-10 Q 2-1-6D O 3x5/ M 3x5% K 3X51 D A R 5x5- II P W N Y L J 4x4 BC - - -1-1 4-7- � ie_o_n ALL PLATES ARE MT2020 See Joint K For Typical Gable Plate Size and Placement Scale:0.216"=1' MiTek« Online Plus- APPROX. TRUSS WEIGHT: 139.4 LBS Online Plus -- Version 30.0.063 V -X 0.10 93 C 0.00 0.10 W MT20 2.Ox 4.0 Ctr Ctr 0.00 RUN DATE: 27-APR-17 X -I 0.14 63 C 0.00 0.14 Y MT20 2.Ox 4.0 Ctr Ctr 0.00 I -B 0.11 61 T 0.01 0.10 J MT20 2.Ox 4.0 Ctr Ctr 0.00 Southern Pine lumber design --------Bottom Chords--------- C MT20 3.Ox 4.0 Ctr Ctr 0.61 Values are those effective A -E 0.07 30 T 0.00 0.07 06-01-13 by SPIB//ALSC UON E -L 0.08 0 T 0.00 0.08 REVIEWED BY: CSI -Size- ----Lumber---- L -N 0.14 807 C 0.00 0.14 MiTek USA, Inc. TC 0.19 2x 4 SP-42 N -P 0.06 730 C 0.05 0.01 6904 Parke East Blvd. BC 0.16 2x 4 SP-42 P -R 0.09 726 C 0.05 0.04 Tampa, FL 33610 WB 0.46 2x 4 SP-43 R -D 0.11 774 C 0.06 0.05 GR 0.37 2x 4 SP-43 D -U 0.09 775 C 0.06 0.03 REFER TO ONLINE PLUS GENERAL U -W 0.09 775 C 0.06 0.03 NOTES AND SYMBOLS SHEET FOR Brace true. as follows: W -Y 0.12 805 C 0.00 0.12 ADDITIONAL SPECIFICATIONS. O.C. From TO Y -J 0.16 846 C 0.00 0.16 TC Cont. 0- 0- 0 14- 7- 0 J -C 0.12 888 C 0.07 0.05 NOTES: or 48.0" 0- 0- 0 14- 7- 0 -------------Webs------------- Trusses Manufactured by: BC Cont. 0- 0- 0 14- 7- 0 C -B 0.46 164 C 0.08 0.38 RIDGWAY ROOF TRUSS or 72.0" 0- 0- 0 14- 7- 0 ----------Gable Webs---------- Analysis Conforms To: Continuous Lateral Restraint L -K 0.15 292 C 0.00 0.15 FBC2014 req Id at mid-point of webs: N -M 0.22 57 C 0.00 0.22 TPI 2007 C -B P -O 0.06 41 T 0.01 0.05 Design checked for 10 pef non- Attach CIA with (2)-10d nails R -Q 0.24 41 T 0.00 0.24 concurrent LL on BC. at each web. D -S 0.07 327 C 0.05 0.02 No wind exposure on right end. Refer to BCSI for diagonal U -T 0.14 43 T 0.00 0.14 Trus. designed for wind loads restraint requirements. W -V 0.10 47 T 0.00 0.10 in the plane of the trues Y -X 0.30 47 T 0.00 0.30 only. For studs exposed to pef-Ld Dead Live J -I 0.37 45 T 0.00 0.37 wind (normal to the face), TC 10.0 20.0 see Standard Industry Gable BC 10.0 0.0 TL Defl -0.07" in W -Y L/999 End Details as applicable, TC+BC 20.0 20.0 LL Defl -0.03" in W -Y L/999 or consult qualified Total 40.0 Spacing 24.0" Hz Disp LL DL TL Building Designer as per Lumber Duration Factor 1.25 Jt R 0.00" 0.00" 0.00" ANSI/TPI 1. Plate Duration Factor 1.25 Shear // Grain in Q -S 0.15 Wind Loads - ANSI /ASCE 7-10 Fb Fc Ft Emin Trues in designed as TC 1.15 1.10 1.10 1.10 Plates for each ply each face. Components and Claddings• BC 1.10 1.10 1.10 1.10 Plate - MT20 20 Ga, Grose Area for Exterior zone location. Plate - MT2H 20 Ga, Grose Area Wind Speed: 130 mph Total Load Reaction. (Lbs) Plate - MS18 18 Ga, Groes Area Risk Category II Jt Down Uplift Horiz- Jt Type Plt Size X Y JSI Mean Roof Height: 25-0 A 1180 430 U 453 R A MT20 3.Ox 5.0 0.3 Ctr 0.45 Exposure Category: C K MT20 2.Ox 4.0 Ctr Ctr 0.00 Building Type: Enclosed Jt Brg Size Required M MT20 2.Ox 4.0 Ctr Ctr 0.00 TC Dead Load: 6.0 pef A 175.0" 011-to- 1751' O MT20 2.Ox 4.0 Ctr Ctr 0.00 BC Dead Load: 6.0 pef Q MT20 2.Ox 4.0 Ctr Ctr 0.00 Max comp. force 888 Lbs Plus 18 Wind Load Ca.e(.) S MT20 2.Ox 4.0 Ctr Ctr 0.00 Max tone. force 450 Lbs Plus 1 LL Load Case(.) T MT20 2.Ox 4.0 Ctr Ctr 0.00 Connector Plate Fabrication Plus 1 DL Load Case(.) V MT20 2.Ox 4.0 Ctr Ctr 0.00 Tolerance - 209 X MT20 2.Ox 4.0 Ctr Ctr 0.00 This trues is designed for a Membr CSI P Lbe Axl-CSI-Bnd I MT20 2.0x 4.0 Ctr Ctr 0.00 creep factor of 1.5 which ----------Top Chords---------- B MT20 3.Ox 4.0 Ctr Ctr 0.52 is used to calculate total A -K 0.16 400 C 0.05 0.11 E MT20 4.Ox 4.0 Ctr 0.8 0.41 load deflection. K -M 0.16 314 C 0.02 0.14 L MT20 2.Ox 4.0 Ctr Ctr 0.00 M -O 0.04 273 C 0.00 0.04 N MT20 2.Ox 4.0 Ctr Ctr 0.00 O -Q 0.07 251 C 0.02 0.05 P MT20 2.Ox 4.0 Ctr Ctr 0.00 Q -S 0.19 244 C 0.03 0.16 R MT20 2.Ox 4.0 Ctr Ctr 0.00 S -T 0.18 163 C 0.00 0.18 D MT20 5.Ox 5.0 Ctr-1.2 0.33 T -V 0.06 126 C 0.00 0.06 U MT20 2.Ox 4.0 Ctr Ctr 0.00 Online Plusw 0 Copyright M7ek®1996-2016 Version 30.0.063 Engineering-Portrait 4272017 1:24:18 PM Page 1 Job Ma=k Quan Type Span Pi-Hi Left OH Right OH Engineering ' 170208 R25 7 SP 140700 7 0 0 T10990633 Adam Gray Residence Ho 8-8 no 9-2-9 0 0 n R0 TC k-9-121 8-5-6 1 14-5-8 Tr 2x4 II H B 4x5�i 7�6f 9-1-11 2-1-6D 4x5 i F 3x5 11 D A 5= Q 4 E C 4x6 11 3x4 a � HGR HGR R: 579 R: 641 U: 154 U: 263 BC -9-12 8-1-14 14-7-0 DJ ALL Plans J= Ml2020 Scale:0.191"=1' MiTek® Online Plus- APPROX. TRUSS WEIGHT: 113.4 LBS Online Plus -- Version 30.0.063 ----------Top Chords---------- 3- 6- 0 tall by RUN DATE: 27-APR-17 A -F 0.27 817 C 0.00 0.27 2- 0- 0 wide F -G 0.48 868 C 0.00 0.48 will fit between the B.C. Southern Pine lumber design G -H 0.53 323 T 0.04 0.49 and any other member. values are those effective --------Bottom Chords--------- Design checked for 10 psf non- 06-01-13 by SPIB//ALSC UON A -E 0.28 1237 T 0.10 0.18 concurrent LL on BC. CSI -Size- ----Lumber---- E -D 0.35 1300 T 0.10 0.25 Wind Loads - ANSI / ASCE 7-10 TC 0.53 2x 4 SP42 D -C 0.38 1372 T 0.10 0.28 Truss is designed as BC 0.38 2x 4 SP-#2 -------------Webs------------- Components and Claddings* -- 0.28 2x 6 SP42 E -F 0.09 445 C for Exterior zone location. A -E F -D 0.08 294 T Wind Speed: 130 mph WE 0.67 2x 4 SP-#3 D -G 0.29 984 T Risk Category II G -C 0.47 1397 C 1 Br Mean Roof Height: 25-0 Brace truss as follows: C -H 0.67 320 C WindLd 1 Br Exposure Category: C O.C. From To Building Type: Enclosed TC Cont. 0- 0- 0 14- 7- 0 TL Defl -0.14" in E -D L/999 TC Dead Load: 6.0 psf or 48.0" 0- 0- 0 14- 7- 0 LL Defl -0.06" in D -C L/999 BC Dead Load: 6.0 psf BC Cont. 0- 0- 0 14- 7- 0 Hz Disp LL DL TL Max comp. force 1397 Lbs or 84.0" 0- 0- 0 14- 7- 0 it C 0.06" 0.04" 0.09" Max tens. force 1372 Lbs Continuous Lateral Restraint Shear // Grain in G -B 0.25 Connector Plate Fabrication req'd at mid-point of webs: Tolerance = 208 G -C C -H Plates for each ply each face. This truss is designed for a Attach CLR with (2)-10d nails Plate - MT20 20 Gar Gross Area creep factor of 1.5 which at each web. Plate - MT2H 20 Ga, Gross Area is used to calculate total Refer to BCSI for diagonal Plate - MS18 18 Gar Gross Area load deflection. restraint requirements. it Type Plt Size R Y JSI A MT20 3.0x 5.0 0.6 0.3 0.67 psf-Ld Dead Live F MT20 4.Ox 5.0 Ctr Ctr 0.16 TC 10.0 20.0 G MT20 4.Ox 5.0 Ctr Ctr 0.48 BC 10.0 0.0 H MT20 2.Ox 4.0 Ctr Ctr 0.26 TC+BC 20.0 20.0 E MT20 4.Ox 6.0-0.5 3.8 0.90 Total 40.0 Spacing 24.0" D MT20 5.Ox 5.0 Ctr-1.2 0.67 Lumber Duration Factor 1.25 C MT20 3.Ox 4.0 Ctr Ctr 0.89 Plate Duration Factor 1.25 Fb Fc Ft Emin REVIEWED BY: TC 1.15 1.10 1.10 1.10 MiTek USA, Inc. BC 1.10 1.10 1.10 1.10 6904 Parke East Blvd. Tampa, FL 33610 Total Load Reactions (Lbs) it Down Uplift Horiz- REFER TO ONLINE PLUS GENERAL A 579 155 U 211 R NOTES AND SYMBOLS SHEET FOR C 641 263 U 422 R ADDITIONAL SPECIFICATIONS. it Brg Size Required NOTES: A 3.5" 1.5" Trusses Manufactured by: C 3.5" 1.5" RIDGWAY ROOF TRUSS Analysis Conforms To: Plus 18 Wind Load Case(s) FBC2014 Plus 1 LL Load Case(s) TPI 2007 Plus 1 DL Load Case(s) This truss has been designed for 20.0 psf LL on the B.C. Membr CSI P Lbs Axl-CSI-End in areas where a rectangle Online Plus"'O Copyright MiTeWD 1996-2016 Version 30.0.063 Engineering-Portrait 4272017 1:24:19 PM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering ` 170208 R26 1*2P MONO 140700 7 0 0 T10990634 Adam Gray Residence Ho 8-8 HO 9-2-9 Tc 5-2-10 1 9-10-11 1 14-7-0 2x4 11 i 4x8 G 7 9-2-9 5x5_i SPL F 3x611 A J ® E D 3x4- 2x4 I 3x6 11 W:508 H HGR R:2273 4x811 R:4037 U: 760 U:1466 BC 5-o-14 17-0-0 9-7-3 - - 14-e-n ALL PLATES ARE Mr2020 Scale:0.227"=1' MiTek® Online Plus- APPROX. TRUSS WEIGHT: 149.6 LBS Online Plus -- Version 30.0.063 H -D 0.09 2368 T 0.03 0.06 for 20.0 psf LL on the B.C. RUN DATE: 27-APR-17 D -J 0.17 2368 T 0.03 0.14 in areae where a rectangle rarrrrrrrrrarrr ------------Webs------------- 3- 6- 0 tall by + 2-Ply Trues • E -F 0.02 217 C 2- 0- 0 wide rrrrrtrrrr rrrrr F -H 0.02 147 T Will fit between the B.C. H -G 0.41 2335 T and any other member. Southern Pine lumber design D -G 0.37 2064 T Design checked for 10 psf non- values are those effective G -J 0.79 3461 C concurrent LL on BC. 06-01-13 by SPIB//ALSC UON J -I 0.30 281 C WindLd Wind Loads - ANSI / ASCE 7-10 CSI -Size- ----Lumber---- Truss is designed as TC 0.22 2x 4 SP-i2 TL Defl -0.08" in E -H L/999 Components and Claddings+ BC 0.17 2x 8SP-2400f-2.OE LL Defl -0.03" in E -H L/999 for Exterior zone location. WE 0.79 2x 4 SP-43 Shear // Grain in D -J 0.36 Wind Speed: 130 mph Risk Category II Brace trues as follows: Plates for each ply each face. Mean Roof Height: 25-0 O.C. From To Plate - MT20 20 Ga, Gross Area Exposure Category: C TC Cont. 0- 0- 0 14- 7- 0 Plate - MT2H 20 Ga, Gross Area Building Type: Enclosed or 48.0" 0- 0- 0 14- 7- 0 Plate - MS18 18 Ga, Gross Area TC Dead Load: 6.0 psf BC Cont. 0- 0- 0 14- 7- 0 it Type Plt Size X Y JSI BC Dead Load: 6.0 psf or 120.0" 0- 0- 0 14- 7- 0 A MT20 3.Ox 6.0 Ctr Ctr 0.70 Max comp. force 3533 Lbs F MT20 5.Ox 5.0-0.30.5 0.53 Max tens. force 3416 Lbs psf-Ld Dead Live G MT20 4.Ox 8.0-0.4-0.3 0.67 Connector Plate Fabrication TC 10.0 20.0 I MT20 2.Ox 4.0 Ctr Ctr 0.13 Tolerance - 20% BC 10.0 0.0 E MT20 2.Ox 4.0 CtrCtr 0.12 This truss is designed for a TC+BC 20.0 20.0 H MT20 4.Ox 8.0 Ctr-0.9 0.47 creep factor of 1.5 which Total 40.0 Spacing 24.0" D MT20 3.Ox 6.0 Ctr-1.8 0.57 is used to calculate total Lumber Duration Factor 1.25 J MT20 3.Ox 4.0-0.5 Ctr 0.78 load deflection. Plate Duration Factor 1.25 Fb Fc Ft Emin REVIEWED BY: TC 1.00 1.00 1.00 1.00 MiTek USA, Inc. BC 1.00 1.00 1.00 1.00 6904 Parke East Blvd. Tampa, FL 33610 Total Load Reactions (Lbs) it Down Uplift Horiz- REFER TO ONLINE PLUS GENERAL A 2273 760 U 211 R NOTES AND SYMBOLS SHEET FOR J 4038 1467 U 422 R ADDITIONAL SPECIFICATIONS. it Brg Size Required NOTES: A 5.5" 1.5" Trusses Manufactured by: J 3.5" 1.7" RIDGWAY ROOF TRUSS Analysis Conforms To: LCO 1 Standard Loading FBC2014 Dur Fctrs - Lbr 1.25 Plt 1.25 TPI 2007 plf - Dead Live• From To 2 COMPLETE TRUSSES REQUIRED. TC V 20 40 0.0' 14.6' Fasten plies together in BC V 20 0 0.0' 14.6' staggered pattern. BC V 237 237 9.0' 14.6' Connector Rowe Spacing BC V 1105 1105 7.0' CL-LB TC 10d Gun Nails 1 12.0 in BC 10d Gun Nails 3 12.0 in Plus 18 Wind Load Case(s) WB 10d Gun Nails 1 8.0 in Plus 1 LL Load Case(s) Web Connection Exception -- Plus 1 DL Load Case(s) Space connectors for the following webs- Membr CSI P Lbs Axl-CSI-Bnd G -J 1 rows 8 4.0" o.c. ----------Top Chords---------- 10d gun nails (0.1311lx3") A -F 0.22 3533 C 0.03 0.19 must be installed as noted F -G 0.22 3523 C 0.11 0.11 above, as each layer is G -I 0.17 310 T 0.02 0.15 applied. --------Bottom Chords--------- Plus clusters of nails where A -E 0.13 3416 T 0.05 0.08 shown. E -H 0.11 3416 T 0.05 0.06 This truss has been designed Online Plus"'0 Copyright MiTek4D 1996-2016 Version 30.0.063 Engineering-Portrait 41272017 1:24:19 PM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 170208 R27 10 JACK 70000 7 0 0 T10990635 Adam Gray Residence HO 8-8 HO 4-9-8 TC � 7-0-0 B 2-(.1481lx3") gun toenails 7 4-9-8 3x5 11 A 2-(.1481lx3") gun toenails D C 3x4- W:508 R: 281 U: 24 BC 1-B-0 1 7-0-0 � n n ALL PLATES ARE MT2020 Scale:0.399'=1' MiTek®Online Plus- APPROX. TRUSS WEIGHT: 32.5 LBS Online Plus -- Version 30.0.063 --------Bottom Chords--------- Wind Loads - ANSI / ASCE 7-10 RUN DATE: 27-APR-17 A -D 0.54 564 C 0.08 0.46 Truss is designed as D -C 0.58 117 T 0.00 0.58 Components and Claddings* Southern Pine lumber design -----------Sliders------------ for Exterior zone location. values are those effective A -D 0.18 611 T Wind Speed: 130 mph 06-01-13 by SPIB//ALSC UON Risk Category II CSI -Size- ----Lumber---- TL Defl -0.26" in D -C L/295 Mean Roof Height: 25-0 TC 0.73 2x 4 SP-#2 LL Defl -0.09" in D -C L/822 Exposure Category: C BC 0.58 2x 4 SP-#2 Shear // Grain in A -D 0.25 Building Type: Enclosed SL 0.18 2x 4 SP-#3 TC Dead Load: 6.0 psf Plates for each ply each face. BC Dead Load: 6.0 psf Brace truss as follows: Plate - MT20 20 Ga, Gross Area Max comp. force 590 Lbs O.C. From To Plate - MT2H 20 Ga, Gross Area Max tens. force 611 Lbs TC Cont. 0- 0- 0 7- 0- 0 Plate - MS18 18 Ga, Gross Area Connector Plate Fabrication or 48.0" 0- 0- 0 7- 0- 0 it Type Plt Size X Y JSI Tolerance = 20% BC Cont. 0- 0- 0 7- 0- 0 A MT20 3.Ox 5.0 1.5 0.4 0.69 This truss is designed for a or 84.0" 0- 0- 0 7- 0- 0 D MT20 3.Ox 4.0 Ctr Ctr 0.42 creep factor of 1.5 which is used to calculate total psf-Ld Dead Live REVIEWED BY: load deflection. TC 10.0 20.0 MiTek USA, Inc. BC 10.0 0.0 6904 Parke East Blvd. TC+BC 20.0 20.0 Tampa, FL 33610 Total 40.0 Spacing 24.0" Lumber Duration Factor 1.25 REFER TO ONLINE PLUS GENERAL Plate Duration Factor 1.25 NOTES AND SYMBOLS SHEET FOR Fb Fc Ft Emin ADDITIONAL SPECIFICATIONS. TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 For proper installation of toe-nails, refer to the 2005 Total Load Reactions (Lbs) National Design Specification it Down Uplift Horiz- (NDS) for Wood Construction A 282 25 U 219 R C 131 6 U NOTES: B 201 177 U Trusses Manufactured by: RIDGWAY ROOF TRUSS it Brg Size Required Analysis Conforms To: A 5.5" 1.5" FBC2014 C 1.511 1.51' TPI 2007 B 1.5" 1.5" This truss has been designed for 20.0 psf LL on the B.C. Plus 18 Wind Load Case(s) in areas where a rectangle Plus 1 LL Load Case(s) 3- 6- 0 tall by Plus 1 DL Load Case(s) 2- 0- 0 wide will fit between the B.C. Membr CSI P Lbs Axl-CSI-Bnd and any other member. ----------Top Chords---------- Design checked for 10 psf non- A -B 0.73 114 C 0.00 0.73 concurrent LL on BC. Online Plus-0 Copyright MiTek®1996-2016 Version 30.0.063 Engineering-Portrait 4272017 1:24:20 PM Page 1 Job Mart Type Span Pl-H1 Left OH Right OH Engineering ' 170208 R28 1 RING1 91001 4.95 0 0 T10990636 Adam Gray Residence HO 8-8 HO 4-9-3 TCI 4-10-14 I 9-10-1 3x4 B 4.95 3-(.148"x3") gun toenails % 4x5 4� 4x5 4-9-3 F 4-1-6 4x5 A 5-(.1481lx3") gun toenails E D C 2x4 11 2x4= W:604 R: 631 U: 175 4-10-14 9-11-1 ALL PLATES ARE MT2020 Scale:0.37U'=1' MiTek® Online Pluse' APPROX. TRUSS WEIGHT: 72.8 LBS Online Plus -- Version 30.0.063 2- 0- 0 wide RUN DATE: 27-APR-17 Membr CSI P Lbs Axl-CSI-End will fit between the B.C. ----------Top Chords---------- and any other member. Southern Pine lumber design A -F 0.74 1297 C 0.12 0.62 Design checked for 10 psf non- valuesare those effective F -B 0.97 98 C 0.00 0.97 concurrent LL on BC. 06-01-13 by SPIB//ALSC UON --------Bottom Chords--------- Wind Loads - ANSI / ASCE 7-10 CSI -Size- ----Lumber---- A -E 0.38 1236 T 0.19 0.19 Truss is designed as TC 0.97 2x 4 SP-#2 E -D 0.71 1236 T 0.19 0.52 Components and Claddings* BC 0.71 2x 6 SP-#2 D -C 0.46 107 T 0.00 0.46 for Exterior zone location. WB 0.51 2x 4 SP-#3 -------------Webs------------- Wind Speed: 130 mph E -F 0.15 421 T Risk Category II Brace truss as follows: F -D 0.51 1345 C Mean Roof Height: 25-0 O.C. From To Exposure Category: C TC Cont. 0-11-12 9- 8- 9 TL Defl -0.12" in E -D L/920 Building Type: Enclosed or 24.0" 0-11-12 9- 8- 9 LL Defl -0.04" in E -D L/999 TC Dead Load: 6.0 psf BC Cont. 0-11-12 9- 8- 9 Hz Disp LL DL TL BC Dead Load: 6.0 psf or 80.6" 0-11-12 9- 8- 9 it B 0.01" 0.01" 0.02" Max comp. force 1345 Lbs Shear // Grain in A -A 0.66 Max tens. force 1236 Lbs psf-Ld Dead Live Connector Plate Fabrication TC 10.0 20.0 Plates for each ply each face. Tolerance = 208 BC 10.0 0.0 Plate - MT20 20 Ga, Gross Area This truss is designed for a TC+BC 20.0 20.0 Plate - MT2H 20 Ga, Gross Area creep factor of 1.5 which Total 40.0 Spacing 24.0" Plate - MS18 18 Ga, Gross Area is used to calculate total Lumber Duration Factor 1.25 it Type Plt Size X Y JSI load deflection. Plate Duration Factor 1.25 A MT20 4.Ox 5.0 Ctr-0.3 0.59 Fb Fc Ft Emin F MT20 4.Ox 5.0-0.2 0.5 0.61 TC 1.00 1.00 1.00 1.00 E MT20 2.Ox 4.0 Ctr Ctr 0.38 BC 1.00 1.00 1.00 1.00 D MT20 2.Ox 4.0 Ctr Ctr 0.91 Total Load Reactions (Lbs) REVIEWED BY: it Down Uplift Horiz- MiTek USA, Inc. A 631 175 U 200 R 6904 Parke East Blvd. C 542 113 U 107 R Tampa, FL 33610 B 348 258 U REFER TO ONLINE PLUS GENERAL it Brg Size Required NOTES AND SYMBOLS SHEET FOR A 6.2" 6.2" ADDITIONAL SPECIFICATIONS. C 1.5" 1.5" B 1.5" 1.5" For proper installation of toe-nails, refer to the 2005 LC# 1 Standard Loading National Design Specification Dur Fctrs - Lbr 1.25 Plt 1.25 (NDS) for Wood Construction plf - Dead Live* From To TC V 20 40 0.0' 9.8' NOTES: BC V 20 0 0.0' 9.8' Trusses Manufactured by: TC V 0 0 0.0' RIDGWAY ROOF TRUSS 40 80 9.8' Analysis Conforms To: BC V 0 0 0.0' FBC2014 40 0 9.8' TPI 2007 This truss has been designed Plus 15 Wind Load Case(s) for 20.0 psf LL on the B.C. Plus 1 LL Load Case(s) in areas where a rectangle Plus 1 DL Load Case(s) 3- 6- 0 tall by Online Plus^'0 Copyright MTekO 1996-2016 Version 30.0.063 Engineering-Portrait 4272017 1:24:20 PM Page 1 Job Mark Quart Type Span P1-H1 Left OH Right OH Engineering 170208 R29 2 JACK1 1111 7 0 0 T10990637 Adam Gray Residence HW 81-3-5 TC 1 11-11 7 8 T3-5>_j A 2-(.14811x31') gun toenails 1-3-5 2-(.1481lx3'') gun toenails C W:508 R: 36 BC 11-i1 1-11 ALL PLATES ARE MT2020 Scale:0.573"=1' MiTek® Online Plus- APPROX. TRUSS WEIGHT: 5.2 LBS Online Plus -- Version 30.0.063 A -C 0.00 16 T Risk Category II RUN DATE: 27-APR-17 Mean Roof Height: 25-0 TL Defl 0.001' in ----- L/999 Exposure Category: C Southern Pine lumber design LL Defl 0.0011 in ----- L/999 Building Type: Enclosed values are those effective Shear // Grain in A -B 0.02 TC Dead Load: 6.0 psf 06-01-13 by SPIB//ALSC UON BC Dead Load: 6.0 psf CSI -Size- ----Lumber---- Plates for each ply each face. Max comp. force 20 Lbs TC 0.00 2x 4 SP42 Plate - MT20 20 Ga, Gross Area Max tens. force 16 Lbs BC 0.00 2x 6 SP42 Plate - MT2H 20 Ga, Gross Area Connector Plate Fabrication Plate - MS18 18 Ga, Gross Area Tolerance = 20% Brace truss as follows: it Type Plt Size X Y JSI This truss is designed for a O.C. From To A MT20 3.Ox 5.0 0.6 0.3 0.67 creep factor of 1.5 which TC Cont. 0- 0- 0 0-11-11 is used to calculate total or 11.711 0- 0- 0 0-11-11 REVIEWED BY: load deflection. BC Cont. 0- 0- 0 0-11-11 MiTek USA, Inc. or 11.711 0- 0- 0 0-11-11 6904 Parke East Blvd. Tampa, FL 33610 psf-Ld Dead Live TC 10.0 20.0 REFER TO ONLINE PLUS GENERAL BC 10.0 0.0 NOTES AND SYMBOLS SHEET FOR TC+BC 20.0 20.0 ADDITIONAL SPECIFICATIONS. Total 40.0 Spacing 24.011 Lumber Duration Factor 1.25 For proper installation of Plate Duration Factor 1.25 toe-nails, refer to the 2005 Fb Fc Ft Emin National Design Specification TC 1.15 1.10 1.10 1.10 (NDS) for Wood Construction BC 1.10 1.10 1.10 1.10 NOTES: Total Load Reactions (Lbs) Trusses Manufactured by: it Down Uplift Horiz- RIDGWAY ROOF TRUSS A 36 30 R Analysis Conforms To: S 32 33 U FBC2014 C 20 5 U 16 R TPI 2007 This truss has been designed it Brg Size Required for 20.0 psf LL on the S.C. A 3.511 1.511 in areas where a rectangle B 1.5" 1.5" 3- 6- 0 tall by C 1.511 1.511 2- 0- 0 wide will fit between the B.C. Plus 18 Wind Load Case(s) and any other member. Plus 1 LL Load Case(s) Design checked for 10 psf non- Plus 1 DL Load Case(s) concurrent LL on BC. Wind Loads - ANSI / ASCE 7-10 Membr CSI P Lbs Axl-CSI-Bnd Truss is designed as ----------Top Chords---------- Components and Claddings* A -B 0.00 20 C for Exterior zone location. --------Bottom Chords--------- Wind Speed: 130 mph Online Plus"'0 Copyright MiTek®1996-2016 Version 30.0.063 Engineering-Portrait 4/272017 1:24:21 PM Page 1 Jot Mark Quan Type Span P1-H1 Left OH Right OH Engineering 170208 R30 2 JACK1 21111 7 0 0 T10990638 Adam Gray Residence HO 8-8 HO 2-5-5 TC2-11-11 B 7 2-(.148"x3") gun toenails 2-5-5 3x5 11 A D 2-(.1481lx3") gun toenails 3x4- W:508 x4-W:508 R: 114 BC - -0 1 2-11-1 2-11-11 ALL PLATES ARE MT2020 Scale:0.629'=1' MiTek- Online P1usTM APPROX. TRUSS WEIGHT: 16.1 LBS Online Plus -- Version 30.0.063 B -B 0.00 4 C concurrent LL on BC. RUN DATE: 27-APR-17 --------Bottom Chords--------- Wind Loads - ANSI / ASCE 7-10 A -D 0.09 132 T 0.02 0.07 Truss is designed as Southern Pine lumber design D -C 0.07 49 T 0.00 0.07 Components and Claddings* values are those effective -----------Sliders------------ for Exterior zone location. 06-01-13 by SPIB//ALSC UON A -D 0.04 143 C Wind Speed: 130 mph CSI -Size- ----Lumber---- Risk Category II TC 0.07 2x 4 SP-#2 TL Defl 0.00" in ----- L/999 Mean Roof Height: 25-0 BC 0.09 2x 4 SP-#2 LL Defl 0.00" in ----- L/999 Exposure Category: C SL 0.04 2x 4 SP-#3 Shear // Grain in A -B 0.08 Building Type: Enclosed TC Dead Load: 6.0 psf Brace truss as follows: Plates for each ply each face. BC Dead Load: 6.0 psf O.C. From To Plate - MT20 20 Ga, Gross Area Max comp. force 143 Lbs TC Cont. 0- 0- 0 2-11-11 Plate - MT2H 20 Ga, Gross Area Max tens. force 136 Lbs or 35.7" 0- 0- 0 2-11-11 Plate - MS18 18 Ga, Gross Area Connector Plate Fabrication BC Cont. 0- 0- 0 2-11-11 it Type Plt Size X Y JSI Tolerance = 20% or 35.7" 0- 0- 0 2-11-11 A MT20 3.Ox 5.0 1.5 0.4 0.69 This truss is designed for a D MT20 3.Ox 4.0 Ctr Ctr 0.09 creep factor of 1.5 which psf-Ld Dead Live is used to calculate total TC 10.0 20.0 REVIEWED BY: load deflection. BC 10.0 0.0 MiTek USA, Inc. TC+BC 20.0 20.0 6904 Parke East Blvd. Total 40.0 Spacing 24.0" Tampa, FL 33610 Lumber Duration Factor 1.25 Plate Duration Factor 1.25 REFER TO ONLINE PLUS GENERAL Fb Fc Ft Emin NOTES AND SYMBOLS SHEET FOR TC 1.15 1.10 1.10 1.10 ADDITIONAL SPECIFICATIONS. BC 1.10 1.10 1.10 1.10 For proper installation of Total Load Reactions (Lbs) toe-nails, refer to the 2005 it Down Uplift Horiz- National Design Specification A 114 93 R (NDS) for Wood Construction C 58 11 U 50 R B 90 81 U NOTES: Trusses Manufactured by: it Brig Size Required RIDGWAY ROOF TRUSS A 5.511 1.5" Analysis Conforms To: C 3.5" 1.511 FBC2014 B 3.511 1.5" TPI 2007 This truss has been designed Plus 18 Wind Load Case(s) for 20.0 psf LL on the H.C. Plus 1 LL Load Case(s) in areas where a rectangle Plus 1 DL Load Case(s) 3- 6- 0 tall by 2- 0- 0 wide Membr CSI P Lbs Axl-CSI-Bnd will fit between the B.C. ----------Top Chords---------- and any other member. A -B 0.07 53 C 0.00 0.07 Design checked for 10 psf non- Online Plus^'0 Copyright MTek®1996-2016 Version 30.0.063 Engineering-Portrait N27=17 1:24:21 PM Pape 1 Job Mark Quan Type span P1 -Hl Left OH Right OH Engineering 170208 R31 2 JACK1 41111 7 0 0 T10990639 Adam Gray Residence HO 8-8 HO 3-7-5 TC4-11-11 H 2-(.148"x3") gun toenails 7 3-7-5 3x5 11 A 2-(.14811x3") gun toenails D C 3x4- W:508 R: 194 U: 8 BC - - - - 4-11-11 ALL PLATES ARE MT2020 Scale:0.487"=1' MiTek®Online Plus" APPROX. TRUSS WEIGHT: 24.2 LBS Online Plus -- Version 30.0.063 B -B 0.00 4 C concurrent LL on BC. RUN DATE: 27-APR-17 --------Bottom Chords--------- Wind Loads - ANSI / ASCE 7-10 A -D 0.27 303 C 0.04 0.23 Truss is designed as Southern Pine lumber design D -C 0.27 83 T 0.00 0.27 Components and Claddings* values are those effective -----------Sliders------------ for Exterior zone location. 06-01-13 by SPIB//ALSC UON A -D 0.09 328 T Wind Speed: 130 mph CSI -Size- ----Lumber---- Risk Category II TC 0.30 2x 4 SP-#2 TL Defl -0.0611 in D -C L/809 Mean Roof Height: 25-0 BC 0.27 2x 4 SP_#2 LL Defl -0.0211 in D -C L/999 Exposure Category: C SL 0.09 2x 4 SP-#3 Shear // Grain in A -B 0.16 Building Type: Enclosed TC Dead Load: 6.0 psf Brace truss as follows: Plates for each ply each face. BC Dead Load: 6.0 psf O.C. From To Plate - MT20 20 Ga, Gross Area Max comp. force 321 Lbs TC Cont. 0- 0- 0 4-11-11 Plate - MT2H 20 Ga, Gross Area Max tens. force 328 Lbs or 48.011 0- 0- 0 4-11-11 Plate - MS18 18 Ga, Gross Area Connector Plate Fabrication BC Cont. 0- 0- 0 4-11-11 it Type Plt Size X Y JSI Tolerance = 20% or 59.711 0- 0- 0 4-11-11 A MT20 3.Ox 5.0 1.5 0.4 0.69 This truss is designed for a D MT20 3.Ox 4.0 Ctr Ctr 0.23 creep factor of 1.5 which psf-Ld Dead Live is used to calculate total TC 10.0 20.0 REVIEWED BY: load deflection. BC 10.0 0.0 MiTek USA, Inc. TC+BC 20.0 20.0 6904 Parke East Blvd. Total 40.0 Spacing 24.011 Tampa, FL 33610 Lumber Duration Factor 1.25 Plate Duration Factor 1.25 REFER TO ONLINE PLUS GENERAL Fb Fc Ft Emin NOTES AND SYMBOLS SHEET FOR TC 1.15 1.10 1.10 1.10 ADDITIONAL SPECIFICATIONS. BC 1.10 1.10 1.10 1.10 For proper installation of Total Load Reactions (Lbs) toe-nails, refer to the 2005 it Down Uplift Horiz- National Design Specification A 195 8 U 156 R (NDS) for Wood Construction C 95 7 U 84 R B 148 132 U NOTES: Trusses Manufactured by: it Brg Size Required RIDGWAY ROOF TRUSS A 5.511 1.511 Analysis Conforms To: C 3.511 1.511 FBC2014 B 3.511 1.511 TPI 2007 This truss has been designed Plus 18 Wind Load Case(s) for 20.0 psf LL on the B.C. Plus 1 LL Load Case(s) in areas where a rectangle Plus 1 DL Load Case(s) 3- 6- 0 tall by 2- 0- 0 wide Membr CSI P Lbs Axl-CSI-Bnd will fit between the B.C. ----------Top Chords---------- and any other member. A -B 0.30 87 C 0.01 0.29 Design checked for 10 psf non- Online PlusTM 0 Copyright MTek®1996-2016 Version 30.0.063 Engineering-Portrait 427/2017 1:24:22 PM Page 7 Job MarkQuan Type Span Pi-Hi Left OH Might OH Engineering ' 170208 R32 1 HHIP 250800 7 0 0 T10990640 Adam Gray Residence HO 8-8 HO 4-9-8 rMr TCfT 7-0-0 1 13-3-12 1 19-0-8 1 25-8-0 18G-MS18-5x8 2x411 3x6- 4x5- B I S1 J 4x10- C 7� 4-9-8 A D H S2 G 8 2x411 5x6= 5x8- 4x8- 4x6- W:508 HGR R:2087 E R:2209 U: 765 2x411 U: 828 BC 7-1-12 1 13-3-12 - j 19-4-0 1 25-8-0 25-8-0 EXCEPT AS SHOWN ALL PLATES ARE MT2020 Scale:0.249"=V MiTek® Online Plus" APPROX. TRUSS WEIGHT: 198.9 LBS Online Plus -- Version 30.0.063 TC V -20 -40 24.7• 25.7• Analysis Conforms To: RUN DATE: 27-APR-17 BC V 25 0 7.1' 24.7' FBC2014 BC V -20 0 24.7' 25.7' TPI 2007 SouthernPine lumber design BC V 280 280 7.1' CL-LB Girder Half Hip values are those effective Framing King Jacks 06-01-13 by SPIE//ALSC UON Plus 21 Wind Load Case(s) Jack Open Faced CSI -Size- ----Lumber---- Plus 1 LL Load Case(s) Setback 7- 0- 0 TC 0.91 2x 4 SP-42 Plus 1 DL Load Casale) Design checked for 10 psf non- 0.60 2x4 M31-MSR2700 concurrent LL on BC. B -S1 S1-C Membr CSI P Lbs Axl-CSI-Bnd Wind Loads - ANSI /ASCE 7-10 BC 0.77 2x 6 SP42 ----------Top Chords---------- Truss is designed as -- 0.41 2x 6 M26-MSR2400 H -B 0.91 3337 C 0.37 0.54 Components and Claddings* H -S2 B -I 0.60 3563 C 0.12 0.48 for Exterior zone location. WB 0.73 2x 4 SP-M2 I -S1 0.44 3563 C 0.06 0.38 Wind Speed: 130 mph -- 0.61 2x 4 SP-43 S1-J 0.48 3563 C 0.06 0.42 Risk Category II E -B B -G G -I G -J J -C 0.59 2648 C 0.07 0.52 Mean Roof Height: 25-0 F -J --------Bottom Chords--------- Exposure Category: C -- 0.44 2x 6 SP42 H -E 0.41 2879 T 0.15 0.26 Building Type: Enclosed D -C E -S2 0.28 2865 T 0.15 0.13 TC Dead Load: 6.0 pef PB --- 2x 4 SP-M3 S2-G 0.77 2865 T 0.46 0.31 BC Dead Load: 6.0 psf M31-MSR2700 is SP-M31 G -F 0.53 2648 T 0.42 0.11 Max comp. force 3563 Lbs or SP-2700f-2.2E F -D 0.28 165 T 0.00 0.28 Max tens. force 3242 Lbs M26-MSR2400 ie SP-M26 -------------Webs------------- Connector Plate Fabrication or SP-2400f-2.OE E -B 0.22 711 T Tolerance = 209 B -G 0.32 852 T This truss is designed for a Brace truss as follows: G -I 0.33 855 C creep factor of 1.5 which O.C. From To G -J 0.44 1144 T is used to calculate total TC Cont. 0- 0- 0 25- 8- 0 F -J 0.61 1584 C load deflection. BC Cont. 0- 0- 0 25- 8- 0 F -C 0.73 3242 T 1 Br or 78.0" 0- 0- 0 25- 8- 0 D -C 0.44 2118 C WindLd Continuous Lateral Restraint req'd at mid-point of webs: TL Defl -0.36" in E -G L/835 F -C LL Defl -0.14" in E -G L/999 Attach CLR with (2)-10d nails Shear // Grain in J -C 0.59 at each web. Refer to BCSI for diagonal Plates for each ply each face. restraint requirements. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Grose Area pef-Ld Dead Live Plate - MS18 18 Ga, Gro sa Area TC 10.0 20.0 Jt Type Plt Size X Y JSI BC 10.0 0.0 H MT20 5.0x 6.0 2.1 0.7 0.96 TC+BC 20.0 20.0 B MS18 5.Ox 8.0 0.9-3.5 0.84 Total 40.0 Spacing 24.0" I MT20 2.0x 4.0 Ctr Ctr 0.72 Lumber Duration Factor 1.25 S1 MT20 3.Ox 6.0 Ctr Ctr 0.81 Plate Duration Factor 1.25 J MT20 4.Ox 5.0 Ctr Ctr 0.51 Flo Fc Ft Emin C MT20 4.0x10.0-0.4-0.3 0.73 TC 1.00 1.00 1.00 1.00 E MT20 2.Ox 4.0 Ctr Ctr 0.89 BC 1.00 1.00 1.00 1.00 S2 MT20 5.Ox 8.0 Ctr Ctr 0.67 G MT20 4.Ox 8.0 Ctr Ctr 0.57 Total Load Reactions (Lbs) F MT20 4.Ox 6.0 1.5 Ctr 0.89 Jt Down Uplift Horiz- D MT20 2.Ox 4.0 Ctr Ctr 0.74 A 2087 765 U 102 R D 2209 828 U 211 R REVIEWED BY: MiTek USA, Inc. Jt Brg Size Required 6904 Parke East Blvd. A 5.5" 1.7" Tampa, FL 33610 D 3.5" 2.6" REFER TO ONLINE PLUS GENERAL LCM 1 Girder Loading NOTES AND SYMBOLS SHEET FOR Dur Fctrs - Lbr 1.25 Plt 1.25 ADDITIONAL SPECIFICATIONS. plf - Dead Live* From To TC V 20 40 0.0' 25.7' NOTES: BC V 20 0 0.0' 25.7' Trusses Manufactured by: TC V 25 50 7.0' 24.71 RIDGWAY ROOF TRUSS Online Plus"'0 Copyright MTek®1996-2016 Version 30.0.063 Engineering-Portrait 4/272017 1:24:23 PM Page 1 Job Mark QUan gape Span Pi-Hi Left OH Right OH Engineering 170208 R33 1 HHIP 250800 7 0 0 T10990641 Adam Gray Residence HO 8-8 HO 5-11-8 4-6-0 1 9-0-0 1 17-2-4 1 25-8-0 1 4x5= 3x6= 4x5= 3x6= B S1 H C 7� 2x4�� G 5-11-8 3x6 11 A D ® I E S2 F 2x411 3x4= 4.8= 3x6= 4x5= W:508 HGR R:1069 R:1183 U: 365 U: 394 OC-G-n ALL PLATES ARE MT2020 Scale:0.246"=1' MiTek® Online Plus- APPROX. TRUSSWEIGHT: 180.2 LBS Online Plus -- Version 30.0.063 B -S1 0.57 1144 C 0.05 0.52 This truss has been designed RUN DATE: 27-APR-17 S1-H 0.87 1144 C 0.01 0.86 for 20.0 psf LL on the B.C. H -C 0.92 1218 C 0.01 0.91 in areas where a rectangle Southern Pine lumber design --------Bottom Chords--------- 3- 6- 0 tall by values are those effective A -I 0.47 936 T 0.14 0.33 2- 0- 0 wide 06-01-13 by SPIB//ALSC UON I -E 0.59 1401 T 0.26 0.33 will fit between the B.C. CSI -Size- ----Lumber---- E -S2 0.47 1218 T 0.14 0.33 and any other member. TC 0.92 2x 4 SP-#2 S2-F 0.68 1218 T 0.25 0.43 Design checked for 10 psf non- BC 0.68 2x 4 SP42 F -D 0.50 208 T 0.00 0.50 concurrent LL on BC. WE 0.65 2x 4 SP-#3 -------------Webs------------- Wind Loads - ANSI / ASCE 7-10 SL 0.23 2x 4 SP-#3 G -E 0.17 291 C Truss is designed as E -B 0.11 347 T Components and Claddings* Brace truss as follows: E -H 0.07 153 T 1 Br for Exterior zone location. O.C. From To F -H 0.33 534 C Wind Speed: 130 mph TC Cont. 0- 0- 0 25- 8- 0 F -C 0.56 1482 T 1 Br Risk Category II or 36.0" 0- 0- 0 25- 8- 0 D -C 0.65 1042 C WindLd Mean Roof Height: 25-0 BC Cont. 0- 0- 0 25- 8- 0 -----------Sliders------------ Exposure Category: C or 84.0" 0- 0- 0 25- 8- 0 A -I 0.23 691 T Building Type: Enclosed Continuous Lateral Restraint TC Dead Load: 6.0 psf req'd at mid-point of webs: TL Defl -0.32" in F -D L/941 BC Dead Load: 6.0 psf E -H F -C LL Defl -0.18" in E -F L/999 Max comp. force 1512 Lbs Attach CLR with (2)-10d nails Shear // Grain in H -C 0.39 Max tens. force 1482 Lbs at each web. Connector Plate Fabrication Refer to SCSI for diagonal Plates for each ply each face. Tolerance = 20% restraint requirements. Plate - MT20 20 Ga, Gross Area This truss is designed for a Plate - MT29 20 Ga, Gross Area creep factor of 1.5 which psf-Ld Dead Live Plate - MS18 18 Ga, Gross Area is used to calculate total TC 10.0 20.0 it Type Plt Size R Y JSI load deflection. BC 10.0 0.0 A MT20 3.Ox 6.0 1.5 0.3 0.92 TC+BC 20.0 20.0 G MT20 2.Ox 4.0 Ctr Ctr 0.30 Total 40.0 Spacing 24.0" B MT20 4.Ox 5.0 Ctr Ctr 0.96 Lumber Duration Factor 1.25 S1 MT20 3.Ox 6.0 Ctr Ctr 0.39 Plate Duration Factor 1.25 H MT20 4.Ox 5.0 Ctr Ctr 0.24 Fb Fc Ft Emin C MT20 3.Ox 6.0 Ctr Ctr 0.83 TC 1.15 1.10 1.10 1.10 I MT20 3.Ox 4.0 Ctr Ctr 0.56 BC 1.10 1.10 1.10 1.10 E MT20 4.Ox 8.0 Ctr Ctr 0.23 S2 MT20 3.Ox 6.0 Ctr Ctr 0.47 Total Load Reactions (Lbs) F MT20 4.Ox 5.0 Ctr Ctr 0.66 it Down Uplift Horiz- D MT20 2.Ox 4.0 Ctr Ctr 0.37 A 1070 366 U 132 R D 1183 394 U 270 R REVIEWED BY: MiTek USA, Inc. it Erg Size Required 6904 Parke East Blvd. A 5.5" 1.5" Tampa, FL 33610 D 3.5" 1.5" REFER TO ONLINE PLUS GENERAL Plus 21 Wind Load Case(s) NOTES AND SYMBOLS SHEET FOR Plus 1 LL Load Case(s) ADDITIONAL SPECIFICATIONS. Plus 1 BC LL Load Case(s) Plus 1 DL Load Case(s) NOTES: Trusses Manufactured by: Membr CSI P Lbs Axl-CSI-Bnd RIDGWAY ROOF TRUSS ----------Top Chords---------- Analysis Conforms To: A -G 0.51 1512 C 0.02 0.49 FBC2014 G -B 0.30 1308 C 0.01 0.29 TPI 2007 Online PlusTM C Copyright MTek®1996-2016 Version 30.0.063 Engineering-Portrait 4272017 1:24:24 PM Page 1 Job Mark Quan Type Span PI-H1 Left OH Right OH Engineering 170208 R34 1 HHIP 250800 7 0 0 T10990642 Adam Gray Residence HO 8-8 HO 7-1-8 TC 1 5-8-10 1 11-0-0 1 19-6-14 1 25-8-0 1 5x10= 5x6 11 2x4 11 B J C 7 2 2x4 11 H 7-1-8 3ZI - 0- 0 t2_ - \\4 D 1 4x5= G E 4x5- R 3x411 18G-MS16-6x14 W:508 7x8- L HGR R:1395 R:1641 U: 249 U: 195 BC 5-6-14 10-0-0 1 19-6-14 1 1 25-8-0 0 0 0 0 0 0 0 0 N N 25-8-0 EJ EXCEPT AS SHOWN ALL PLATES ARE MT2020 Scale:0.240"=1' MiTek® Online Plus- APPROX. TRUSS WEIGHT: 221.1 LBS Online Plus -- Version 30.0.063 TC V 10 0 11.2' 25.5' Trusses Manufactured by: RUN DATE: 27-APR-17 WB S 10 0 B E RIDGWAY ROOF TRUSS WE S 10 0 J I Analysis Conforms To: Southern Pine lumber design FBC2014 values are those effective Plus 21 Wind Load Case(s) TPI 2007 06-01-13 by SPIB//ALSC VON Plus 2 Unbalanced Load Cases Design chocked for 10 psf non- CSI -Size- ----Lumber---- Plus 1 LL Load Case(s) concurrent LL on BC. TC 0.68 2x 6 SP42 Plus 1 DL Load Case(s) Partial-length live loads -- 0.49 2x 4 SP42 Plus 1 Attic 2 Load Case(s) checked. A -B Wind Loads - ANSI / ASCE 7-10 BC 0.80 2. 6 SP-#2 Membr CSI P Lbs Axl-CSI-Bnd Truss is designed as -- 0.29 2x 8 SP-2400f-2.OE ----------Top Chords---------- Components and Claddings* K -I A -H 0.49 2141 C 0.04 0.45 for Exterior zone location. -- 0.50 2x 6 M26-MSR2400 H -B 0.35 2123 C 0.10 0.25 Wind Speed: 130 mph I -D B -J 0.68 1501 C 0.00 0.68 Risk Category II WB 0.92 2x 4 SP-#3 J -C 0.68 143 T 0.00 0.68 Mean Roof Height: 25-0 PB ___ 2x 4 SP-#3 --------Bottom Chords--------- Exposure Category: C M26-MSR2400 is SP-M26 A -G 0.59 1839 T 0.27 0.32 Building Type: Enclosed or SP-2400£-2.OE G -K 0.80 1495 T 0.20 0.60 TC Dead Load: 6.0 psf K -E 0.19 1495 T 0.04 0.15 BC Dead Load: 6.0 psf Brace truss as follows: E -I 0.29 1501 T 0.04 0.25 Max comp. force 2255 Lbs O.C. From To I -D 0.50 1502 T 0.07 0.43 Max tens. force 1839 Lbs TC Cont. 0- 0- 0 25- 8- 0 -------------Webs------------- Connector Plate Fabrication or 42.0" 0- 0- 0 25- 8- 0 G -H 0.10 407 C Tolerance = 206 BC Cont. 0- 0- 0 25- 8- 0 G -B 0.63 864 T This truss is designed for a or 114.0" 0- 0- 0 25- 8- 0 E -B 0.18 462 T creep factor of 1.5 which Continuous Lateral Restraint I -J 0.38 1025 T is used to calculate total req'd at mid-point of webs: J -D 0.92 2255 C 1 Br load deflection. J -D D -C 0.43 104 C Windld Attach CLR with (2)-lOd nails at each web. TL Defl -0.61" in G -E L/490 Refer to BCSI for diagonal LL Defl -0.30" in E -I L/985 restraint requirements. Shear // Grain in E -I 0.41 psf-Ld Dead Live Plates for each ply each face. TC 10.0 20.0 Plate - MT20 20 Ga, Gross Area BC 10.0 0.0 Plate - MT2H 20 Ga, Gross Area TC+BC 20.0 20.0 Plate - MS16 18 Ga, Gross Area Total 40.0 Spacing 24.0" it Type Plt Size x Y JSI Lumber Duration Factor 1.25 A MT20 3.Ox 6.0 0.6 0.3 0.88 Plate Duration Factor 1.25 H MT20 2.Ox 4.0 Ctr Ctr 0.28 Fb Fc Ft Emin B MT20 5.0x10.0-3.2 Ctr 0.88 TC 1.15 1.10 1.10 1.10 J MT20 S.Ox 6.0 0.8 Ctr 0.89 BC 1.10 1.10 1.10 1.10 C MT20 2.Ox 4.0 Ctr Ctr 0.32 G MT20 4.Ox 5.0 Ctr Ctr 0.32 Total Load Reactions (Lbs) K MT20 7.Ox 8.0 Ctr 0.3 0.77 it Down Uplift Horiz- E MT20 3.Ox 4.0 Ctr Ctr 0.28 A 1396 249 U 158 R I MS18 6.0x14.0 Ctr-1.2 0.95 D 1641 195 U 319 R D MT20 4.Ox 5.0 Ctr Ctr 0.80 it Brg Size Required REVIEWED BY: A 5.5" 1.6" MiTek USA, Inc. D 3.5" 1.5" 6904 Parke East Blvd. Tampa, FL 33610 LC# 1 Attic Loading Dur Fctrs - Lbr 1.25 Plt 1.25 REFER TO ONLINE PLUS GENERAL plf - Dead Live* From To NOTES AND SYMBOLS SHEET FOR TC V 20 40 0.0' 25.7' ADDITIONAL SPECIFICATIONS. BC V 20 0 0.0' 25.7' BC V 10 80 11.4' 19.4' NOTES: Online Plus"'0 Copyright M7ek0 1996-2016 Version 30.0.063 Engineenng-Portrait 4272017 1:24:25 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineedfng 170208 R35 1 HHIP 250800 7 0 0 T10990643 Adam Gray Residence HO 8-8 HO 8-3-8 0 0 0 0 TC5-0-0 1 11-3-6 1 .'+ 1 19-6-14 1 25-8-0 6x6- 5x6 11 3x4 I I 6x6 11 B K C J 7 2x4 I I 8-3-8 1 0 3x6 A - 0- 0 D 4z5= H L G N FM W:508 4x5- 6x8- 3x4 11 6x10- HGR R:1400 R:1641 U: 248 U: 199 BC 5-0-0 B-0-0 11-3-6 19-6-14 11 25-8-0 0 0 0 0 0 0 0 0 M O ri N 25-8-0 ALL PLATES ARE MT2020 Scale:0.176'=1' MiTek® Online Plus- APPROX. TRUSS WEIGHT: 266.6 LBS Online Plus -- Version 30.0.063 Plua 21 Wind Load Case(s) Trusses Manufactured by: RUN DATE: 27-APR-17 Plus 2 Unbalanced Load Cases RIDGWAY ROOF TRUSS Plus 1 LL Load Case(s) Analysis Conforms To: Southern Pine lumber design Plus 1 DL Load Case(s) FBC2014 values are those effective Plus 1 Attic 2 Load Case(s) TPI 2007 06-01-13 by SPIB//ALSC UON Design checked for 10 psf non- CSI -Size- ----Lumber---- Membr CSI P Lbs Axl-CSI-Bnd concurrent LL on BC. TC 0.27 2x 8 SP-2400f-2.OE ----------Top Chords---------- Partial-length live loads BC 0.96 2x 6 SP-N2 A -I 0.04 2317 C 0.00 0.04 checked. -- 0.30 2x 8 SP-2400f-2.OE I -J 0.27 2427 C 0.00 0.27 Wind Loads - ANSI / ASCE 7-10 L -F J -B 0.23 1193 C 0.00 0.23 Truss is designed as WB 0.80 2x 4 SP-N3 B -K 0.26 1319 C 0.00 0.26 Components and Claddings* K -C 0.26 165 T 0.00 0.26 for Exterior zone location. Brace truss as follows: --------Bottom Chords--------- Wind Speed: 130 mph O.C. From To A -H 0.37 2001 T 0.29 0.08 Risk Category II TC Cont. 0- 0- 0 25- 8- 0 H -L 0.87 1317 T 0.18 0.69 Mean Roof Height: 25-0 or 48.0" 0- 0- 0 25- 8- 0 L -G 0.21 1318 T 0.04 0.17 Exposure Category: C BC Cont. 0- 0- 0 25- 8- 0 G -F 0.30 1318 T 0.04 0.26 Building Type: Enclosed or 108.0" 0- 0- 0 25- 8- 0 F -D 0.96 1320 T 0.18 0.78 TC Dead Load: 6.0 psf Continuous Lateral Restraints -------------Webs------------- BC Dead Load: 6.0 psf req'd at third-points of webs H -I 0.12 575 C Max comp. force 2427 Lbs K -D H -J 0.80 1177 T Max tens. force 2001 Lbs Attach CLR with (2)-10d nails G -J 0.18 490 T Connector Plate Fabrication at each web. F -K 0.35 960 T Tolerance = 204 Refer to BCSI for diagonal K -D 0.80 2169 C 2 Br This truss is designed for a restraint requirements. D -C 0.59 130 T WindLd creep factor of 1.5 which is used to calculate total psf-Ld Dead Live TL Defl -0.57" in H -G L/527 load deflection. TC 10.0 20.0 LL Defl -0.29" in G -F L/999 BC 10.0 0.0 Shear // Grain in G -F 0.40 TC+BC 20.0 20.0 Total 40.0 Spacing 24.0" Plates for each ply each face. Lumber Duration Factor 1.25 Plate - MT20 20 Ga, Gross Area Plate Duration Factor 1.25 Plate - MT2H 20 Ga, Gross Area Fb Fc Ft Emin Plate - MS18 18 Ga, Gross Area TC 1.15 1.10 1.10 1.10 Jt Type Plt Size X Y JSI BC 1.10 1.10 1.10 1.10 A MT20 3.Ox 6.0 Ctr 0.2 0.95 I MT20 2.Ox 4.0 Ctr Ctr 0.29 Total Load Reactions (Lbs) J MT20 6.Ox 6.0-1.2 Ctr 0.75 Jt Down Uplift Horiz- B MT20 6.Ox 6.0 Ctr-0.6 0.44 A 1401 248 U 185 R K MT20 5.Ox 6.0 0.8 0.6 1.00 D 1641 199 U 376 R C MT20 3.Ox 4.0 Ctr Ctr 0.21 H MT20 4.Ox 5.0 Ctr Ctr 0.47 Jt Brg Size Required L MT20 6.Ox 8.0 Ctr Ctr 0.74 A 5.5" 1.711 G MT20 3.Ox 4.0 Ctr Ctr 0.30 D 3.5" 1.9" F MT20 6.0x10.0 Ctr-1.2 0.91 D MT20 4.Ox 5.0 Ctr Ctr 0.75 LCN 1 Attic Loading Dur Fctrs - Lbr 1.25 Plt 1.25 REVIEWED BY: plf - Dead Live* From To MiTek USA, Inc. TC V 20 40 0.0' 25.7' 6904 Parke East Blvd. BC V 20 0 0.01 25.7' Tampa, FL 33610 TC V 10 0 11.4' 13.01 BC V 10 80 11.4' 19.41 REFER TO ONLINE PLUS GENERAL TC V 10 0 13.0' 25.51 NOTES AND SYMBOLS SHEET FOR WB S 10 0 J G ADDITIONAL SPECIFICATIONS. WE S 10 0 K F NOTES: Online Plus-0 Copyright MTek®1996-2016 Version 30.0.063 Engineering-Portrait 4272017 1:24:26 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 170208 R36 1*3P SP 400408 7 0 0 T10990644 Adam Gray Residence NO 8-8 HO 8-10-3 W b o s m Q m r n m m n 0 0 0 0 0 0 TC 7-7-10 25-9-8 1 32-10-6 1 40-4-8 #4x6= Y #4x5 I I 7x8=U #4x6= D X 6x6= C 18G-MS18-6x10 ; 4x5-5x8= 4x5= 5x8= 3x411 B Q7 Z CC Q Sl O AA T 7x8 iS 7 M I 9-2-9 4x8 117 I A 0- 0 RB L R T S2 G n 3x5 II W:508 2x411#8x10 II 5x5- 6x8-5x5- W:508 R:4228 R:7454 U:1175 P U:2545 V #8x10 II 18G-MS18-6x10 = W 18G-MS18-6x10 = BC 7-5-14 19-7-14 125-9-8 33-1-14 - 0 0 0 a 40-4-8 EXCEPT AS SHOWN ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale:0.081"=1' MiTek® Online Plus- APPROX. TRUSS WEIGHT: 438.4 LBS Online Plus -- Version 30.0.063 MA V 10 0 13.6' 19.7' C MT20 6.Ox 6.0 Ctr-2.0 0.49 selected through a plate RUN DATE: 27-APR-17 WB S 10 0 S R D MT20 7.Ox 85.0 Ctr Ctr 0.91 monitor. ********* WB S 10 0 U T UN MT20 4.Ox .0 0.1 0.7 0.27 Partial-length live loads **3*Ply Truces * BC V 2038 2038 25.8' CL-LB Q MT20 4.Ox 5.0 Ctr Ctr 0.57 checked. *****•****•**** S1 MT20 5.Ox 8.0 Ctr Ctr 0.36 Wind Loads - ANSI / ASCE 7-10 Plus 21 Wind Load Case(s) O MT20 4.Ox 5.0 Ctr Ctr 0.90 Truss is designed as Southern Pine lumber design Plus 2 Unbalanced Load Cases AA MT20 5.Ox 8.0-0.5 Ctr 0.84 Components and Claddings* value: are those effective Plus 1 LL Load Casale) L MT20 2.Ox 4.0 Ctr Ctr 0.26 for Exterior zone location. 06-01-13 by SPIB//ALSC UON Plus 1 DL Load Case(s) V MS18 6.0x10.0 Ctr Ctr 0.87 Wind Speed: 130 mph CSI -Size- ----Lumber---- Plus 1 Attic 2 Load Case(s) R# MT20 8.0x10.0-0.5-1.2 0.47 Risk Category II TC 0.47 2x 6 M26-MSR2400 T MT20 5.0x 5.0 Ctr Ctr 0.45 Mean Roof Height: 25-0 -- 0.24 2x 4 SP-#2 Membr CSI P Lbs Axl-CSI-Bnd W MS18 6.0x10.0 Ctr Ctr 0.99 Exposure Category: C A -M ----------Top Chords---------- P# MT20 8.0x10.0 0.5-1.3 0.44 Building Type: Enclosed -- 0.43 2x 6 SP-#2 A -M 0.24 6971 C 0.12 0.12 S2 MT20 6.Ox 8.0 Ctr Ctr 0.40 TC Dead Load: 6.0 psf B -C C -D M -S 0.34 8353 C 0.01 0.33 G MT20 5.Ox 5.0 1.0 Ctr 0.91 BC Dead Load: 6.0 psf BC 0.70 2x 8 SP-2400£-2.OE S -X 0.41 6599 C 0.01 0.40 Be MT20 3.Ox 5.0 Ctr Ctr 0.45 Max comp. force 8909 Lbs WB 0.70 2x 4 SP-#2 X -B 0.40 594 C 0.00 0.40 Y# MT20 4.Ox 6.0 Ctr-0.6 0.28 Max tens. force 8908 Lbs -- 0.65 2x 4 SP-#3 B -C 0.43 145 T 0.00 0.43 Connector Plate Fabrication L -M M -R R -S T -Q C -D 0.24 532 T 0.02 0.22 # = Plate Monitor used Tolerance = 206 P -Q G -O BB-AA D -U 0.39 125 T 0.00 0.39 REVIEWED BY: Exceptions: P 09 -- 0.64 2x 6 BB-AA U -Q 0.47 6541 C 0.01 0.46 Mi Tek USA, Inc. This trues is designed for a T -U Q -S1 0.09 8909 C 0.01 0.08 6904 Parke East Blvd. creep factor of 1.5 which ACT 0.36 2x 6 SP-#2 SI-O 0.07 8909 C 0.02 0.05 Tampa, FL 33610 is used to calculate total M26-MSR2400 is SP-1426 O -AA 0.05 5532 C 0.00 0.05 load deflection. or SP-2400f-2.OE --------Bottom Chords--------- REFER TO ONLINE PLUS GENERAL A -L 0.21 6035 T 0.07 0.14 NOTES AND SYMBOLS SHEET FOR Brace truss as follows: L -V 0.53 6035 T 0.07 0.46 ADDITIONAL SPECIFICATIONS. O.C. From To V -R 0.67 6035 T 0.07 0.60 TC Cont. 0- 0- 0 40- 4- 8 R -T 0.70 6956 T 0.08 0.62 NOTES: or 48.0" 0- 0- 0 40- 4- 8 T -W 0.68 8908 T 0.11 0.57 Trusses Manufactured by: Sc Cont. 0- 0- 0 40- 4- 8 W -P 0.61 8908 T 0.11 0.50 RIDGWAY ROOF TRUSS or 120.0" 0- 0- 0 40- 4- 8 P -S2 0.17 5531 T 0.07 0.10 Analysis Conforms To: Cont. Attic Chords (Top) S2-G 0.17 5531 T 0.07 0.10 FBC2014 or 74.5" Attic Chords (Top) G -BB 0.12 317 T 0.00 0.12 TPI 2007 -------------Webs------------- 3 COMPLETE TRUSSES REQUIRED. pef-Ld Dead Live L -M 0.19 2693 C Fasten plies together in TC 10.0 20.0 M -R 0.25 1791 T staggered pattern. 8C 10.0 0.0 R -S 0.46 3283 T Connector Rows Spacing TC+HC 20.0 20.0 Y -U 0.64 1248 T 0.02 0.62 TC 10d Gun Nail: 2 12.0 in Total 40.0 Spacing 24.0" T -Y 0.64 1215 T 0.02 0.62 BC 10d Gun Nails 3 12.0 in Lumber Duration Factor 1.25 T -Q 0.56 4127 C WB 10d Gun Nails 1 8.0 in Plate Duration Factor 1.25 P -Q 0.39 2467 T TC Connection Exception -- Fb Fc Ft Emin P -O 0.43 5151 T Space connectors for the TC 1.15 1.10 1.10 1.10 G -O 0.41 4250 C following top chords - BC 1.10 1.10 1.10 1.10 G -AA 0.70 8439 T A -M 1 row: @ 12.0" o.c. BB-AA 0.65 6588 C WindLd Web Connection Exception -- Total Load Reactions (Lbs) ------Attic Chords (Top)------ Space connectors for the Jt Down Uplift Horiz- X -Y 0.36 6909 C following webs- A 4229 1176 U 174 R T -Q 1 rows @ 4.0" o.c. BB 7454 2545 U 410 R TL Defl -1.17" in T -P L/404 P -O 1 rows @ 4.0" o.c. LL Defl -0.47" in R -T L/999 G -O 1 rows @ 4.0" o.c. it Brg Size Required Shear // Grain in S -X 0.71 G -AA 1 rows @ 4.0" o.c. A 5.5" 1.5^ BB-AA 1 rows @ 4.0" o.c. BE 5.5" 2.1" Plates for each ply each face. 10d gun nails (0.1311lx3") Plate - MT20 20 Ga, Gross Area must be installed as noted LC# 1 Attic Loading Plate - MT2H 20 Ga, Gross Area above, as each layer is Dur Fctrs - Lbr 1.25 Plt 1.25 Plate - MS1S 20 Ga, Gross Area applied. plf - Dead Live• From To Jt Type Plt Size X Y JSI Plus clusters of nails where TC V 20 40 0.0' 40.4' A MT20 4.0x 8.0 Ctr-1.1 0.76 shown. BC V 20 0 0.0' 40.4' M MT20 7.Ox 8.0 Ctr Ctr 0.47 Design checked for 10 psf non- BC V 127 127 26.81 40.4' S MT20 3.Ox 4.0 Ctr 0.6 0.58 concurrent LL on BC. TC V 10 0 11.4' 13.2' X# MT20 4.Ox 6.0 0.1 Ctr 0.55 NOTE: USER MODIFIED PLATES BC V 10 80 11.4' 19.4' B MS18 6.0x10.0 1.1-4.2 0.84 This design may have plates Online PlusTM O Copyright MiTek®1996-2016 Version 30.0.063 Engineenng-Portrait 41272017 1:24:33 PM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 170208 R37 1 SP 400700 7 0 0 T10990645 Adam Gray Residence HO 8-8 HO 7-9-1 OI O N In O r 0 N ri O O O TC 1 6-6-13 1 11-3-6 1 '4 1 "I I 't ''t 1 26-0-0 1 33-1-12 1 40-7-0 #5x8= U 6x6 7 7 F- B #5x8= #7x10 11 V #7x10 4x5= 5x8= 4x5= 5x8= C W S1 N Y 4 7x8 9-9-15 T 1 rn 7 o 5'Z< 8= A 0- 0 Z X P 0 G F S2 ➢ 3x4 I I W:508 2x4 11 #8x10 I I 5x5= #7x10= 5x5= 5x8- HGR R:2194 R R:1973 U: 442 18G-MS18-6x12 = U: 527 0 0 .4 40-7-0 EXCEPT AS SHOWN ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale:0.136"=1' MiTek:s Online Plus- APPROX. TRUSS WEIGHT: 418.1 LBS Online Plus -- Version 30.0.063 Our Fctrs - Lbr 1.25 Plt 1.25 Plate - MT20 20 Ga, Gross Area TC Dead Load: 6.0 psf RUN DATE: 27-APR-17 plf - Dead Live* From To Plate - MT2H 20 Go, Gross Area BC Dead Load: 6.0 psf TC V 20 40 0.0' 40.6' Plate - MS18 20 Ga, Gross Area Max camp. force 5097 Lbs Southern Pine lumber design BC V 20 0 0.0' 40.6' it Type Plt Size X Y JSI Max tone. force 3097 Ibs values are those effective TC V 10 0 11.4' 13.9' A MT20 5.0x 8.0 Ctr Ctr 0.61 Connector Plate Fabrication 06-01-13 by SPIB//ALSC UON TC V 10 0 17.4' 19.4' T MT20 7.Ox 8.0-1.1 1.9 0.42 Tolerance = 20% CSI -Size- ----Lumber---- BC V 10 80 11.4' 19.4' Q# MT20 7.0x10.0-1.8 0.2 0.50 This truss is designed for a TC 0.61 2x 8 SP-2400f-2.OE MA V 10 0 14.11 17.11 U# MT20 5.Ox8.0 1.7 0.8 0.67 creep factor of 1.5 which -- 0.27 2x 6 SP-#2 WB S 10 0 Q P B MT20 6.Ox 6.0 Ctr-0.6 0.36 is used to calculate total C -S1 S1-Y WB S 10 0 C 0 V# MT20 5.Ox 8.0-1.7 0.8 0.67 load deflection. BC 0.69 2x 6 M26-MSR2400 C# MT20 7.0x10.0-1.6-0.3 0.47 -- 0.50 2x 8 SP-2400f-2.OE Plus 21 Wind Load Case(s) W MT20 4.Ox 5.0 Ctr Ctr 0.35 R -G Plus 2 Unbalanced Load Cases SS MT20 5.Ox 8.0 Ctr Ctr 0.36 -- 0.39 2. 6 SP-#2 Plus 1 LL Load Case(s) N MT20 4.Ox 5.0 Ctr Ctr 0.72 G -S2 S2-Z Plus 1 DL Load Cases) Y MT20 5.Ox 8.0-0.5 Ctr 0.98 WB 0.92 2x 4 SP-#3 Plus 1 Attic 2 Load Case(s) X MT20 2.Ox 4.0 Ctr Ctr 0.47 ACT 0.63 2x 4 SP-#2 R MS18 6.0x12.0 Ctr Ctr 0.97 M26-MSR2400 is SP-M26 Membr CSI P Lbs Axl-CSI-Bnd P# MT20 8.0x10.0-0.5-1.5 0.50 or SP-2400f-2.OE ----------Top Chords- 0 MT20 5.0x 5.0 Ctr Ctr 0.29 A -T 0.05 3541 C 0.01 0.04 G# MT20 7.0x10.0 1.1-1.8 0.83 Brace truss as follows: T -Q 0.17 3647 C 0.01 0.16 F MT20 5.Ox 5.0 Ctr Ctr 0.92 O.C. From To Q -U 0.56 2856 C 0.00 0.56 S2 MT20 5.Ox 8.0 Ctr Ctr 0.36 TC Cont. 0- 0- 0 40- 7- 0 U -B 0.61 1624 T 0.05 0.56 Z MT20 3.Ox 4.0 Ctr Ctr 0.45 or 48.0" 0- 0- 0 40- 7- 0 B -V 0.50 1761 T 0.06 0.44 BC Cont. 0- 0- 0 40- 7- 0 V -C 0.44 2707 C 0.00 0.44 # - Plate Monitor used or 120.011 0- 0- 0 40- 7- 0 C -W 0.22 3097 C 0.03 0.19 REVIEWED BY: Cont. Attic Chords (Top) W -S1 0.21 2790 C 0.02 0.19 MiTek USA, Inc. or 24.011 Attic Chords (Top) S1-N 0.27 2790 C 0.02 0.25 6904 Parke East Blvd. Continuous Lateral Restraint N -Y 0.27 1690 C 0.01 0.26 Tampa, FL 33610 req'd at mid-point of webs: --------Bottom Chords--------- F -N F -Y Z -Y A-X 0.29 3048 T 0.14 0.15 REFER TO ONLINE PLUS GENERAL Attach CLR with (2)-10d nails X -R 0.69 3053 T 0.12 0.57 NOTES AND SYMBOLS SHEET FOR at each web. R -P 0.49 3062 T 0.09 0.40 ADDITIONAL SPECIFICATIONS. Refer to BCSI for diagonal P -0 0.50 3097 T 0.10 0.40 restraint requirements. 0 -G 0.43 2789 T 0.09 0.34 NOTES: G -F 0.39 1690 T 0.23 0.16 Trusses Manufactured by: psf-Id Dead Live F -S2 0.15 305 T 0.00 0.15 RIDGWAY ROOF TRUSS TC 10.0 20.0 S2-Z 0.15 305 T 0.00 0.15 Analysis Conforms To: BC 10.0 0.0 -------------Webs---- FBC2014 TC+BC 20.0 20.0 X -T 0.17 531 C TPI 2007 Total 40.0 Spacing 24.0" T -P 0.22 392 T Design checked for 10 psf non- Lumber Duration Factor 1.25 P -Q 0.50 1325 T concurrent LL on BC. Plate Duration Factor 1.25 O -C 0.32 351 C NOTE: USER MODIFIED PLATES Fb Fc Ft Emin 0 -W 0.25 750 T This design may have plates TC 1.15 1.10 1.10 1.10 G -W 0.75760 C selected through a plate BC 1.10 1.10 1.10 1.10 G -N 0.59 1568 T monitor. F -N 0.48 1597 C 1 Br Partial-length live loads Total Load Reactions (Lbs) F -Y 0.92 2415 T 1 Br checked. it Down Uplift Horiz- Z -Y 0.73 1907 C WindLd 1 Br Wind Loads - ANSI / ASCE 7-10 A 2195 442 U 202 R ------Attic Chords (Top)------ Truss is designed as Z 1974 527 U 408 R U -V 0.63 5097 C Components and Claddings* for Exterior zone location. it Bzg Size Required TL Defl -1.14" in O -G L/419 Wind Speed: 130 mph A5.511 1.8" LL Defl -0.52" in P -O L/920 Risk Category II Z 3.511 2.3" Shear // Grain in V -C 0.90 Mean Roof Height: 25-0 Exposure Category: C LC# 1 Attic Loading Plates for each ply each face. Building Type: Enclosed Online Plus"'0 Copyright MTek®1996-2016 Version 30.0.063 Engineenng-Portrait 4272017 1:24:35 PM Page 1 Job Nark Quan Type Span Pi-Hi Left OH Right OH Engineering 170208 R38 1 SP 400700 7 0 0 T10990646 Adam Gray Residence HO 8-8 HO 6-7-1 d1 O N V 1I1 O 11 .-1 H O W N r I O O O O TC f 6-10-8 1 11-3-6 1 . I . 1 14 1 . 1 N 1 27-10-1 1 34-1-11 1 40-7-0 6x6= #7x10 11 B #5x8= Q nV # 18-7x14 II 7 4x5= 3x6- 4x5= 5x8= L S1 M W 7x8,1 9-9-15 SPL5x8A X I O N G S F V 3x411 W:508 2x4 II #8X1011 5x6= 4x5= 6x8=4x5 5x5= HGR R:2192 R R:1971 U: 448 18G-MS18-6x10 = U: 525 BC 6-8-12 10-0-019-6-14 26-0-0 34-1-11 40-7-0 .-1 o 0 r1 0 0 � v o .-1 r � N N a 40-7-0 EXCEPT AS SHOWN ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale:0.149"=1' MiTek® Online Plus- APPROX. TRUSS WEIGHT: 411.0 LBS Online Plus -_ Version 30.0.063 Truss is designed as RUN DATE: 27-APR-17 LC# 1 Attic Loading TL Defl -1.021' in N -G L/466 Components and Claddings* Dur Fctrs - Lbr 1.25 Plt 1.25 LL Defl -0.46" in O -N L/999 for Exterior zone location. Southern Pine lumber design plf - Dead Live* From To Shear // Grain in U -Q 0.93 Wind Speed: 130 mph Values are those effective TC V 20 40 0.0' 40.6' Risk Category II 06-01-13 by SPIB//ALSC UON BC V 20 0 0.0' 40.6' Plates for each ply each face. Mean Roof Height: 25-0 CSI -Size- ----Lumber---- TC V 10 0 11.41 13.91 Plate - MT20 20 Ga, Groes Area Exposure Category: C TC 0.77 2x 4 SP_#1 TC V 10 0 17.4' 19.4' Plate - MT2H 20 Ga, Gross Area Building Type: Enclosed -- 0.48 2x 8 SP-2400£-2.OE BC V 10 80 11.4' 19.4' Plate - MS18 20 Ga, Gross Area TC Dead Load: 6.0 pef A -J J -B B -C MA V 10 0 14.1' 17.11 it Type Plt Size X Y JSI BC Dead Load: 6.0 pef BC 0.94 2x 6 SP-#2 WS S 10 0 P O A MT20 5.Ox 8.0 Ctr Ctr 0.61 Max comp. force 4157 Lbs -- 0.51 2x 6 M26-MSR2400 WB S 10 0 Q N J MT20 7.Ox 8.0-1.1 1.9 0.42 Max tens. force 3707 Lbs A -R P# MT20 7.0x10.0-1.8 0.2 0.45 Connector Plate Fabrication -- 0.36 2x 8 SP-2400f-2.OE Plus 21 Wind Load Casale) T# MT20 5.Ox 8.0 2.0 0.8 0.57 Tolerance = 209 R -S Plus 2 Unbalanced Load Cases B MT20 6.Ox 6.0 Ctr-0.6 0.36 This truss is designed for a WB 0.95 2x 4 SP-#3 Plus 1 LL Load Casale) U# MT20 5.Ox 8.0-1.9 0.8 0.57 creep factor of 1.5 which -- 0.60 2x 4 SP-#2 Plus 1 DL Load Case(s) Q# MT20 7.0x10.0 1.8 0.2 0.61 is used to calculate total N -Q Plus 1 Attic 2 Load Case(s) C# MS18 7.0x14.0 Ctr-3.5 0.93 load deflection. ACT 0.86 2x 4 SP-#3 L MT20 4.Ox 5.0 Ctr Ctr 0.47 M26-MSR2400 isSP-M26 Membr CSI P Lbs Axl-CSI-Bnd S1 MT20 3.Ox 6.0 Ctr Ctr 0.61 or SP-2400f-2.OE ----------Top Chords---------- M MT20 4.Ox 5.0 Ctr Ctr 0.78 A -J 0.05 3568 C 0.01 0.04 W MT20 5.Ox 8.0-0.5 Ctr 0.99 Brace truss as follows: J -P 0.20 3537 C 0.01 0.19 I MT20 2.Ox 4.0 Ctr Ctr 0.47 O.C. From To P -T 0.42 2822 C 0.00 0.42 R MS18 6.0x10.0 Ctr Ctr 0.88 TC Cont. 0- 0- 0 40- 7- 0 T -B 0.44 846 T 0.02 0.42 O# MT20 8.0x10.0-0.5-1.3 0.45 or 24.01' 0- 0- 0 40- 7- 0 B -U 0.22 1118 T 0.03 0.19 N MT20 5.Ox 6.0 Ctr Ctr 0.93 BC Cont. 0- 0- 0 40- 7- 0 U -Q 0.47 2542 C 0.00 0.47 G MT20 4.Ox 5.0 Ctr-0.5 0.62 or 102.01' 0- 0- 0 40- 7- 0 Q -C 0.48 3968 C 0.01 0.47 S MT20 6.Ox 8.0 Ctr Ctr 0.58 Cont. Attic Chords (Top) C -L 0.77 3698 C 0.25 0.52 F MT20 4.Ox 5.0 Ctr Ctr 0.78 or 24.011 Attic Chorda (Top) L -S1 0.32 2989 C 0.10 0.22 V MT20 5.Ox 5.0 Ctr Ctr 0.95 Continuous Lateral Restraint S1-M 0.41 2989 C 0.06 0.35 X MT20 3.Ox 4.0 Ctr Ctr 0.45 req'd at mid-point of webs: M -W 0.37 1778 C 0.01 0.36 N -C V -M X -W Bottom Chords--------- # = Plate Monitor used Attach CLR with (2)-10d nails A -I 0.26 3072 T 0.15 0.11 REVIEWED BY: at each web. I -R 0.51 3075 T 0.12 0.39 MiTek USA, Inc. Refer to BCSI for diagonal R -0 0.36 3082 T 0.09 0.27 6904 Parke East Blvd. restraint requirements. O -N 0.36 2979 T 0.09 0.27 Tampa, FL 33610 N -G 0.29 3707 T 0.12 0.17 pef-Ld Dead Live G -S 0.22 2989 T 0.10 0.12 REFER TO ONLINE PLUS GENERAL TC 10.0 20.0 S -F 0.94 2986 T 0.43 0.51 NOTES AND SYMBOLS SHEET FOR BC 10.0 0.0 F -V 0.35 1778 T 0.26 0.09 ADDITIONAL SPECIFICATIONS. TC+BC 20.0 20.0 V -X 0.12 278 T 0.00 0.12 Total 40.0 Spacing 24.0" -------------Webs------------- NOTES: Lumber Duration Factor 1.25 I -J 0.11 368 C Trusses Manufactured by: Plate Duration Factor 1.25 J -O 0.27 428 C RIDGWAY ROOF TRUSS Fb Fc Ft Emin 0 -P 0.44 1177 T Analysis Conforms To: TC 1.15 1.10 1.10 1.10 N -Q 0.60 2690 T FBC2014 BC 1.10 1.10 1.10 1.10 N -C 0.64 2645 C 1 Br TPI 2007 G -C 0.53 770 C Design checked for 10 psf non- Total Load Reactions (Lbs) G -L 0.38 1023 T concurrent LL on BC. it Down Uplift Horiz- F -L 0.73 996 C NOTE: USER MODIFIED PLATES A 2192 449 U 211 R F -M 0.64 1701 T This design may have plates X 1971 525 U 387 R V -M 0.41 1630 C 1 Br selected through a plate V -W 0.95 2498 T monitor. it Brg Size Required X -W 0.48 1912 C WindLd 1 Br Partial-length live loads A5.511 1.8" ------Attic Chords (Top)------ checked. X 3.511 2.311 T -U 0.86 4157 C Wind Loads - ANSI / ASCE 7-10 Online Plus-O Copyright MTek®1996-2016 Version 30.0.063 Engineering-Portrait 4272017 1:24:35 PM Page 1 Job Mark Quan Tripe Span P1-H1 Left OH Right OH Engineering 170208 R39 1 SP 400700 7 0 0 T10990647 Adam Gray Residence HO 8-8 HO 5-5-1 10 a o a a to %0 0 0 0 o o r a v o .4 0 0 0 0 o -1 In r 01 m � TC �j 6-10-8 1 ri 1 H I H I H I .I a 1 29-2-1 1340714 1 40-7-0 #5x8- AA #5x8 = #7x10 II 26x6- R B T 7oTiR #7x10 11 18G-MS18-5x8 = 4 11 5x6= CC 7 SPL WSPL 9-9-155x8-A V/1 DD BB I G T S 3x411 I 2x4 11P 0 2x4 I Y 4x10= 4x5- ) W:508 6x8- HGR R:2192 #8x10 11 5x6- R:1971 U: 452 R U: 521 18G-MS18-6x10 - BC 6-8-12 1 1 1 19-8-10 1 1 1 N-11-6 40-7-0 0 0 0 H o ri rn o .4 0 0 0 o r4 a 0 a 0 0 0 0 0 O rl OI 10 dt 11 rt N N N 40-7-0 EXCEPT AS SHOWN ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale:0.081"=1' MiTek® Online Plus- APPROX. TRUSS WEIGHT: 399.8 LBS Online Plue -- Version 30.0.063 A 5.5. 1.8" Z -AA 0.87 4209 C Trues is designed as RUN DATE: 27-APR-17 DO 3.5" 2.3" Components and Claddings* TL Defl -1.07" in O -G L/447 for Exterior zone location. Southern Pine lumber design LC# 1 Attic Loading LL Defl -0.48" in P -O L/994 Wind Speed: 130 mph Values are those effective Dur Fctre - Ibr 1.25 Plt 1.25 Shear // Grain in AA-R 0.93 Risk Category II 06-01-13 by SPIB//ALSC UON plf - Dead Live+ From To Mean Roof Height: 25-0 CSI -Size- ----Lumber---- TC V 20 40 0.0' 40.6' Plate. for each ply each face. Exposure Category: C TC 0.74 2x 4 SP-#1 BC V 20 0 0.0' 40.6' Plate - MT20 20 Ga, Gross Area Building Type: Enclosed -- 0.50 2x 8 SP-2400f-2.OE TC V 10 0 11.4' 13.9` Plate - MT2H 20 Ga, Gross Area TC Dead Load: 6.0 pef A -J J -B B -C TC V 10 0 17.41 19.4' Plate - MS18 20 Ga, Groes Area BC Dead Load: 6.0 pef -- 0.43 2x 4 SP-#2 BC V 10 80 11.41 19.41 it Type Plt Size X Y JSI Max comp, force 4209 Lbe W -CC MA V 10 0 14.1' 17.11 A MT20 5.Ox 8.0 Ctr Ctr 0.61 Max tone. force 4530 Lbs BC 0.82 2x 6 SP-#2 WB S 10 0 Q P J MT20 7.Ox 8.0-1.1 1.9 0.42 Connector Plate Fabrication -- 0.52 2x 6 1426-MSR2400 WB S 10 0 R O Q# MT20 7.0x10.0-1.8 0.1 0.45 Tolerance = 209 A -X Z# MT20 5.Ox 8.0 2.0 0.8 0.57 This true. is designed for a -- 0.37 2x 8 SP-2400f-2.OE Plus 21 Wind Load Casale) B MT20 6.Ox 6.0 Ctr-0.6 0.36 creep factor of 1.5 which X -Y Plus 2 Unbalanced Load Cases AA#MT20 5.Ox 8.0-1.8 0.8 0.56 is used to calculate total WB 0.94 2x 4 SP-#3 Plus 1 LL Load Case(s) R# MT20 7.0x10.0 1.8 0.1 0.78 load deflection. -- 0.64 2x 4 SP-#2 Plus 1 DL Load Casale) C MS18 10.0x14.0 Ctr-1.5 0.74 T -W S -CC Plus 1 Attic 2 Load Casale) V MT20 2.Ox 4.0 Ctr Ctr 0.34 ACT 0.87 2x 4 SP-#3 W MT20 5.Ox 6.0 Ctr 0.5 0.94 M26-MSR2400 is SP-M26 Membr CSI P Lbs Axl-CSI-Bnd CC MS18 5.Ox 8.0-0.5 Ctr 0.62 or SP-2400f-2.OE ----------Top Chords---------- I MT20 2.Ox 4.0 Ctr Ctr 0.47 A -J 0.05 3566 C 0.01 0.04 X M918 6.0x10.0 Ctr Ctr 0.90 Brace trues as follows: J -Q 0.19 3543 C 0.01 0.18 P# MT20 8.0x10.0-0.5-1.3 0.45 O.C. From To Q -Z 0.43 2823 C 0.00 0.43 O MT20 5.Ox 6.0 Ctr Ctr 0.91 TC Cont. 0- 07 0 40- 7- 0 Z -B 0.45 890 T 0.02 0.43 G MT20 2.Ox 4.0 Ctr Ctr 0.34 or 30.0" 0- 0- 0 40- 7- 0 B -AA 0.23 1154 T 0.03 0.20 Y MT20 6.Ox 8.0 Ctr Ctr 0.99 BC Cont. 0- 0- 0 40- 7- 0 AA-R 0.46 2552 C 0.00 0.46 T MT20 4.0x10.0 Ctr Ctr 0.66 or 90.0" 0- 0- 0 40- 7- 0 R -C 0.50 3685 C 0.01 0.49 S MT20 4.Ox 5.0 1.0 Ctr 0.91 Cont. Attic Chord. (Top) C -V 0.74 3369 C 0.16 0.58 DD MT20 3.Ox 4.0 Ctr Ctr 0.45 or 24.01'Attic Chords (Top) V -W 0.36 3369 C 0.07 0.29 Continuous Lateral Restraint W -CC 0.43 1987 C 0.03 0.40 # - Plate Monitor used rsq'd at mid-point of webs: --------Bottom Chords--------- REVIEWED BY: O -C C -T A -I 0.26 3070 T 0.15 0.11 MiTok USA, Inc. Attach CLR with (2)-10d nails I -X 0.52 3074 T 0.12 0.40 6904 Parke East Blvd. at each web. X -P 0.37 3080 T 0.09 0.28 Tampa, FL 33610 Refer to SCSI for diagonal P -0 0.37 2986 T 0.09 0.28 restraint requirements. 0 -G 0.32 4530 T 0.14 0.18 REFER TO ONLINE PLUS GENERAL G -Y 0.18 4530 T 0.15 0.03 NOTES AND SYMBOLS SHEET FOR pef-Id Dead Live Y -T 0.82 4529 T 0.66 0.16 ADDITIONAL SPECIFICATIONS. TC 10.0 20.0 T -S 0.37 1987 T 0.29 0.08 BC 10.0 0.0 S -DD 0.09 272 T 0.00 0.09 NOTES: TC-BC 20.0 20.0 -------------Webe------------- Trusses Manufactured by: Total 40.0 Spacing 24.0^ I -J 0.12 376 C RIDGWAY ROOF TRUSS Lumber Duration Factor 1.25 J -P 0.25 395 C Analysis Conforms To: Plate Duration Factor 1.25 P -Q 0.45 1185 T FBC2014 Fb Fc Ft Emin 0 -R 0.78 2049 T TPI 2007 TC 1.15 1.10 1.10 1.10 0 -C 0.58 2455 C 1 Br Design chocked for 10 pef non- BC 1.10 1.10 1.10 1.10 G -C 0.12 332 T concurrent LL on BC. C -T 0.49 1496 C 1 Br NOTE: USER MODIFIED PLATES Total Load Reactions (Lbs) T -V 0.11 240 C This design may have plates it Down Uplift Horiz- T -W 0.41 1855 T selected through a plate A 2192 453 U 220 R S -W 0.80 1644 C monitor. DD 1971 521 U 363 R S -CC 0.64 2667 T Partial-longth live loads DD-CC 0.94 1920 C WindLd chocked. it Brg Size Required ------Attic Chords (Top)------ Wind Loads - ANSI / ASCE 7-10 Online PluaTM 0 Copyright MiTekW 19962016 Version 30.0.063 Engineering-Portrait 4272017 1:24:37 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 170208 R40 1 SP 400700 7 0 0 T10990648 Adam Gray Residence HO 8-8 HO 4-3-1 a. O N V O ei rl rl o r- a e .4 0 0 0 TC 6-10-8 I 11-3-6 I M4 1 '4 1 '4 1 '" I 25-2-5 1 30-6-1 1 35-5-11 1 40-7-0 #5x8= T 6x6= H #5x8= #7x1011 U #7x10 I' T7 P Q 7x8 18G-MS18-10x14 - C 2x411 6x8= 2x411 9-9-15 SPL J l W E Z a 0 5x8= A 8 0- 0 AA I O N G V 1 5x5= W:508 2x4 11 #8x10 11 5x6= 2x4 11 4x10= 2x4 l l HGR R:2192 R S R:1971 U: 455 18G-MS18-6x10 = 18G-MS18-6x8 = U: 518 BC 6-U-12 -0 1 1 1 Z5-411-130-6-3. SD-5-11 40-7-0 o O .4 0 .+ o 0 0 .a 10 a 40-7-0 EXCEPT AS SHOWN ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale:0.136"=1' MiTek® Online Plus" APPROX. TRUSS WEIGHT: 390.5 LBS Online Plus -- Version 30.0.063 plf - Dead Live* From To Mean Roof Height: 25-0 RUN DATE: 27-APR-17 TC V 20 40 0.01 40.6' Plates for each ply each face. Exposure Category: C BC V 20 0 0.01 40.6' Plate - MT20 20 Ga, Gross Area Building Type: Enclosed Southern Pine lumber design TC V 10 0 11.4' 13.9' Plate -MT2H 20 Ga, Gross Area TC Dead Load: 6.0 pef values are those effective TC V 10 0 17.4' 19.41 Plate -M818 20 Ga, Gross Area BC Dead Load: 6.0 psf 06-01-13 by SPIE//ALSC UON BC V 10 80 11.41 19.41 Jt Type Plt Size X Y JSI Max comp. force 4389 Lbs CSI -Size- ----Lumber---- MA V 10 0 14.11 17.11 A Mr20 5.Oz 8.0 Ctr Cts 0.61 Max tens. force 5608 Lbs TC 0.87 2x4 SP-#1 WB S 10 0 P O J MT20 7.Ox 8.0-1.1 1.9 0.42 Connector Plate Fabrication -- 0.49 2X 8 SP-2400f-2.0E WB S 10 0 Q N P# Mr20 7.0z10.0-1.8 0.1 0.46 Tolerance = 209 A-J J-B B -C T# MT20 5.Oz 8.0 1.9 0.8 0.61 This truss is designed for a BC 0.93 2X 6 SP-#2 Plus 21 Wind Load Case(s) B MT20 6.Oz 6.0 Ctr-0.6 0.36 creep factor of 1.5 which -- 0.56 2z 6 M26-MSR2400 Plus 2 Unbalanced Load Cases U# MT20 5.Ox 8.0-1.8 0.8 0.59 is used to calculate total A -R Plus 1 LL Load Case(s) Q# Mr20 7.Oz10.0 1.8 0.2 0.67 load deflection. -- 0.40 2z 8 SP-2400f-2.OE Plus 1 DL Load Case(s) C Male 10.0X14.0 Ctr-1.5 0.80 R - Plus 1 Attic 2 Load Case(s) W MT20 2.OX 4.0 Ctr Ctr 0.34 WB 0.82 2x 4 SP-#3 X MT20 6.OX 8.0 Ctr Ctr 0.90 ACT 0.94 2z 4 SP-#3 Msmbr CSI P Lbs Axl-CSI-Bnd Z MT20 2.Ox 4.0 Ctr Ctr 0.32 M26-MSR2400 is SP-M26 ----------Top Chords---------- I MT20 2.0z 4.0 Ctr Ctr 0.47 or SP-2400f-2.OE A-J 0.05 3559 C 0.01 0.04 R M818 6.0zl0.0 Ctr Ctr 0.98 J-P 0.19 3566 C 0.01 0.18 0# MT20 8.Oz10.0-0.5-1.4 0.46 Brace truss as follows: P -T 0.46 2836 C 0.00 0.46 N MT20 5.OX 6.0 Ctr Ctr 0.84 O.C. From To T -B 0.49 1032 T 0.03 0.46 G MT20 2.Oz 4.0 Ctr Ctr 0.34 TC Cont. 0- 0- 0 40- 7- 0 B -U 0.29 1276 T 0.04 0.25 S MS18 6.Ox 8.0 Ctr Ctr 0.85 BC Cont. 0- 0- 0 40- 7- 0 U -Q 0.41 2584 C 0.00 0.41 V MT20 4.Ozl0.0 0.5 Ctr 0.83 or 84.0^ 0- 0- 0 40- 7- 0 Q -C 0.49 3606 C 0.01 0.48 Y MT20 2.OX 4.0 Ctr Ctr 0.34 Cont. Attic Chords (Top) C -W 0.87 3959 C 0.18 0.69 AA MT20 S.OX 5.0 Ctr Ctr 0.91 or 24.0^Attic Chorda (Top) W-X 0.38 3959 C 0.15 0.23 Continuous Lateral Restraint X -Z 0.25 73 T 0.00 0.25 # - Plate Monitor used regld at mid-point of webs: --------Bottom Chords--------- REVIEWED BY: N -C C -V X -AA A-I 0.27 3064 T 0.15 0.12 MiTek USA, Inc. Attach CLR with (2)-10d nails I -R 0.56 3068 T 0.12 0.44 6904 Parke East Blvd. at each web. R-O 0.40 3075 T 0.09 0.31 Tampa, FL 33610 Refer to SCSI for diagonal 0 -N 0.40 3012 T 0.09 0.31 restraint requirements. N -G 0.38 5608 T 0.18 0.20 REFER TO ONLINE PLUS GENERAL G -S 0.22 5605 T 0.19 0.03 NOTES AND SYMBOLS SHEET FOR pef-Ld Dead Live S -V 0.93 5607 T 0.82 0.11 ADDITIONAL SPECIFICATIONS. TC 10.0 20.0 V -Y 0.45 2309 T 0.33 0.12 BC 10.0 0.0 Y -AA 0.37 2309 T 0.33 0.04 NOTES: TC+BC 20.0 20.0 -------------Webs------------- Trusses Manufactured by: Total 40.0 Spacing 24.011 I -J 0.13 409 C RIDGWAY ROOF TRUSS Lumber Duration Factor 1.25 J -O 0.21 339 C Analysis Conforms To: Plate Duration Factor 1.25 O -P 0.45 1205 T FBC2014 Fb Fc Ft Emin N -Q 0.67 1768 T TPI 2007 TC 1.15 1.10 1.10 1.10 N -C 0.82 3036 C 1 Br Design checked for 10 pef non- BC 1.10 1.10 1.10 1.10 G-C 0.11 324 T concurrent LL on BC. C -V 0.52 2005 C 1 Br NOTE: USER MODIFIED PLATES Total Load Reactions (Lbs) V -W 0.05 179 T This design may have plates Jt Down Uplift Horiz- V -X 0.79 2093 T selected through a plate A 2192 455 U 229 R Y -X 0.07 241 T monitor. AA 1971 519 U 338 R X -AA 0.74 2930 C 1 Sr Partial-length live loads AA-Z 0.13 121 C WindLd checked. Jt Brg Size Required ------Attic Chords (Top)------ Wind Loads - ANSI / ASCE 7-10 A 5.511 1.8^ T -U 0.94 4389 C Truss is designed as AA 3.511 2.3^ Components and Claddings* TL Defl -1.27^ in N -G L/375 for Exterior zone location. LC# 1 Attic Loading LL Defl -0.56^ in 0 -N L/848 Wind Speed: 130 mph Dur Fctrs - Lbr 1.25 Plt 1.25 Shear // Grain in U -Q 0.93 Risk Category II On9ne Plus' 0 Copyright MTeW 1996-2016 Version 30.0.063 Engineering-Portrait 4272017 1:24:39 PM Pape 1 Job Mark Quan Type Span P3.-H1 Left OH Right OH Engineering 170208 R41 1 SP 400700 7 0 0 T10990649 Adam Gray Residence HO 8-8 HO 3-1-1 a. O N V O 14 1-4 .-t O r a W a 11 o O O TC 1011 6-10-8 1 11-3-6 1 'i 1 . 1 '' '' 123-3-4 127-2-5 1 31-8-7 135-11-2 1 40-7-0 #5x8- X 6x6- B #5x8- #7x10 11 Y #7x10 II 7 S T 5x5 A-= U 9-9-15ON x - 2x411 4x5-18G-MS18-5x8C EE FF Z 5x0- 0 AA DO I R Q P G CC BB 3x411 2x4 11 #8x10 11 5x8- 5x6- W 2x4 1 4x12- 4x6- W:508 x6-W:508 V 18G-MS18-6x10 - HGR R:2192 18G-MS18-6x10 - R:1971 U: 457 U: 516 BCv 6-8-12 1 1 1 19-8-10 -6-12 1 1 1 31-8-7 36-2-10 1 40-7-0 O o rl 0 0 0 0 0 0 N N a 40-7-0 EXCEPT AS SHOWN ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale:0.124"=V MiTekg Online Plus- APPROX. TRUSS WEIGHT: 404.8 LBS Online Plus -- Version 30.0.063 Dur Fctrs - Lbr 1.25 Plt 1.25 X -Y 0.82 4077 C checked. RUN DATE: 27-APR-17 plf - Dead Live* From To Wind Loads - ANSI /ASCE 7-10 TC V 20 40 0.01 40.6' TL Deft -1.24" in P -G L/384 Trues is designed as Southern Pine lumber design BC V 20 0 0.01 40.6' LL Deft -0.55" in R -Q L/876 Components and Claddings* values are those effective TC V 10 0 11.4' 13.9' Shear // Grain in Y -T 0.94 for Exterior zone location. 06-01-13 by SPIB//ALSC DON TC V 10 0 17.41 19.4' Wind Speed: 130 mph CSI -Size- ----Lumber---- BC V 10 80 11.4' 19.4' Plates for each ply each face. Risk Category II TC 0.56 2x 8 SP-2400£-2.OE MA V 10 0 14.1' 17.1' Plate - MT20 20 Ga, Gross Area Mean Roof Height: 25-0 -- 0.49 2. 6 SP-#2 WB S 10 0 S R Plate - MT2H 20 Ga, Gross Area Exposure Category: C C -Z WB S 10 0 T Q Plate - MS18 20 Ga, Gross Area Building Type: Enclosed BC 0.50 2x 6 M26-MSR2400 Jt Type Plt Size X Y JSI TC Dead Load: 6.0 psf -- 0.35 2x 8 SP-2400f-2.OE Plus 21 Wind Load Case(s) A MT20 5.0x 8.0 Ctr Ctr 0.61 BC Dead Load: 6.0 psf V -W Plus 2 Unbalanced Load Cases J MT20 7.Ox 8.0-1.1 1.9 0.42 Max comp. force 5428 Lbs WE 0.93 2x 4 SP-#3 Plus 1 LL Load Case(s) S# MT20 7.0x10.0-1.8 0.2 0.44 Max tens. force 7534 Lbs -- 0.79 2x 4 SP-#2 Plus 1 DL Load Case(a) X# MT20 5.Ox 8.0 1.9 0.8 0.56 Connector Plate Fabrication C -CC CC-FF BB-Z Plus 1 Attic 2 Load Case(s) B MT20 6.0x 6.0 Ctr-0.6 0.36 Tolerance = 206 ACT 0.82 2x 4 SP-#3 Y# MT20 5.Ox 8.0-1.9 0.8 0.57 This truss is designed for a M26-MSR2400 is SP-M26 Membr CSI P Lbs Axl-CSI-Bnd T# MT20 7.0x10.0 1.8 0.1 0.93 creep factor of 1.5 which or SP-2400f-2.OE ----------Top Chords---------- U MT20 5.Ox 5.0 0.4-0.3 0.99 is used to calculate total A -J 0.05 3570 C 0.01 0.04 C MT20 10.0x10.0 1.0 Ctr 0.80 load deflection. Brace truss as follows: J -S 0.19 3528 C 0.01 0.18 EE MT20 2.Ox 4.0 Ctr Ctr 0.34 O.C. From To S -X 0.41 2826 C 0.00 0.41 FF MT20 4.Ox 5.0-0.5 Ctr 0.94 TC Cont. 0- 0- 0 40- 7- 0 X -B 0.43 773 T 0.02 0.41 Z MS18 5.Ox 8.0-0.5 Ctr 0.79 or 30.0" 0- 0- 0 40- 7- 0 B -Y 0.19 1064 T 0.02 0.17 I MT20 2.Ox 4.0 Ctr Ctr 0.47 BC Cont. 0- 0- 0 40- 7- 0 Y -T 0.50 2527 C 0.00 0.50 V MS18 6.0x10.0 Ctr Ctr 0.84 or 96.01• 0- 0- 0 40- 7- 0 T -U 0.56 3863 C 0.01 0.55 R# MT20 8.0x10.0-0.5-1.3 0.44 Cont. Attic Chords (Top) U -C 0.17 5428 C 0.03 0.14 Q MT20 5.0x 8.0 0.5 Ctr 0.93 or 24.011 Attic Chords (Top) C -EE 0.49 5193 C 0.10 0.39 P MT20 5.Ox 6.0 Ctr Ctr 0.87 Continuous Lateral Restraint EE-FF 0.35 5193 C 0.11 0.24 W MS18 6.0x10.0 Ctr Ctr 0.86 req,d at mid-point of webs: FF-Z 0.14 2997 C 0.09 0.05 G MT20 2.Ox 4.0 Ctr Ctr 0.47 Q -U P -C C -CC --------Bottom Chords--------- CC MT20 4.0x12.0 Ctr Ctr 0.67 Attach CLR with (2)-10d nails A -I 0.26 3073 T 0.15 0.11 BB MT20 4.Ox 6.0 1.5 Ctr 0.89 at each web. I -V 0.50 3077 T 0.12 0.38 AA MT20 3.Ox 4.0 Ctr Ctr 0.45 Refer to BCSI for diagonal V -R 0.35 3083 T 0.09 0.26 restraint requirements. R -Q 0.35 2973 T 0.09 0.26 # = Plate Monitor used Q -P 0.31 4844 T 0.16 0.15 REVIEWED BY: psf-Ld Dead Live P -W 0.32 7534 T 0.26 0.06 MiTek USA, Inc. TC 10.0 20.0 W -G 0.48 7533 T 0.36 0.12 6904 Parke East Blvd. BC 10.0 0.0 G -CC 0.49 7532 T 0.36 0.13 Tampa, FL 33610 TC+BC 20.0 20.0 CC-BB 0.22 2997 T 0.14 0.08 Total 40.0 Spacing 24.0" BB-AA 0.02 260 T 0.00 0.02 REFER TO ONLINE PLUS GENERAL Lumber Duration Factor 1.25 -------------Webs------------- NOTES AND SYMBOLS SHEET FOR Plate Duration Factor 1.25 I -J 0.11 353 C ADDITIONAL SPECIFICATIONS. Fb Fc Ft Emin J -R 0.23 373 C TC 1.15 1.10 1.10 1.10 R -S 0.43 1156 T NOTES: BC 1.10 1.10 1.10 1.10 Q -T 0.93 2443 T Trusses Manufactured by: Q -U 0.69 2935 C 1 Br RIDGWAY ROOF TRUSS Total Load Reactions (Lbs) P -U 0.73 1933 T Analysis Conforms To: Jt Down Uplift Horiz- P -C 0.62 3087 C 1 Br FBC2014 A 2192 458 U 238 R G -C 0.02 131 C TPI 2007 AA 1971 516 U 308 R C -CC 0.39 2646 C I Br Design checked for 10 psf non- CC-EE 0.04 139 T concurrent LL on BC. Jt Brg Size Required CC-FF 0.57 2563 T NOTE: USER MODIFIED PLATES A 5.511 1.811 BB-FF 0.35 1678 C This design may have plates AA 3.511 1.6" BB-Z 0.79 3499 T selected through a plate AA-Z 0.40 1922 C WindLd monitor. LC# 1 Attic Loading ------Attic Chorda (Top)------ Partial-length live loads Online Plus T1 0 Copyright MTek®1996-2016 Version 30.0.063 Engineering-portrait 4/272017 1:24:41 PM Page 1 Jot (nark Quan gape Span Pl-Hl Left OH Right OH Engineering 0 170208 R42 1*2P SP 400700 7 0 0 T10990650 Adam Gray Residence HO 8-8 HO 1-10-3 01 O N a O ei rl e4 o r a w -1 0 0 0 Tic 6-10-8 1 11-3-6 1 1. H '' e4 92-5-51 26-4-8 12903131 33-2-7 136-9-10 1 40-7-0 6x6- 3x6= x6=3x6= B 3x6= 3x411 Z AA #7x1011 8x10 7 U V S1 N 7x8,�, 4x5 9-9-15 SPL L it W O1 18G-MS18-10x14 = l O C 2x4 11 4x5= 5x8= 4x811 P Q BB A 0- 0 CC I 3x4 K X T 3 I R H G F W:508 2x4 11 6x8=5x5- 5x5= 4x5= 4x5= 2x4 11 4x10= 4x6= AGR R:2192 y R:1971 U: 459 6x8- U: 514 BC 6-8-12 10-0-0 1 1 19-8-10 22-7-1 26-0-0 1 1 1 33-2-7 1 37-1-2 40-7-0 0 0 m .4 0 M 0 0 0 0 0 0 N N N 40-7-0 EXCEPT AS SHOWN ALL PLATES ARE MT2020, # ze PLATE SELECTED IN PLATE MONITOR Scale:0.149"=1' MiTek(N Online Plus- APPROX. TRUSS WEIGHT: 394.1 LBS Online Plus -- Version 30.0.063 WB S 10 0 U T it Type Plt Size X Y JSI NOTE: USER MODIFIED PLATES RUN DATE: 27-APR-17 WB S 10 0 V S A MT20 4.Ox 8.0 Ctr 1.2 0.54 This design may have plates ++•++++•++++++ L MT20 7.Ox 8.0-1.1 1.9 0.42 selected through a plate + 2-Ply Trus, + Plue 21 Wind Load Casale) U MT20 3.Ox 4.0 Ctr 1.3 0.55 monitor. •++++++*+++++*+ Plue 2 Unbalanced Load Cases Z MT20 3.Ox 6.0-1.6 Ctr 0.91 Partial-langth live loads Plus 1 LL Load Case(:) B MT20 6.Ox 6.0 Ctr-0.6 0.36 checked. Southern Pine lumber design Plus 1 DL Load Case(:) AA MT20 3.Ox 6.0 1.6 Ctr 0.91 Wind Load: - ANSI / ASCE 7-10 value: are those effective Plus 1 Attic 2 Load Casale) V# MT20 7.0x10.0 1.8 0.1 0.47 Truss is designed as 06-01-13 by SPIB//ALSC DON S1 MT20 8.0x10.0 0.9 1.5 0.42 Components and Claddings* CSI -Size- ----Lumber---- Mambr CSI P The Axl-CSI-Bnd W MT20 4.0x, 5.0 0.4 0.3 0.79 for Exterior zone location. TC 0.92 2x 4SP-1112 ----------Top Chorda---------- C M818 10.0x14.0 Ctr-1.5 0.61 Wind Speed: 130 mph -- 0.31 2. 8 SP-2400f-2.OE A -L 0.03 3573 C 0.00 0.03 P MT20 2.Ox 4.0 Ctr Ctr 0.17 Risk Category II A -L L -B B -S1 SI-C L -U 0.10 3512 C 0.00 0.10 Q MT20 4.Ox 5.0 Ctr Ctr 0.89 Mean Roof Height: .25-0 BC 0.67 2x 6 SP-#2 U -Z 0.24 2828 C 0.00 0.24 HB MT20 5.Ox 8.0-0.5 Ctr 0.97 Exposure Category: C -- 0.18 2x 8 SP-2400f-2.OE Z -B 0.25 751 T 0.01 0.24 K MT20 2.Ox 4.0 Ctr Ctr 0.17 Building Type: Enclosed X -Y B -AA 0.10 1056 T 0.01 0.09 X MT20 6.Ox 8.0 Ctr Ctr 0.63 TC Dead Load: 6.0 pef -- 0.55 2x 6 1426-MSR2400 AA-V 0.30 2515 C 0.00 0.30 T MT20 5.Ox 5.0 Ctr Ctr 0.30 BC Dead Load: 6.0 Pelf Y -CC V -51 0.31 3863 C 0.00 0.31 S MT20 5.0x 5.0 Ctr Ctr 0.66 Max comp. force 7724 Lbs WB 0.89 2x 4 SP-#3 S1-W 0.08 5086 C 0.00 0.08 I MT20 4.Ox 5.0 Ctr-0.5 0.87 Max tens. force 12177 Ib: ACT 0.38 2x 4 SP-#3 W -C 0.16 7724 C 0.01 0.15 Y MT20 6.Ox 8.0 Ctr Ctr 0.68 Connector Plate Fabrication M26-MSR2400 ie SP-M26 C -P 0.92 7445 C 0.15 0.77 R MT20 4.Ox 5.0 1.2 0.1 0.91 Tolerance = 20% or SP-2400f-2.0E P -Q 0.59 7445 C 0.17 0.42 H MT20 2.Ox 4.0 Ctr Ctr 0.23 This truss is designed for a Q -BB 0.16 4325 C 0.04 0.12 G MT20 4.0x10.0-0.5 Ctr 0.87 creep factor of 1.5 which Brace truss a: follows: --------Bottom Chords--------- F MT20 4.Ox 6.0 1.5 Ctr 0.97 is used to calculate total 0'C. From To A -K 0.36 3071 T 0.24 0.12 CC MT20 3.Ox 4.0 Ctr Ctr 0.22 load deflection. TC Cont. 0- 0- 0 40- 7- 0 K -X 0.67 3074 T 0.21 0.46 or 36.0" 0- 0- 0 40- 7- 0 X -T 0.18 3080 T 0.05 0.13 # - Plate Monitor used BC Cont. 0- 0- 0 40- 7- 0 T -S 0.182967 T 0.05 0.13 REVIEWED BY: or 120.0" 0- 0- 0 40- 7- 0 S -I 0.14 4311 T 0.07 0.07 MiTek USA, Inc. Cont. Attic Chords (TOP) I -Y 0.15 7005 T 0.13 0.02 6904 Parke East Blvd. or 42.2"Attic Chords (Top) Y -R 0.19 6991 T 0.18 0.01 Tampa, FL 33610 R -H 0.51 12171 T 0.32 0.19 p.f-Ld Dead Live H -G 0.55 12177 T 0.32 0.23 REFER TO ONLINE PLUS GENERAL TC 10.0 20.0 G -F 0.29 4325 T 0.11 0.18NOTES AND SYMBOLS SHEET FOR BC 10.0 0.0 F -CC 0.02 261 T 0.00 0.02 ADDITIONAL SPECIFICATIONS. TC+BC 20.0 20.0 -------------Webs------------- Total 40.0 Spacing 24.0" K -L 0.03 316 C NOTES: Lumber Duration Factor 1.25 L -T 0.05 363 C Trusses Manufactured by: Plate Duration Factor 1.25 T -U 0.21 1124 T RIDGWAY ROOF TRUSS Fb Fc Ft Emin S -V 0.47 2490 T Analysis Conforms To: TC 1.00 1.00 1.00 1.00 S -S1 0.40 2652 C FBC2014 BC 1.00 1.00 1.00 1.00 I -S1 0.41 2197 T TPI 2007 I -W 0.40 3319 C 2 COMPLETE TRUSSES REQUIRED. Total Load Reactions (Lbs) R -W 0.44 2357 T Fasten plies together in it Down Uplift Horiz- R -C 0.54 5557 C staggered pattern. A 2192 459 U 249 R H -C 0.02 270 CConnector Rowe Spacing CC 1971 515 U 287 R C -G 0.53 4962 C TC lod Gun Nails 3 12.0 in G -P 0.03 246 T BC 10d Gun Nails 2 12.0 in it Brg Size Required G -Q 0.63 3353 T WB 10d Gun Nails 1 8.0 in A 5.5 1.5 F -Q 0.14 1586 C TC Connection Exception -- CC 3.5" 1.5" F -BB 0.89 4695 T Space connectors for the CC-BB 0.17 1908 C WindLd following top chords - LC# 1 Attic Loading ------Attic Chord, (Top)------ C -BB 1 Howe A 12.0" o.c. Dur Fctre - Lbr 1.25 Plt 1.25 Z -AA 0.38 4053 C BC Connection Exception -- plf - Dead Live+ From To Space connectors for the TC V 20 40 0.0' 40.6' TL Dafl -1.22" in R -H L/390 following bottom chords - BC V 20 0 0.0' 40.6' LL Deft -0.46" in T -S L/999 X -Y 3 row. C 12.0" o.c. TC V 0 0 29.3' 40.6' Shear // Grain in AA-V 0.47 10d gun nails (0.131"x3") BC V 0 0 29.3' 40.6' must be installed as noted TC V 30 0 11.4' 13.9' Plates for each ply each face. above, a: each layer is TC V 10 0 17.4' 19.4' Plate - MT20 20 Ga, Groes Arapplied. BC V 10 80 11.4' 19.4' Plate - MT2H 20 Ga, Grose Area Design checked for 10 psf non- MA V 10 0 14.1' 17.1' Plate - MS18 20 Ga, Grose Area concurrent LL on BC. Online Plus"'0 Copyright MiTek®1996-2016 Version 30.0.063 Engineering-Portrait 4/272017 1:24:43 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 170208 R43 1 SP 291115 7 0 0 T10990651 Adam Gray Residence HO 8-8 HO 1-5-7 TC1 6-10-4 13-1-4 150710 1 21-7-8 1 29-11-15 5x5= B 2x4 11 B 7 5x10 I SPL 5x6 9-9-15 SPL g 2-1-OE 2x4 5x8 11 J A = 18G-N816-6x10 - c L D Sl F 4x5= 5x5 Q 4 5x10= 3x6 4x5 W:508 8:1291 U: 445 It r 0 ra 29-11-15 EJ EXCEPT AS SHOWN ALL PLATES ARE MT2020 Scale:0.177'=1' MiTek6 Online Plus- APPROX. TRUSS WEIGHT: 230.2 LBS Online Plus -- Version 30.0.063 B -I 0.71 1700 C 0.02 0.69 This truss has been designed RUN DATE: 27-APR-17 I -J 0.92 150 T 0.03 0.89 for 20.0 pef LL on the H.C. --------Bottom Chords--------- in areae where a rectangle Southern Pine lumber design A -L 0.66 1564 T 0.12 0.54 3- 6- 0 tall by values are those effective L -E 0.79 3019 T 0.25 0.54 2- 0- 0 wide 06-01-13 by SPIE//ALSC UON E -D 0.99 3039 T 0.41 0.58 will fit between the B.C. CSI -Size- ----Lumber---- D -S1 0.85 1032 T 0.14 0.71 and any other member. TC 0.92 2x 4 SP-#1 S1-F 0.85 1032 T 0.14 0.71 Design checked for 10 psf non- 0.92 2x 4 SP-i2 F -K 0.57 1448 T 0.20 0.37 concurrent LL on BC. G -B B -I I -J K -C 0.40 1448 T 0.20 0.20 Wind Loads - ANSI / ASCE 7-10 BC 0.99 2x 4 SP #1 -------------Webs------------- Truss is designed as -- 0.79 2x 4 M31-MSR2700 E -G 0.67 1792 T Components and Claddings* A -E G -D 0.65 2024 C 1 Br for Exterior zone location. WB 0.94 2x 4 SP-43 D -H 0.58 465 C Wind Speed: 130 mph SL 0.66 2x 4 SP-#3 D -B 0.74 889 T Risk Category II M31-MSR2700 isSP-M31 B -F 0.28 793 T 1 Br Mean Roof Height: 25-0 or SP-2700f-2.2E F -I 0.33 475 C Exposure Category: C I -C 0.94 1794 C 1 Br Building Type: Enclosed Brace truss as follows: C -J 0.06 250 C WindLd TC Dead Load: 6.0 psf O.C. From To -----------Sliders------------ HC Dead Load: 6.0 psf TC Cont. 0- 0- 0 29-11-15 A -L 0.66 1736 T Max comp. force 3405 Lba BC Cont. 0- 0- 0 29-11-15 Max tens. force 3039 Lbs or 78.0" 0- 0- 0 29-11-15 TL Defl -0.88" in D -F L/346 Connector Plate Fabrication Continuous Lateral Restraint LL Defl -0.43" in D -F L/705 Tolerance - 20% req'd at mid-point of webs: He Disp LL DL TL This truss is designed for a G -D B -F I -C Jt C 0.21" 0.23" 0.44" creep factor of 1.5 which Attach CLR with (2)-lOd nails Shear // Grain in A -L 0.68 is used to calculate total ateach web. load deflection. Refer to BCSI for diagonal Plates for each ply each face. restraint requirements. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area psf-Ld Dead Live Plate - MS18 18 Ga, Gross Area TC 10.0 20.0 Jt Type Plt Size X Y JSI BC 10.0 0.0 A MT20 5.Ox 8.0 2.5 1.2 0.81 TC+BC 20.0 20.0 G MT20 5.Ox 6.0-0.3 0.5 0.91 Total 40.0 Spacing 24.0" H MT20 2.Ox 4.0 Ctr Ctr 0.29 Lumber Duration Factor 1.25 B MT20 5.Ox 5.0Ctr Ctr 0.58 Plate Duration Factor 1.25 I MT20 5.0x10.0-1.3-2.2 0.98 Fb Fc Ft Emin J MT20 2.Ox 4.0 Ctr Ctr 0.31 TC 1.15 1.10 1.10 1.10 L MT20 5.Ox 5.0 0.1-0.2 0.99 BC 1.10 1.10 1.10 1.10 E MS18 6.0x10.0 Ctr-0.7 0.86 D MT20 5.0x10.0 0.5 3.3 0.99 Total Load Reactions (Lbs) Sl MT20 3.Ox 6.0 Ctr Ctr 0.40 Jt Down Uplift Horiz- F MT20 4.Ox 5.0 Ctr Ctr 0.37 A 1291 446 U 256 R C MT20 4.Ox 5.0 Ctr Ctr 0.69 K 1407 442 U 284 R REVIEWED BY: Jt Brg Size Required Mi Tek USA, Inc. A 5.5" 1.5" 6904 Parke East Blvd. K48.4" 312"-to- 360" Tampa, FL 33610 Plus 21 Wind Load Case(s) REFER TO ONLINE PLUS GENERAL Plus 1 LL Load Case(s) NOTES AND SYMBOLS SHEET FOR Plus 1 BC LL Load Case(s) ADDITIONAL SPECIFICATIONS. Plus 1 DL Load Case(s) NOTES: Membr CSI P Lbs Axl-CSI-Bnd Trusses Manufactured by: ----------Top Chords---------- RIDGWAY ROOF TRUSS A -G 0.92 3405 C 0.17 0.75 Analysis Conforms To: G -H 0.61 1438 C 0.04 0.57 FBC2014 H -B 0.43 1538 C 0.01 0.42 TPI 2007 Online Plus"'0 Copyright MTek®1996-2016 Version 30.0.063 Engineering-Portrait 4/2712017 1:24:44 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering r7O2O8 R44 2 SP 320500 3 0 0 T10990652 Adam Gray Residence HO 8-8 Ho 8-8 N O r-1 O e'1 O O TC N 1 6-2-12 1 11-10-4 1 16-9-6 1 '' 1 25-6-12 1 32-5-0 5x5- C 2x4 I I TT 2x4 11 R J Q 7 7 5x6�� 9-10-0 6x6,1 LSPL 9-9-15 SPL I 2-1-OE 7x8 3x6 H 4x8 II 3 c---A E D Q4 6x6= H M Sl G F N 2x4 I I 4x5= 3x6=4x8= U10= 3x4 n n n W:308 W:508 W:508 R: 139 8:2339 R: 933 U: 532 U: 763 U: 334 SC 1 6-2-1211-10-4 1 19-5-825-8-8 - o O 0 in 0 1n 0 O C14 01 Cq ,a 32-5-0 ALL PLATES ARE MT2020 Scale:0.129'=1' MiTekw Online Plus- APPROX. TRUSS WEIGHT: 248.0 LBS Online Plus -- Version 30.0.063 Plus 1 DL Load Case(s) E MT20 6.Ox 6.0 Ctr-0.7 0.75 7-AP RUN DATE: 2R-17 N MT20 3.Ox 4.0 Ctr Ctr 0.21 Membr CSI P Lbs Axl-CSI-Bnd Southern Pine lumber design ----------Top Chords---------- REVIEWED BY: values are those affective A -B 0.38 1189 T 0.17 0.21 MiTek USA, Inc. 06-01-13 by SPIB//ALSC UON B -I 0.63 1586 T 0.33 0.30 6904 Parke East Blvd. CSI -Size- ----Lumber---- I -J 0.31 364 C 0.00 0.31 Tampa, FL 33610 TC 0.83 2x 4 SP-il J -C 0.31 527 C 0.00 0.31 -- 0.38 2x 6 SP-i2 C -K 0.37 958 C 0.00 0.37 REFER TO ONLINE PLUS GENERAL A -B K -L 0.56 801 C 0.01 0.55 NOTES AND SYMBOLS SHEET FOR -- 0.63 2x 4 SP-02 L -D 0.83 2251 C 0.03 0.80 ADDITIONAL SPECIFICATIONS. B -I I -C C -L --------Bottom Chords--------- BC 0.96 2x 4 SP-i2 A -H 0.21 1104 C 0.01 0.20 NOTES: -- 0.95 2x 4 SP-#1 H -M 0.16 1133 C 0.01 0.15 Trusses Manufactured by: E -D M -S1 0.38 1354 C 0.02 0.36 RIDGWAY ROOF TRUSS WB 0.72 2x 4 SP-i3 S1-G 0.45 1354 C 0.01 0.44 Analysis Conforms To: SL 0.07 2x 4 SP-i3 G -F 0.80 485 T 0.09 0.71 FBC2014 F -E 0.96 2123 T 0.40 0.56 TPI 2007 Brace truss as follows: E -N 0.95 2116 T 0.27 0.68 This truss has been designed O.C. From To -------------Webs------------- for 20.0 pef LL on the B.C. TC Cont. 0- 0- 0 32- 5- 0 H -B 0.07 207 T in areas where a rectangle or 36.0" 0- 0- 0 32- 5- 0 B -M 0.09 248 C 3- 6- 0 tall by BC Cont. 0- 0- 0 32- 5- 0 M -I 0.61 2256 C 2- 0- 0 wide or 54.0" 0- 0- 0 32- 5- 0 I -G 0.72 1902 T will fit between the B.C. Continuous Lateral Restraint G -J 0.36 428 C and any other member. roq'd at mid-point of webs: G -C 0.28 501 C 1 Br Design checked for 10 pef non- G -C F -L C -F 0.70 830 T concurrent LL on BC. Attach CLR with (2)-10d nails F -K 0.50 399 C Wind Loads - ANSI / ASCE 7-10 at each web. F -L 0.50 1589 C 1 Br Truss is designed as Refer to SCSI for diagonal E -L 0.47 1330 T Components and Claddings- restraint requirements. -----------Sliders------------ for Exterior zone location. N -D 0.07 408 C Wind Speed: 130 mph pef-Ld Dead Live Risk Category II TC 10.0 20.0 TL Defl -0.63" in F -E L/486 Mean Roof Height: .25-0 BC 10.0 0.0 LL Defl -0.28" in F -E L/999 Exposure Category: C TC+BC 20.0 20.0 Hz Disp LL DL TL Building Type: Enclosed Total 40.0 Spacing 24.0" it M 0.15" 0.18" 0.32" TC Dead Load: 6.0 pef Lumber Duration Factor 1.25 Shear // Grain in L -D 0.31 BC Dead Load: 6.0 pef Plate Duration Factor 1.25 Max comp. force 2256 Lbe Fb Fc Ft Emin Plates for each ply each face. Max tens. force 2123 Lbs TC 1.15 1.10 1.10 1.10 Plate - MT20 20 Go, Gross Area Connector Plate Fabrication BC 1.10 1.10 1.10 1.10 Plate - MT2H 20 Ga, Gross Area Tolerance - 20% Plate - MS18 18 Ga, Gross Area This truce is designed for a Total Load Reactions (Lbs) it Type Plt Size X Y JSI creep factor of 1.5 which it Down Uplift Horiz- A MT20 3.Ox 6.0 0.2 Ctr 0.56 is used to calculate total A 139 532 U 251 R B MT20 7.Ox 8.0 Ctr Ctr 0.38 load deflection. M 2340 764 U I MT20 6.Ox 6.0 Ctr 0.1 1.00 D 934 335 U 257 R J MT20 2.Ox 4.0 Ctr Ctr 0.28 C MT20 5.Ox 5.0 Ctr Ctr 0.55 it Brg Size Required K MT20 2.0x 4.0 Ctr Ctr 0.31 A 3.5 1.5" L MT20 5.0x 6.0 0.3 0.5 0.73 M 5.5" 2.6" D MT20 4.Ox 8.0-2.0 0.8 0.67 D 5.5" 1.5" H MT20 2.Ox 4.0 Ctr Ctr 0.31 M MT20 4.Ox 5.0-0.8 Ctr 0.42 Plus 21 Wind Load Case(s) S1 MT20 3.Ox 6.0 Ctr Ctr 0.39 Plus 1 LL Load Case(s) G MT20 4.Ox 8.0-0.5 Ctr 0.81 Plus 1 BC LL Load Casae) F MT20 5.0x10.0-0.5 3.3 0.64 Online Pltm"0 Copyright MTek01996-2016 Version 30.0.063 Engineering-Portrait 4127/2017 1:24:50 PM Page 1 Job MarkQuType Span P1-H1 Left OH Right OH Engineering ' P7O2O8 R45 ::[: 2: SP 320500 3 0 0 T10990653 Adam Gray Residence HO 8-8 NO 8-8 N O r-1 O M O O A TC ON 1 6-11-2 111-10-4 1 16-9-6 1 '" 1 25-6-12 1 32-5-0 5x5= C 2x4 11 7 2x4 11 >< � J Q� 5x8 9-10-0 5x8 >L SPL z SPL 9-9-15 6x6 2-1-OE 3x6118 4x811 13 s D d 4 6x6= H G S1 M I IN W:3084x5= 2x4 11 3x6=4x8= W:1008 3'-.L R: 638 R:1814 R: 303 U: 256 U: 545 U: 156 F 5x8= BC 6-11-2 12-0-0 19-5-8 25-8-8 - - 0 o O o u1 L N t+1 32-5-0 ALL PLATES ARE MT2020 Scale:0.12W'=1' MiTek® Online Plus- APPROX. TRUSS WEIGHT: 251.4 LBS Online Plus -- Version 30.0.063 L -D 0.46 383 C 0.00 0.46 FBC2014 RUN DATE: 27-APR-17 --------Bottom Chords--------- TPI 2007 A -H 0.46 1316 T 0.24 0.22 This truss has been designed Southern Pine lumber design H -G 0.34 835 T 0.14 0.20 for 20.0 pef LL on the B.C. values are those effective G -S1 0.34 835 T 0.14 0.20 in areae where a rectangle 06-01-13 by SPIB//ALSC UON Sl -M 0.43 835 T 0.14 0.29 3- 6- 0 tall by CSI -Size- ----Lumber---- M -F 0.46 240 C 0.00 0.46 2- 0- 0 wide TC 0.52 2x 4 SP-42 F -E 0.26 458 T 0.04 0.22 will fit between the B.C. -- 0.23 2x 6 SP-42 E -N 0.27 459 T 0.04 0.23 and any other member. A -B -------------Webs------------- Design checked for 10 psf non- BC 0.46 2x 4 SP-t2 H -B 0.09 437 C concurrent LL on BC. WE 0.97 2x 4 SP-43 H -I 0.24 621 T Wind Loads - ANSI /ASCE 7-10 SL 0.00 2x 4 SP-43 G -I 0.06 208 T Trues is designed as I -M 0.41 580 C Components and Claddings* Brace trues as follows: M -J 0.30 358C for Exterior zone location. O.C. From To M -C 0.97 935 T Wind Speed: 130 mph TC Cont. 0- 0- 0 32- 5- 0 C -F 0.48 976 C 1 Br Risk CategoryII or 48.0" 0- 0- 0 32- 5- 0 F -K 0.52 412 C Mean Roof Height: .25-0 BC Cont. 0- 0- 0 32- 5- 0 F -L 0.94 848 C Exposure Category: C or 72.01' 0- 0- 0 32- 5- 0 E -L 0.12 425 T Building Type: Enclosed Continuous Lateral Restraint -----------Sliders------------ TC Dead Load: 6.0 pef req'd at mid-point of webs: N -D 0.00 16 T BC Dead Load: 6.0 pef C -F Max comp. force 1420 Lbe Attach CLR with (2)-10d nails TL Defl -0.16" in M -F L/999 Max tens. force 1316 Lbs at each web. LL Dafl -0.07" in M -F L/999 Connector Plate Fabrication Refer to SCSI for diagonal Hz Disp LL DL TL Tolerance - 20% restraint requirements. it A 0.02" 0.01" 0.03" This truss is designed for a Shear // Grain in L -D 0.24 creep factor of 1.5 which pef-Ld Dead Liw is used to calculate total TC 10.0 20.0 Plates for each ply each face. load deflection. BC 10.0 0.0 Plate - MT20 20 Ga, Grose Area TC BC 20.0 20.0 Plate - MT2H 20 Ga, GroseArea Total 40.0 Spacing 24.011 Plate - MS18 18 Ga, Grose Area Lumber Duration Factor 1.25 Jt Type Pit Size X Y JSI Plate Duration Factor 1.25 A MT20 3.Ox 6.0 0.2 Ctr 0.56 Fb Fc Ft Emin B MT20 6.Ox 6.0 0.5-0.1 0.55 TC 1.15 1.10 1.10 1.10 I MT20 5.Ox 8.0-0.3 0.5 0.62 SC 1.10 1.10 1.10 1.10 J MT20 2.Ox 4.0 Ctr Ctr 0.28 C MT20 5.Ox 5.0 Ctr Ctr 0.55 Total Load Reactions (Lbs) K MT20 2.Ox 4.0 Ctr Ctr 0.29 Jt Down Uplift Horiz- L MT20 5.Ox 8.0 0.3 0.5 0.69 A639 257 U 251 R D MT20 4.Ox 8.0-2.0 0.8 0.38 F 1815 546 U H MT20 4.Ox 5.0 Ctr Ctr 0.27 D 304 157 U 258 R G MT20 2.Ox 4.0 Ctr Ctr 0.34 S1 M1'20 3.Ox 6.0 Ctr Ctr 0.39 it Erg Size Required M MT20 4.Ox 8.0 Ctr Ctr 0.48 A 3.5" 1.5" F MT20 5.Ox 8.0-1.5 3.1 0.56 F 10.5" 2.1" E MT20 6.Ox 6.0 Ctr-0.7 0.35 D 5.5" 1.5" N MT20 3.Ox 4.0 Ctr Ctr 0.16 Plus 21 Wind Load Case(s) REVIEWED BY: Plus 1 LL Load Cases) MiTek USA, Inc. Plus 1 BC LL Load Cases) 6904 Parke East Blvd. Plus 1 DL Load Case(e) Tampa, FL 33610 Mambr CSI P Lbs Axl-CSI-Bnd REFER TO ONLINE PLUS GENERAL ----------Top Chords---------- NOTES AND SYMBOLS SHEET FOR A-B 0.23 1265 C 0.00 0.23 ADDITIONAL SPECIFICATIONS. B -I 0.31 1420 C 0.10 0.21 I -J 0.29 469 C 0.00 0.29 NOTES: J -C 0.24 600 C 0.07 0.17 True es Manufactured by: C -K 0.37 398T 0.06 0.31 RIDGWAY ROOF TRUSS K -L 0.52 472 T 0.06 0.46 Analysis Conforms To: Online Plus-0 Copyright MTeM 1996-2016 Version 30.0.063 Engineering-Portrait 4/27/20171:24:51 PM Page 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 170208 R46 1 SP 320500 3 0 0 T10990654 Adam Gray Residence HO 8-8 HO 8-8 TC 0-0-014-7-10 1 10-9-6 1 16-9-6 1190312 1 25-8-8 1 32-5-0 5x5- C 4x5 ITR 7 5x6% #4x5// SPL Q #5x8 9-5-15 7 L 4x5% SPL 9-5-14 P 2-1-OE #18G-MS18-5x8 - B #18G-MS18-6x8 3x6113 r D A E 116x6- Q 4 H 0 *2x4 II N M #2x411 4x5- Sl 4x5- 4x8- W:308 3x6- W:1008 W:508 R: 656 R:1479 R: 112 U: 249 U: 466 U: 30 F 5x5= BC -0-0 4-11-2 10-9-6 16-9-6 19-5-8 25-8-8 32-5-0 /1 32-C EXCEPT AS SHOWN ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR See * For Typical Gable Plate Size and Placement Scale:0.171"=1' MiTek9 Online Plus- APPROX. TRUSS WEIGHT: 373.2 LBS Online Plus -- Version 30.0.063 P -Q 0.40 561 C 0.00 0.40 MiTek USA, Inc. RUN DATE: 27-APR-17 Q -C 0.41 208 T 0.00 0.41 6904 Parke East Blvd. C -K 0.43 285 T 0.00 0.43 Tampa, FL 33610 Southern Pine lumber design K -L 0.59 408 T 0.08 0.51 values are those effective --------Bottom Chords--------- REFER TO ONLINE PLUS GENERAL 06-01-13 by SPIB//ALSC UON A -H 0.65 1314 T 0.25 0.40 NOTES AND SYMBOLS SHEET FOR CSI -Size- ----Lumber---- H -0 0.69 1367 T 0.26 0.43 ADDITIONAL SPECIFICATIONS. TC 0.59 2x 4 SP-#2 O -S1 0.33 1195 T 0.22 0.11 -- 0.19 2x 6 SP-#2 Sl -N 0.35 1195 T 0.22 0.13 NOTES: A -B N -M 0.26 554 T 0.04 0.22 Trusses Manufactured by: BC 0.69 2x 4 SP-#2 M -F 0.22 290 C 0.00 0.22 RIDGWAY ROOF TRUSS WB 0.56 2x 4 SP-#3 F -E 0.24 208 T 0.00 0.24 Analysis Conforms To: E -D 0.35 209 T 0.00 0.35 FBC2014 Brace truss as follows: -------------Webs------------- TPI 2007 O.C. From To H -B 0.04 259 C Design checked for 10 psf non- TC Cont. 0- 0- 0 32- 5- 0 B -O 0.04 191 C concurrent LL on BC. or 48.0" 0- 0- 0 32- 5- 0 O -P 0.08 271 T Trues designed for wind loads BC Cont. 0- 0- 0 32- 5- 0 P -N 0.56 734 C in the plane of the trues or 72.0" 0- 0- 0 32- 5- 0 N -Q 0.13 426 T only. For studs exposed to Continuous Lateral Restraint Q -M 0.27 787 C 1 Br wind (normal to the face), req'd at mid-point of webs: M -C 0.08 205 C 1 Br see Standard Industry Gable Q -M M -C F -K M -K 0.27 773 T End Details as applicable, Attach CLR with (2)-10d nails F -K 0.41 1218 C 1 Br or consult qualified at each web. F -L 0.43 413 C Building Designer as per Refer to SCSI for diagonal E -L 0.09 299 T ANSI/TPI 1. restraint requirements. NOTE: USER MODIFIED PLATES TL Defl -0.18" in H -O L/999 This design may have plates psf-Ld Dead Live LL Defl -0.08" in H -O L/999 selected through a plate TC 10.0 20.0 Hz Disp LL DL TL monitor. BC 10.0 0.0 it F 0.02" 0.02" 0.03" Wind Loads - ANSI / ASCE 7-10 TC+BC 20.0 20.0 Shear // Grain in A -H 0.30 Trues is designed as Total 40.0 Spacing 24.0" Components and Claddings* Lumber Duration Factor 1.25 Plates for each ply each face. for Exterior zone location. Plate Duration Factor 1.25 Plate - MT20 20 Ga, Groes Area Wind Speed: 130 mph Fb Fc Ft Emin Plate - MT2H 20 Ga, Grose Area Risk Category II TC 1.15 1.10 1.10 1.10 Plate - MS18 20 Ga, Grose Area Mean Roof Height: 25-0 BC 1.10 1.10 1.10 1.10 it Type Plt Size X Y JSI Exposure Category: C A MT20 3.Ox 6.0 0.2 Ctr 0.56 Building Type: Enclosed Total Load Reactions (Lbs) B# MS18 5.Ox 8.0-0.9-1.0 0.68 TC Dead Load: 6.0 paf it Down Uplift Horiz- P MT20 4.Ox 5.0 Ctr Ctr 0.29 BC Dead Load: 6.0 psf A 656 249 U 195 R Q MT20 5.Ox 6.0-0.3 0.5 0.95 Max comp. force 1277 Lbs F 1480 466 U C MT20 5.Ox 5.0 Ctr Ctr 0.34 Max tens. force 1367 Lbs D 112 31 U 196 R K MT20 4.Ox 5.0 Ctr Ctr 0.50 Connector Plate Fabrication L# MT20 5.Ox 8.0-0.1 0.8 0.21 Tolerance = 20% it Brg Size Required H# MT20 2.Ox 4.0 Ctr-0.5 0.32 Exceptione: B 04, D 08 A 3.5" 1.5" O MT20 4.0x 5.0-0.8 Ctr 0.33 This trues is designed for a F 10.5" 1.7" Sl MT20 3.Ox 6.0 Ctr Ctr 0.47 creep factor of 1.5 which D 5.5" 1.5" N MT20 4.0x 5.0 Ctr Ctr 0.28 is used to calculate total M MT20 4.Ox8.0 Ctr Ctr 0.43 load deflection. Plus 21 Wind Load Cases) F MT20 5.Ox 5.0 Ctr 3.1 0.68 Plus 1 LL Load Case(s) E MT20 6.Ox 6.0 Ctr-0.7 0.33 Plus 1 DL Load Case(s) D# MS18 6.Ox 8.0 1.7 0.3 0.06 Mambr CSI P Lbe Axl-CSI-Bnd # = Plate Monitor used ----------Top Chords---------- 17 Gable studs to be attached A -B 0.19 1277 C 0.00 0.19 with 2.0x4.0 plates each end. B -P 0.48 1196 C 0.01 0.47 REVIEWED BY: Online Plus-O Copyright MiTek®1996-2016 Version 30.0.063 Engineering-Portrait 4272017 1:24:52 PM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 1'70208 R47 1 SP 131000 7 0 0 T10990655 Adam Gray Residence HO 8-8 HO 8-8 TCS 6-11-0 1 13-10-0 5x5= B 7� 4-8-15 2-1-OD 3x5,- D E 2x4 11 5 3x6 11 5x8= C A 4 F 3x4 W:508 WA008 R: 553 R: 553 U: 204 U: 204 BC 1-7-15 1 6-8-8 1 13-10-0 ,3_10_0 ALL PLATES ARE MT2020 Scale:0.381"=1' MiTek® Online Plus- APPROX. TRUSS WEIGHT: 80.0 LBS Online Plus -- Version 30.0.063 A -F 0.33 702 T 0.12 0.21 will fit between the B.C. RUN DATE: 27-APR-17 F -D 0.40 956 T 0.19 0.21 and any other member. D -C 0.42 125 T 0.00 0.42 Design checked for 10 psf non- Southern Pine lumber design -------------Webs------------- concurrent LL on BC. values are those effective D -B 0.25 670 T Wind Loads - ANSI / ASCE 7-10 06-01-13 by SPIB//ALSC UON D -E 0.36 968 T Truss is designed as CSI -Size- ----Lumber---- C -E 0.08 501 C WindLd Components and Claddings* TC 0.84 2x 4 SP-#2 -----------Sliders------------ for Exterior zone location. BC 0.42 2x 4 SP-#2 A -F 0.14 486 T Wind Speed: 130 mph WB 0.36 2x 4 SP-#3 Risk Category II SL 0.14 2x 4 SP-#3 TL Defl -0.2711 in D -C L/556 Mean Roof Height: 25-0 LL Defl -0.1111 in D -C L/999 Exposure Category: C Brace truss as follows: Hz Disp LL DL TL Building Type: Enclosed O.C. From To it A 0.051, 0.061, 0.1111 TC Dead Load: 6.0 psf TC Cont. 0- 0- 0 13-10- 0 Shear // Grain in B -E 0.25 BC Dead Load: 6.0 psf or 36.011 0- 0- 0 13-10- 0 Max comp. force 1080 Lbs BC Cont. 0- 0- 0 13-10- 0 Plates for each ply each face. Max tens. force 968 Lbs or 72.011 0- 0- 0 13-10- 0 Plate - MT20 20 Ga, Gross Area Connector Plate Fabrication Plate - MT2H 20 Ga, Gross Area Tolerance = 20% psf-Ld Dead Live Plate - MS18 18 Ga, Gross Area This truss is designed for a TC 10.0 20.0 it Type Plt Size X Y JSI creep factor of 1.5 which BC 10.0 0.0 A MT20 3.Ox 6.0 1.5 0.7 0.64 is used to calculate total TC+BC 20.0 20.0 B MT20 5.Ox 5.0 Ctr Ctr 0.93 load deflection. Total 40.0 Spacing 24.011 E MT20 3.Ox 5.0 Ctr Ctr 0.98 Lumber Duration Factor 1.25 F MT20 3.Ox 4.0 Ctr Ctr 0.34 Plate Duration Factor 1.25 D MT20 5.Ox 8.0 1.5-1.2 0.57 Fb Fc Ft Emin C MT20 2.Ox 4.0 Ctr 1.2 0.47 TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 REVIEWED BY: MiTek USA, Inc. Total Load Reactions (Lbs) 6904 Parke East Blvd. it Down Uplift Horiz- Tampa, FL 33610 A 553 205 U 117 R C 553 205 U 130 R REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR it Brg Size Required ADDITIONAL SPECIFICATIONS. A 5.511 1.511 C 10.511 1.511 NOTES: Trusses Manufactured by: Plus 21 Wind Load Case(s) RIDGWAY ROOF TRUSS Plus 1 LL Load Case(s) Analysis Conforms To: Plus 1 DL Load Case(s) FBC2014 TPI 2007 Membr CSI P Lbs Axl-CSI-Bnd This truss has been designed ----------Top Chords---------- for 20.0 psf LL on the B.C. A -B 0.53 1076 C 0.01 0.52 in areas where a rectangle B -E 0.84 1080 C 0.04 0.80 3- 6- 0 tall by --------Bottom Chords--------- 2- 0- 0 wide Online PlusTM O Copyright MTeh®1996-2016 Version 30.0.063 Engineering-Portrait 4272017 1:24:52 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 170208 R48 1 SP 131000 7 0 0 T10990656 Adam Gray Residence Ho 4-7 HO 4-7 TC3-1-12 1 6-11-0 1 10-8-4 1 13-10-0 1 6x6= B 7 IT G J *2x4 11 4-4-14 6 3-4-2 •4x12 ii #4x12 N 0 1-0-4D ID H 5x5= R F 3x5 M •2x4 I I 3x5 A 2x4 11 C 4 13C 3-1-12 ,o_,n_n ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MDNITOR See Joint E For Typical Gable Plate Size and Placement Scale:0.43T'=V MiTekO Online Plus" APPROX. TRUSS WEIGHT: 79.0 LBS Online Plus -- Version 30.0.063 L -C 0.26 173 C 0.00 0.26 End Details as applicable, RUN DATE: 27-APR-17 -------------Webs------------- or consult qualified M -N 0.02 116 C Building Designer as per Southern Pine lumber design L -O 0.01 65 T ANSI/TPI 1. values are those effective ----------Gable Webs---------- NOTE: USER MODIFIED PLATES 06-01-13 by SP IB// SC UON F -E 0.03 125 T This design may have plates CSI -Size- ----Lumber---- H -G 0.01 59 T selected through a plate TC 0.34 2x 4 SP-#2 I -B 0.04 144 T monitor. -- 0.17 2x 6 SP-#2 K -J 0.01 59 T Wind Loads - ANSI / ASCE 7-10 N -B B -O Truss is designed as BC 0.32 2x 4 SP-#2 TL Defl -0.13" in A -M L/999 Components and Claddings* WB 0.02 2x 4 SP-#3 LL De£1 -0.05" in A -M L/999 for Exterior sone location. GW 0.04 2x 4 SP-#3 Hz Disp LL DL TL Wind Speed: 130 mph it D 0.00" 0.00" 0.00" Risk Category . II Brace truss as follows: Shear // Grain in G -B 0.12 Mean Roof Height: 25-0 O.C. From To Exposure Category: C TC Cont. 0- 0- 0 13-10- 0 Plates for each ply each face. Building Type: Enclosed or 48.0" 0- 0- 0 13-10- 0 Plate - MT20 20 Ga, Gross Area TC Dead Load: 6.0 psf BC Cont. 0- 0- 0 13-10- 0 Plate - MT2H 20 Ga, Gross Area BC Dead Load: 6.0 psf or 72.0" 0- 0- 0 13-10- 0 Plate - MS18 20 Ga, Gross Area Max camp. force 541 Lbs it Type Plt Size X Y JSI Max tens. force 253 Lbs psf-Ld Dead Live A MT20 3.Ox 5.0 Ctr Ctr 0.58 Connector Plate Fabrication TC 10.0 20.0 N# MT20 4.0x12.0 1.7 1.0 0.48 Tolerance = 208 BC 10.0 0.0 E MT20 2.Ox 4.0 Ctr Ctr 0.00 Exceptions: N 0%, 0 08 TC+BC 20.0 20.0 G MT20 2.Ox 4.0 Ctr Ctr 0.00 This truss is designed for a Total 40.0 Spacing 24.0" B MT20 6.Ox 6.0 Ctr Ctr 0.44 creep factor of 1.5 which Lumber Duration Factor 1.25 J MT20 2.Ox 4.0 Ctr Ctr 0.00 is used to calculate total Plate Duration Factor 1.25 O# MT20 4.0x12.0-1.8 1.0 0.52 load deflection. Fb Fc Ft Emin C MT20 3.Ox 5.0 Ctr Ctr 0.58 TC 1.15 1.10 1.10 1.10 M MT20 2.Ox 4.0 Ctr Ctr 0.13 BC 1.10 1.10 1.10 1.10 F MT20 2.Ox 4.0 Ctr Ctr 0.00 H MT20 2.Ox 4.0 Ctr Ctr 0.00 Total Load Reactions (Lbs) I MT20 5.Ox 5.0 Ctr-1.2 0.66 it Doan Uplift Horiz- K MT20 2.Ox 4.0 Ctr Ctr 0.00 A 1052 389 U 113 R L# MT20 2.Ox 4.0-0.8 0.1 0.14 it Brg Size Required # = Plate Monitor used A 166.0" 0"-to- 166" REVIEWED BY: MiTek USA, Inc. Plus 21 Wind Load Case(s) 6904 Parke East Blvd. Plus 1 LL Load Case(s) Tampa, FL 33610 Plus 1 DL Load Case($) REFER TO ONLINE PLUS GENERAL Membr CSI P Lbs Axl-CSI-Bnd NOTES AND SYMBOLS SHEET FOR ----------Top Chords---------- ADDITIONAL SPECIFICATIONS. A -N 0.31 514 C 0.00 0.31 N -E 0.17 541 C 0.00 0.17 NOTES: E -G 0.16 463 C 0.00 0.16 Trusses Manufactured by: G -B 0.08 477 C 0.00 0.08 RIDGWAY ROOF TRUSS B -J 0.08 480 C 0.00 0.08 Analysis Conforms To: J -0 0.15 491 C 0.00 0.15 FBC2014 0 -C 0.34 508 C 0.00 0.34 TPI 2007 --------Bottom Chords--------- Design checked for 10 psf non- A -M 0.32 169 C 0.00 0.32 concurrent LL on BC. M -F 0.27 153 C 0.00 0.27 Truss designed for wind loads F -H 0.07 170 C 0.00 0.07 in the plane of the truss H -I 0.13 155 C 0.00 0.13 only. For studs exposed to I -K 0.13 148 C 0.00 0.13 wind (normal to the face), K -L 0.24 158 C 0.00 0.24 see Standard Industry Gable Online Plus"'0 Copyright MITNc®1996-2016 Version 30.0.063 Engineering-Portrait 4272017 1:24:53 PM Page 1 Job MarkQuan Type Span R1-H1 Left OH Right OH Engineering ' 170208 R49 1 TR 140500 7 0 0 T10990657 Adam Gray Residence HO 4-7 HO 4-7 TC3-1-12 1 7-2-8 1 11-3-4 1 14-5-0 6X6- 8 7 8 K *2x4 II F !# 4-6-14 #4x12�i #4x12 Q R 4-3-6 3x5 3x5 A C 8 1a-5-n ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR See Joint F For Typical Gable Plate Size and Placement Scale:0.424"=1' MiTek® Online Plus- APPROX. TRUSS WEIGHT: 100.2 LBS OnlinePlus -- Version 30.0.063 N -O 0.02 0 T 0.00 0.02 see Standard Industry Gable RUN DATE: 27-APR-17 O -C 0.02 0 T 0.00 0.02 End Details as applicable, -------------Webs------------- or consult qualified Southern Pine lumber design P -Q 0.03 150 C Building Designer as per values are those effective O -R 0.03 150 C ANSI/TPI 1. 06-01-13 by SPIB//ALSC DON ----------Gable Webs---------- NOTE: USER MODIFIED PLATES CSI -Size- ----Lumber---- G -F 0.02 105 C This design may have plates TC 0.04 2x 4 SP42 I -H 0.02 91 C selected through a plate -- 0.01 2x 6 SP42 J -B 0.02 59 C monitor. Q -B B -R L -K 0.02 91 C Wind Loads - ANSI / ASCE 7-10 BC 0.02 2x 4 SP-#2 N -M 0.02 105 C Truss is designed as WB 0.03 2z 4 SP-#3 Components and Claddings* GW 0.02 2z 4 SP-#3 TL Defl 0.00" in ----- L/999 for Exterior zone location. LL Defl 0.00" in ----- L/999 Wind Speed: 130 mph Brace truss as follows: Shear // Grain in A -Q 0.07 Risk Category II O.C. From To Mean Roof Height: 25-0 TC Cont. 0- 0- 0 14- 5- 0 Plates for each ply each face. Exposure Category: C or 48.0" 0- 0- 0 14- 5- 0 Plate - MT20 20 Ga, Gross Area Building Type: Enclosed BC Cont. 0- 0- 0 14- 5- 0 Plate - MT2H 20 Ga, Gross Area TC Dead Load: 6.0 psf or 120.0" 0- 0- 0 14- 5- 0 Plate - MS18 20 Ga, Gross Area BC Dead Load: 6.0 psf it Type Plt Size X Y JSI Max comp. force 150 Lbs psf-Ld Dead Live A MT20 3.Ox 5.0 Ctr Ctr 0.45 Max tens. force 121 Lbs TC 10.0 20.0 Q# MT20 4.Oz12.0 1.8 1.0 0.47 Connector Plate Fabrication BC 10.0 0.0 F MT20 2.Ox 4.0 Ctr Ctr 0.00 Tolerance = 20% TC+BC 20.0 20.0 H MT20 2.Ox 4.0 Ctr Ctr 0.00 Exceptions: Q 0%, R 09 Total 40.0 Spacing 24.0" B MT20 6.Ox 6.0 Ctr Ctr 0.44 This truss is designed for a Lumber Duration Factor 1.25 K MT20 2.0z 4.0 Ctr Ctr 0.00 creep factor of 1.5 which Plate Duration Factor 1.25 M MT20 2.Ox 4.0 Ctr Ctr 0.00 is used to calculate total Fb Fc Ft Emin R# MT20 4.Oz12.0-1.8 1.0 0.47 load deflection. TC 1.15 1.10 1.10 1.10 C MT20 3.Oz 5.0 Ctr Ctr 0.45 BC 1.10 1.10 1.10 1.10 P MT20 2.Ox 4.0 Ctr Ctr 0.13 G MT20 2.0z 4.0 Ctr Ctr 0.00 Total Load Reactions (Lbs) I MT20 2.0m 4.0 Ctr Ctr 0.00 it Down Uplift Horiz- J MT20 2.Ox 4.0 Ctr Ctr 0.00 A 1069 396 U 116 R L MT20 2.Ox 4.0 Ctr Ctr 0.00 N MT20 2.Ox 4.0 Ctr Ctr 0.00 it Brg Size Required O MT20 2.Ox 4.0 Ctr Ctr 0.13 A 173.0" 0"-to- 173" # = Plate Monitor used Plus 21 Wind Load Case(s) REVIEWED BY: Plus 1 LL Load Case(s) MiTek USA, Inc. Plus 1 DL Load Case(s) 6904 Parke East Blvd. Tampa, FL 33610 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- REFER TO ONLINE PLUS GENERAL A -Q 0.04 72 C 0.00 0.04 NOTES AND SYMBOLS SHEET FOR Q -F 0.01 43 C 0.00 0.01 ADDITIONAL SPECIFICATIONS. F -H 0.00 54 T H -B 0.01 96 T 0.01 0.00 NOTES: B -K 0.01 96 T 0.01 0.00 Trusses Manufactured by: K -M 0.00 54 T RIDGWAY ROOF TRUSS M -R 0.01 43 C 0.00 0.01 Analysis Conforms To: R -C 0.04 72 C 0.00 0.04 FBC2014 --------Bottom Chords--------- TPI 2007 A -P 0.02 0 T 0.00 0.02 Design checked for 10 psf non- e -G 0.02 0 T 0.00 0.02 concurrent LL on BC. G -I 0.00 0 T Truss designed for wind loads I -J 0.00 0 T in the plane of the truss J -L 0.00 0 T only. For studs exposed to L -N 0.00 0 T wind (normal to the face), Online PlusTM 0 Copyright M7ek01)1996-2016 Version 30.0.063 Engineering-Portrait 4272017 1:24:54 PM Pape 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering ' 170208 RSO 1*2P TR 140500 7 0 0 T10990658 Adam Gray Residence HO 8-8 HO 8-8 TCI 3-11-6 1 7-2-8 1 10-5-10 1 14-5-0 2x4 I 2x4 I I 3x4% 2x411 5x5= B 7�8-9-6 4x5.i 4x5 G H 2 rx6= 2x4 A C FE D #4x10 11 #10x10 - 2x4 11 #4x10 11 2x4 11 7 2x4 II W:508 2x4 11 2x4 11 8:6199 W:508 U:2293 R:6199 U:2293 BC J-9-1U 7-2-8 10-7-6 - - 14-S-n ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale:0.262'=V MiTek®Online PLUS- APPROX. TRUSS WEIGHT: 175.2 LHS OnlinePlus -- Version 30.0.063 A -F 0.29 6607 T 0.12 0.17 concurrent LL on BC. RUN DATE: 27-APR-17 F -E 0.24 6607 T 0.12 0.12 Use properly rated hangers for **+**********++ E -D 0.24 6607 T 0.12 0.12 loads framing into girder + 2-Ply Truss * D -J 0.29 6607 T 0.12 0.17 truss. •*****+*++***:• -------------Webs------------- NOTE: USER MODIFIED PLATES F -G 0.35 1922 T This design may have plates Southern Pine lumber design G -E 0.20 1938 C selected through a plate values are those effective E -B 0.62 5697 T monitor. 06-01-13 by SPIB//ALSC DON E -H 0.20 1938 C Wind Loads - ANSI / ASCE 7-10 CSI -Size- ----Lumber---- D -H 0.35 1922 T Truss is designed as TC 0.34 2x 4 SP42 Components and Claddings+ BC 0.29 2x 8 SP-2400f-2.OE TL Defl -0.16" in E -D L/999 for Exterior zone location. WB 0.62 2x 4 SP42 LL Defl -0.06" in E -D L/999 Wind Speed: 130 mph -- 0.35 2x 4 SP-#3 Shear // Grain in A -F 0.56 Risk Category : II F -G G -E E -H D -H Mean Roof Height: 25-0 Plates for each ply each face. Exposure Category: C Brace truss as follows: Plate - MT20 20 Ga, Gross Area Building Type: Enclosed O.C. From To Plate - MT2H 20 Ga, Gross Area TC Dead Load: 6.0 psf TC Cont. 0- 0- 0 14- 5- 0 Plate - MS18 20 Ga, Gross Area BC Dead Load: 6.0 psf or 48.0" 0- 0- 0 14- 5- 0 it Type Plt Size X Y JSI Max comp. force 7742 Lbs BC Cont. 0- 0- 0 14- 5- 0 A MT20 5.Ox 6.0 0.6 0.2 0.93 Max tens. force 6607 Lbs or 120.0" 0- 0- 0 14- 5- 0 G MT20 4.Ox 5.0 Ctr Ctr 0.58 Connector Plate Fabrication B MT20 5.Ox 5.0 Ctr-0.5 0.83 Tolerance = 20% psf-Ld Dead Live H MT20 4.Ox 5.0 Ctr Ctr 0.58 This truss is designed for a TC 10.0 20.0 J MT20 S.Ox 6.0-0.6 0.2 0.93 creep factor of 1.5 which BC 10.0 0.0 F# MT20 4.0x10.0 Ctr Ctr 0.36 is used to calculate total TC+BC 20.0 20.0 E# MT20 10.0x10.0 Ctr-1.3 0.62 load deflection. Total 40.0 Spacing 24.0" D# MT20 4.0x10.0 Ctr Ctr 0.36 Lumber Duration Factor 1.25 Plate Duration Factor 1.25 # - Plate Monitor used Fb Fc Ft Emin REVIEWED BY: TC 1.00 1.00 1.00 1.00 MiTek USA, Inc. BC 1.00 1.00 1.00 1.00 6904 Parke East Blvd. Tampa, FL 33610 Total Load Reactions (Lbs) it Down Uplift Horiz- REFER TO ONLINE PLUS GENERAL A 6199 2294 U 117 R NOTES AND SYMBOLS SHEET FOR C 6199 2294 U 117 R ADDITIONAL SPECIFICATIONS. it Brg Size Required NOTES: A 5.5" 2.6" Trusses Manufactured by: C 5.5" 2.6" RIDGWAY ROOF TRUSS Analysis Conforms To: LC# 1 Girder Loading FBC2014 Our Fctra - Lbr 1.25 Plt 1.25 TPI 2007 plf - Dead Live+ From To Girder Common TC V 20 40 0.0' 14.4' Loading BC BC V 410 390 0.0' 14.4' Span 41- 0- 0 2 COMPLETE TRUSSES REQUIRED. Plus 21 Wind Load Case(s) Fasten plies together in Plus 1 LL Load Case(s) staggered pattern. Plus 1 DL Load Case(s) Connector Rows Spacing TC 10d Gun Nails 1 12.0 in Membr CSI P Lbs Axl-CSI-Bnd BC 10d Gun Nails 3 11.5 in ----------Top Chords---------- WB 10d Gun Nails 1 8.0 in A -G 0.34 7742 C 0.16 0.18 10d gun nails (0.131"x3") G -B 0.24 5953 C 0.19 0.05 must be installed as noted B -H 0.24 5953 C 0.19 0.05 above, as each layer is H -J 0.34 7742 C 0.16 0.18 applied. --------Bottom Chorda--------- Design checked for 10 psf non- Online Plusn'0 Copyright MiTek®1996-2016 Version 30.0.063 Engineering-Portrait 4272017 1:24:54 PM Pagel Job Mark Quan Type Spats P1-H1 Left OH Flight OH Engineering 170208 Rsj 2 HIPP 200000 3 0 0 T10990659 Adam Gray Residence HO 1-0-0 BO 1-0-0 TCI 3-4-0 1 6-10-10 1 10-0-0 1 13-1-6 1 16-8-0 1 20-0-0 2x4 11 2x4 I I 2x4 11 2x4 11 3x4 3x4 5-4-9 4x8- 4x5= 2x411 4x5- 4x8- B N 0 P C 4x6% 3 R lel tj 1-1 4x6 Z J A D 2x4 11 LTJ M LSPL K ® 2x4 II 4x5= 2x411 5x6= 2x4 11 4x5- 2x4 I 1 3x4- 2x4 I I W:308 W:308 R:1080 R:1080 U: 400 F E U: 400 6x6- 6x6- BC -5-1 -7- 10-0-0 13-4-14 1 16-6-4 - - 20-0-0 ALL PLATES ARE MT2020 Scale:0.304"=1' MiTek6 Online Plus" APPROX. TRUSS WEIGHT: 168.5 LBS Online Plus -- Version 30.0.063 --------Bottom Chords--------- TPI 2007 RUN DATE: 27-APR-17 A -F 0.08 35 T 0.00 0.08 Girder Step Dorm Hip F -M 0.55 2025 T 0.45 0.10 Framing King Jacks Southern Pine lumber design M -L 0.82 3121 T 0.70 0.12 Jack Open Faced values are those effective L -K 0.82 3121 T 0.70 0.12 Setback 3- 4- 0 06-01-13 by SPIE//ALSC UON K -E 0.55 2025 T 0.45 0.10 Design checked for 10 psf non- CSI -Size- ----Lumber---- E -D 0.08 27 T 0.00 0.08 concurrent LL on BC. TC 0.37 2x 4 SP-$2 -------------Webs------------- Wind Loads - ANSI / ASCE 7-10 BC 0.82 2x 4 SP-M2 A -I 0.18 1044 C WindLd Truss is designed as WB 0.78 2x 4 SP-k3 I -F 0.78 2052 T Components and Claddings* F -B 0.06 259 C for Exterior zone location. Brace truss as follows: B -M 0.45 1196 T Wind Speed: 130 mph O.C. From To M -N 0.07 398 C Risk Category II TC Cont. 0- 0- 0 20- 0- 0 N -L 0.16 430 T Mean Roof Height: 25-0 or 30.0" 0- 0- 0 20- 0- 0 L -O 0.06 281 C Exposure Category: C BC Cont. 0- 0- 0 20- 0- 0 L -P 0.16 430 T Building Type: Enclosed or 54.0" 0- 0- 0 20- 0- 0 K -P 0.07 398 C TC Dead Load: 6.0 psf K -C 0.45 1196 T BC Dead Load: 6.0 psf psf-Ld Dead Live E -C 0.06 259 C Max camp. force 3511 Lbs TC 10.0 20.0 E -J 0.78 2052 T Max tens. force 3121 Lbs BC 10.0 0.0 D -J 0.18 1044 C WindLd Connector Plate Fabrication TC+BC 20.0 20.0 Tolerance = 20% Total 40.0 Spacing 24.0" TL Defl -0.47" in M -L L/495 This truss is designed for a Lumber Duration Factor 1.25 LL Defl -0.19" in M -L L/999 creep factor of 1.5 which Plate Duration Factor 1.25 Shear // Grain in B -N 0.19 is used to calculate total Fb Fc Ft Emin load deflection. TC 1.00 1.00 1.00 1.00 Plates for each ply each face. BC 1.00 1.00 1.00 1.00 Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Total Load Reactions (Lbs) Plate - MS18 18 Ga, Gross Area it Down Uplift Horiz- it Type Plt Size X Y JSI A 1080 401 U 41 R I MT20 4.Ox 6.0 Ctr Ctr 0.98 D 1080 401 U 41 R B MT20 4.Ox 8.0 Ctr Ctr 0.61 N MT20 4.Ox 5.0 Ctr Ctr 0.24 it Brg Size Required O MT20 2.Ox 4.0 Ctr Ctr 0.34 A 3.5" 1.5" P MT20 4.Ox 5.0 Ctr Ctr 0.24 D 3.5" 1.5" C MT20 4.Ox 8.0 Ctr Ctr 0.61 J MT20 4.Ox 6.0 Ctr Ctr 0.98 LCk 1 Girder Loading A MT20 2.Ox 4.0 Ctr Ctr 0.48 Dur Fctrs - Lbr 1.25 Plt 1.25 F MT20 6.Ox 6.0-1.2 Ctr 0.92 plf - Dead Live* From To M MT20 4.Ox 5.0 Ctr Ctr 0.59 TC V 20 40 0.0' 20.0' L MT20 5.Ox 6.0 Ctr-0.5 0.91 BC V 20 0 0.0' 20.0' K MT20 4.Ox 5.0 Ctr Ctr 0.59 TC V 7 13 3.3' 16.7' E MT20 6.Ox 6.0 1.2 Ctr 0.92 BC V 7 0 3.5' 16.5' D MT20 2.Ox 4.0 Ctr Ctr 0.49 BC V 52 52 3.5' CL-LB BC V 52 52 16.5' CL-LB REVIEWED BY: MiTek USA, Inc. Plus 21 Wind Load Cases) 6904 Parke East Blvd. Plus 1 LL Load Case(s) Tampa, FL 33610 Plus 1 DL Load Case(s) REFER TO ONLINE PLUS GENERAL Membr CSI P Lbs Axl-CSI-Bnd NOTES AND SYMBOLS SHEET FOR ----------Top Chords---------- ADDITIONAL SPECIFICATIONS. I -B 0.35 2064 C 0.17 0.18 B -N 0.35 3121 C 0.25 0.10 NOTES: N -O 0.37 3511 C 0.15 0.22 Trusses Manufactured by: O -P 0.37 3511 C 0.15 0.22 RIDGWAY ROOF TRUSS P -C 0.35 3121 C 0.25 0.10 Analysis Conforms To: C -1 0.35 2064 C 0.17 0.18 FBC2014 Online Plus"'0 Copyright MiTeke 1996-2016 Version 30.0.063 Engineering-Portrait 4272017 1:24:55 PM Page 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 170208 R52 16 JACK 30400 3 0 0 T10990660 Adam Gray Residence HO 1-0-0 HO 1-10-0 TCI 3-4-0 3 B 2-(.1481lx3") gun toenails VilT 1-10-0 A ru 3x41 2-(.1481lx3") gun toenails W:308 R: 128 U: 27 BC -4- 3-4-0 ALL PLATES ARE HT2020 Scale:0.716"=1' MiTekS Online Plus- APPROX. TRUSS WEIGHT: 13.8 LBS Online Plus -- Version 30.0.063 --------Bottom Chords--------- Truss is designed as RUN DATE: 27-APR-17 A -C 0.14 39 T 0.00 0.14 Components and Claddings* -------------Webs------------- for Exterior zone location. Southern Pine lumber design A -D 0.38 154 T 0.04 0.34 Wind Speed: 130 mph values are those effective Risk Category II 06-01-13 by SPIB//ALSC UON TL Defl 0.00" in ----- L/999 Mean Roof Height: 25-0 CSI -Size- ----Lumber---- LL Defl 0.00" in ----- L/999 Exposure Category: C TC 0.21 2x 4 SP-#2 Shear // Grain in D -B 0.17 Building Type: Enclosed BC 0.14 2x 4 SP-#2 TC Dead Load: 6.0 psf WB 0.38 2x 4 SP-#3 Plates for each ply each face. BC Dead Load: 6.0 psf Plate - MT20 20 Ga, Gross Area Max comp. force 99 Lbs Brace truss as follows: Plate - MT2H 20 Ga, Gross Area Max tens. force 154 Lbs O.C. From To Plate - MS18 18 Ga, Gross Area Connector Plate Fabrication TC Cont. 0- 0- 0 3- 4- 0 it Type Plt Size X Y isi Tolerance = 20% or 40.0" 0- 0- 0 3- 4- 0 D MT20 2.Ox 4.0 Ctr Ctr 0.29 This truss is designed for a BC Cont. 0- 0- 0 3- 4- 0 A MT20 3.Ox 4.0 Ctr Ctr 0.79 creep factor of 1.5 which or 40.0" 0- 0- 0 3- 4- 0 is used to calculate total REVIEWED BY: load deflection. psf-Ld Dead Live MiTek USA, inc. TC 10.0 20.0 6904 Parke East Blvd. BC 10.0 0.0 Tampa, FL 33610 TC+BC 20.0 20.0 Total 40.0 Spacing 24.0" REFER TO ONLINE PLUS GENERAL Lumber Duration Factor 1.25 NOTES AND SYMBOLS SHEET FOR Plate Duration Factor 1.25 ADDITIONAL SPECIFICATIONS. Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 For proper installation of BC 1.10 1.10 1.10 1.10 toe-nails, refer to the 2005 National Design Specification Total Load Reactions (Lbs) (NDS) for Wood Construction it Down Uplift Horiz- A 129 27 U 64 R NOTES: C 64 39 R Trusses Manufactured by: 8 101 78 U RIDGWAY ROOF TRUSS Analysis Conforms To: it Brg Size Required FBC2014 A 3.5" 1.5" TPI 2007 C 3.5" 1.5" This truss has been designed B 3.5" 1.5" for 20.0 psf LL on the B.C. in areas where a rectangle Plus 18 Wind Load Case(s) 3- 6- 0 tall by Plus 1 LL Load Case(s) 2- 0- 0 wide Plus 1 DL Load Case(s) will fit between the B.C. and any other member. Membr CSI P Lbs Axl-CSI-Bnd Design checked for 10 psf non- ----------Top Chords---------- concurrent LL on BC. D -B 0.21 57 C 0.00 0.21 Wind Loads - ANSI / ASCE 7-10 Online Plus"'0 Copyright M7ek®1996-2016 Version 30.0.063 Engineering-Portrait 4272017 1:24:56 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 170208 R53 4 KING 40713 2.121 0 0 T10990661 Adam Gray Residence HO 4-10 HO 1-2-8 TC� 4-7-13 1 B 2.121 T 2-(.1481lx3") gun toenails 3x5= 1-2-8 A C 2-(.1481lx3") gun toenails W:308 R: 49 U: 15 ac 4-7-13 Q 4-7-13 ALL PLATES ARS MT2020 Scale:0.746'=1' MiTek® Online Plus- APPROX. TRUSS WEIGHT: 17.8 LBS Online Plus -- Version 30.0.063 loads framing into girder RUN DATE: 27-APR-17 Plus 18 Wind Load Case(s) truss. Plus 1 LL Load Case(s) Wind Loads - ANSI / ASCE 7-10 Southern Pine lumber design Plus 1 DL Load Case(s) Truss is designed as values are those effective Components and Claddings* 06-01-13 by SPIB//ALSC UON Membr CSI P Lbs Axl-CSI-Bnd for Exterior zone location. CSI -Size- ----Lumber---- ----------Top Chords---------- Wind Speed: 130 mph TC 0.15 2x 4 SP42 A -B 0.15 23 C 0.00 0.15 Risk Category II BC 0.09 2x 4 SP42 --------Bottom Chords--------- Mean Roof Height: 25-0 A -C 0.09 0 T 0.00 0.09 Exposure Category: C Brace truss as follows: Building Type: Enclosed O.C. From To TL Defl -0.02" in A -C L/999 TC Dead Load: 6.0 psf TC Cont. 0- 0- 0 4- 7-13 LL Defl 0.00" in ----- L/999 BC Dead Load: 6.0 psf or 48.0" 0- 0- 0 4- 7-13 Shear // Grain in A -B 0.11 Max comp. force 23 Lbs BC Cont. 0- 0- 0 4- 7-13 Max tens. force 5 Lbs or 55.8" 0- 0- 0 4- 7-13 Plates for each ply each face. Connector Plate Fabrication Plate - MT20 20 Ga, Gross Area Tolerance = 20% psf-Ld Dead Live Plate - MT2H 20 Ga, Gross Area This truss is designed for a TC 10.0 20.0 Plate - MS18 18 Ga, Gross Area creep factor of 1.5 which BC 10.0 0.0 it Type Plt Size X Y JSI is used to calculate total TC+BC 20.0 20.0 A NT20 3.Ox 5.0 Ctr Ctr 0.60 load deflection. Total 40.0 Spacing 24.0" Lumber Duration Factor 1.25 REVIEWED BY: Plate Duration Factor 1.25 MiTek USA, inc. Fib Fc Ft Emin 6904 Parke East Blvd. TC 1.00 1.00 1.00 1.00 Tampa, FL 33610 BC 1.00 1.00 1.00 1.00 REFER TO ONLINE PLUS GENERAL Total Load Reactions (Lbs) NOTES AND SYMBOLS SHEET FOR it Down Uplift Horiz- ADDITIONAL SPECIFICATIONS. A 49 16 U 18 R C 48 For proper installation of B 70 46 U 11 R toe-nails, refer to the 2005 National Design Specification it Brg Size Required (NDS) for Wood Construction A 3.5" 1.5" C 3.5" 1.5" NOTES: B 1.5" 1.5" Trusses Manufactured by: RIDGWAY ROOF TRUSS LC# 1 Girder Loading Analysis Conforms To: Dur Fctrs - Lbr 1.25 Plt 1.25 FBC2014 plf - Dead Live* From To TPI 2007 TC V 20 40 0.0' 4.7' Girder Icing Jack BC V 20 0 0.0' 4.7' Loading TC and BC TC V -20 -40 0.0' Setback 3- 4- 0 -4 -7 4.7' Design checked for 10 psf non- BC V -20 0 0.0' concurrent LL on BC. -4 0 4.7' Use properly rated hangers for Online Plus-C Copyright MITek®1996-2016 Version 30,0 063 Engineering-Portrait 4/27/2017 1:24:56 PM Page 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 170208 R54 8 JACK1 1111 3 0 0 T10990662 Adam Gray Residence HO 1-11"1-2-15 TC 1 11-11 3 2x4 11 B T D 2-(.148"x3") gun toenails 1-2-15 A 2x41 C 2-(.148"x3") gun toenails W:308 R: 31 BC 111-11 11-11 ALL PLATES ARE MT2020 Scale:0.632"=1' MiTek.� Online Plus- APPROX. TRUSS WEIGHT: 4.8 LBS Online Plus -- Version 30.0.063 --------Bottom Chords--------- Truss is designed as RUN DATE: 27-APR-17 A -C 0.03 22 T 0.00 0.03 Components and Claddings* -------------Webs------------- for Exterior zone location. Southern Pine lumber design A -D 0.07 21 C 0.00 0.07 Wind Speed: 130 mph values are those effective Risk Category II 06-01-13 by SPIB//ALSC UON TL Defl 0.00" in ----- L/999 Mean Roof Height: 25-0 CSI -Size- ----Lumber---- LL Defl 0.00" in ----- L/999 Exposure Category: C TC 0.02 2x 4 SP-#2 Shear // Grain in D -B 0.06 Building Type: Enclosed BC 0.03 2x 4 SP-#2 TC Dead Load: 6.0 psf WB 0.07 2x 4 SP-#3 Plates for each ply each face. BC Dead Load: 6.0 psf Plate - MT20 20 Ga, Gross Area Max comp. force 27 Lbs Brace truss as follows: Plate - MT2H 20 Ga, Gross Area Max tens. force 22 Lbs O.C. From To Plate - MS18 18 Ga, Gross Area Connector Plate Fabrication TC Cont. 0- 0- 0 0-11-11 it Type Plt Size X Y JSI Tolerance = 208 or 11.7" 0- 0- 0 0-11-11 D MT20 2.Ox 4.0 Ctr Ctr 0.25 This truss is designed for a BC Cont. 0- 0- 0 0-11-11 A MT20 2.Ox 4.0 Ctr Ctr 0.38 creep factor of 1.5 which or 11.7" 0- 0- 0 0-11-11 is used to calculate total REVIEWED BY: load deflection. psf-Ld Dead Live MiTek USA, Inc. TC 10.0 20.0 6904 Parke East Blvd. BC 10.0 0.0 Tampa, FL 33610 TC+BC 20.0 20.0 Total 40.0 Spacing 24.0" REFER TO ONLINE PLUS GENERAL Lumber Duration Factor 1.25 NOTES AND SYMBOLS SHEET FOR Plate Duration Factor 1.25 ADDITIONAL SPECIFICATIONS. Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 For proper installation of BC 1.10 1.10 1.10 1.10 toe-nails, refer to the 2005 National Design Specification Total Load Reactions (Lbs) (NDS) for Wood Construction it Down Uplift Horiz- A 31 32 R NOTES: C 19 7 U 22 R Trusses Manufactured by: B 37 40 U RIDGWAY ROOF TRUSS Analysis Conforms To: it Brg Size Required FBC2014 A 3.5" 1.5" TPI 2007 C 3.5" 1.5" This truss has been designed B 3.5" 1.5" for 20.0 psf LL on the B.C. in areas where a rectangle Plus 18 Wind Load Case(s) 3- 6- 0 tall by Plus 1 LL Load Case(s) 2- 0- 0 wide Plus 1 DL Load Case(s) will fit between the B.C. and any other member. Membr CSI P Lbs Axl-CSI-Bnd Design checked for 10 psf non- ----------Top Chords---------- concurrent LL on BC. D -B 0.02 27 C 0.00 0.02 Wind Loads - ANSI / ASCE 7-10 Online PIusTM 0 Copyright M7ek01996-2016 Version 30.0.063 Engineering-Portrait 427/2017 1:24:57 PM Page 1 Job dark Quan Type Span Pl-Hl Left OH Right OH Engineering i 170208 R55 8 JACK1 21111 3 0 0 T10990663 Adam Gray Residence Ho 1-0-0 HO 1-8-15 TC1 2-11-11 3 B 2VI _ 2-(.148"x3") gun toenails T 1-8-15 71 A ru 3x41 2-(.148"x3") gun toenails W:308 R: 114 U: 22 2-11-11 ALL PLATES ARE MT2020 Scale:0.635"=1' MiTek& Online Plus- APPROX. TRUSS WEIGHT: 12.5 LBS Online Plus -- Version 30.0.063 --------Bottom Chords--------- Truss is designed as RUN DATE: 27-APR-17 A -C 0.12 36 T 0.00 0.12 Components and Claddings* -------------Webs------------- for Exterior zone location. Southern Pine lumber design A -D 0.32 151 T 0.04 0.28 Wind Speed: 130 mph values are those effective Risk Category iI 06-01-13 by SPIB//ALSC UON TL Defl 0.00" in ----- L/999 Mean Roof Height: 25-0 CSI -Size- ----Lumber---- LL Defl 0.00" in ----- L/999 Exposure Category: C TC 0.16 2x 4 SP-#2 Shear // Grain in D -B 0.16 Building Type: Enclosed BC 0.12 2x 4 SP-#2 TC Dead Load: 6.0 psf WB 0.32 2x 4 SP-#3 Plates for each ply each face. BC Dead Load: 6.0 psf Plate - MT20 20 Ga, Gross Area Max comp. force 87 Lbs Brace truss as follows: Plate - MT2H 20 Ga, Gross Area Max tens. force 151 Lbs O.C. From To Plate - MS18 18 Ga, Gross Area Connector Plate Fabrication TC Cont. 0- 0- 0 2-11-11 it Type Plt Size X Y JSi Tolerance = 20% or 35.7" 0- 0- 0 2-11-11 D MT20 2.Ox 4.0 Ctr Ctr 0.23 This truss is designed for a BC Cont. 0- 0- 0 2-11-11 A MT20 3.Ox 4.0 Ctr Ctr 0.66 creep factor of 1.5 which or 35.7" 0- 0- 0 2-11-11 is used to calculate total REVIEWED BY: load deflection. psf-Ld Dead Live MiTek USA, Inc. TC 10.0 20.0 6904 Parke East Blvd. BC 10.0 0.0 Tampa, FL 33610 TC+BC 20.0 20.0 Total 40.0 Spacing 24.0" REFER TO ONLINE PLUS GENERAL Lumber Duration Factor 1.25 NOTES AND SYMBOLS SHEET FOR Plate Duration Factor 1.25 ADDITIONAL SPECIFICATIONS. Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 For proper installation of BC 1.10 1.10 1.10 1.10 toe-nails, refer to the 2005 National Design Specification Total Load Reactions (Lbs) (NDS) for Wood Construction it Down Uplift Horiz- A 114 22 U 59 R NOTES: C 57 37 R Trusses Manufactured by: B 91 72 U RIDGWAY ROOF TRUSS Analysis Conforms To: it Brg Size Required FBC2014 A 3.5" 1.5" TPI 2007 C 3.5" 1.5" This truss has been designed B 3.5" 1.5" for 20.0 psf LL on the B.C. in areas where a rectangle Plus 18 Wind Load Case(s) 3- 6- 0 tall by Plus 1 LL Load Case(s) 2- 0- 0 wide Plus 1 DL Load Case(s) will fit between the B.C. and any other member. Membr CSI P Lbs Axl-CSI-Bnd Design checked for 10 psf non- ----------Top Chords---------- concurrent LL on BC. D -B 0.16 52 C 0.00 0.16 Wind Loads - ANSI / ASCE 7-10 Online Plus`"0 Copyright MRek®1996-2016 Version 30.0.063 Engineering-Portrait 4272017 1:24:57 PM Page 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering X70208 R56 8 POLY 200000 3 0 0 T10990664 Adam Gray Residence HO 1-0-0 HO 1-0-0 TC � 3-4-2 1 10-0-0 1 16-7-14 1 20-0-0 5x6- C 7 � �7 5-8-10 5x5 7::� 5x5 B D 3x6; 3 3 3x6; I J A E 2x411 ® G H F 2x411 4x5- 5x6- 4x5- W:308 SPL W:308 R: 799 R: 799 U: 296 U: 296 BC 3-2-6 10-0-0 16-9-10 20-0-0 a 20-0-0 ALL PLATES ARE MT2020 Scale:0.302"=1' MiTek® Online Plus- APPROX. TRUSS WEIGHT: 132.5 LBS Online Plus -- Version 30.0.063 H -F 0.53 1481 T 0.30 0.23 3- 6- 0 tall by RUN DATE: 27-APR-17 F -E 0.11 135 T 0.00 0.11 2- 0- 0 wide -------------Webs------------- will fit between the S.C. Southern Pine lumber design A -1 0.13 764 C WindLd and any other member. values are those effective I -G 0.57 1503 T Design checked for 10 psf non- 06-01-13 by SPIE//ALSC UON G -B 0.06 276 C concurrent LL on BC. CSI -Size- ----Lumber---- B -H 0.66 728 C Wind Loads - ANSI / ASCE 7-10 TC 0.60 2x 4 SP42 H -C 0.17 521 T Truss is designed as BC 0.53 2x 4 SP-#2 H -D 0.66 728 C Components and Claddings* WB 0.66 2x 4 SP-#3 F -D 0.06 276 C for Exterior zone location. F -J 0.57 1503 T Wind Speed: 130 mph Brace truss as follows: E -J 0.13 764 C WindLd Risk Category II O.C. From To Mean Roof Height: 25-0 TC Cont. 0- 0- 0 20- 0- 0 TL Defl -0.2011 in G -H L/999 Exposure Category: C or 48.011 0- 0- 0 20- 0- 0 LL Defl -0.071' in G -H L/999 Building Type: Enclosed BC Cont. 0- 0- 0 20- 0- 0 Shear // Grain in B -C 0.25 TC Dead Load: 6.0 psf or 90.011 0- 0- 0 20- 0- 0 BC Dead Load: 6.0 psf Plates for each ply each face. Max comp. force 1493 Lbs psf-Ld Dead Live Plate - MT20 20 Ga, Gross Area Max tens. force 1503 Lbs TC 10.0 20.0 Plate - MT2H 20 Ga, Gross Area Connector Plate Fabrication BC 10.0 0.0 Plate - MS18 18 Ga, Gross Area Tolerance = 208 TC+BC 20.0 20.0 it Type Plt Size X Y JSI This truss is designed for a Total 40.0 Spacing 24.0" I MT20 3.Ox 6.0 Ctr Ctr 0.77 creep factor of 1.5 which Lumber Duration Factor 1.25 B MT20 5.Ox 5.0 Ctr Ctr 1.00 is used to calculate total Plate Duration Factor 1.25 C MT20 5.Ox 6.0 Ctr-0.2 0.99 load deflection. Fb Fc Ft Emin D MT20 5.Ox 5.0 Ctr Ctr 1.00 TC 1.15 1.10 1.10 1.10 J MT20 3.Ox 6.0 Ctr Ctr 0.77 BC 1.10 1.10 1.10 1.10 A MT20 2.Ox 4.0 Ctr Ctr 0.29 G MT20 4.Ox 5.0-1.7 0.1 0.95 Total Load Reactions (Lbs) H MT20 5.Ox 6.0 Ctr-0.5 0.85 it Down Uplift Horiz- F MT20 4.Ox 5.0 1.7 0.1 0.95 A 800 296 U 149 R E MT20 2.Ox 4.0 Ctr Ctr 0.33 E 800 296 U 149 R REVIEWED BY: it Brg Size Required MiTek USA, Inc. A 3.511 1.5" 6904 Parke East Blvd. E 3.511 1.511 Tampa, FL 33610 Plus 21 Wind Load Case(s) REFER TO ONLINE PLUS GENERAL Plus 1 LL Load Case(s) NOTES AND SYMBOLS SHEET FOR Plus 1 DL Load Case(s) ADDITIONAL SPECIFICATIONS. Membr CSI P Lbs Axl-CSI-Bnd NOTES: ----------Top Chords---------- Trusses Manufactured by: I -B 0.32 1493 C 0.01 0.31 RIDGWAY ROOF TRUSS B -C 0.60 916 C 0.02 0.58 Analysis Conforms To: C -D 0.60 916 C 0.02 0.58 FBC2014 D -J 0.32 1492 C 0.01 0.31 TPI 2007 --------Bottom Chords--------- This truss has been designed A -G 0.11 135 T 0.00 0.11 for 20.0 psf LL on the B.C. G -H 0.53 1481 T 0.30 0.23 in areas where a rectangle Online Plus"'0 Copyright MiTek®1996-2016 Version 30.0.063 Engineering-Portrait 427/2017 1:24:58 PM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 170208 V1 1 VL 30810 7 0 0 T10990665 Adam Gray Residence HO 4 HO 4 TC 1-30-5 3-8-10 7 5x5- T 1-1-4 BC 3-8-10 ® 3_8_10 ALL PLATES ARE MT2020 Scale:0.SW'=1' MiTeko Online Plus" APPROX. TRUSS WEIGHT: 13.1 LBS Online Plus -- Version 30.0.063 A -B 0.00 66 C Mean Roof Height: 25-0 RUN DATE: 27-APR-17 B -C 0.00 66 C Exposure Category: C --------Bottom Chords--------- Building Type: Enclosed Southern Pine lumber design A -C 0.01 0 T 0.00 0.01 TC Dead Load: 6.0 psf values are those effective BC Dead Load: 6.0 psf 06-01-13 by SPIB//ALSC UON TL Defl 0.0011 in ----- L/999 Max comp. force 66 Lbs CSi -Size- ----Lumber---- LL Defl 0.0011 in ----- L/999 Max tens. force 45 Lbs TC 0.00 2x 4 SP-#2 Shear // Grain in A -C 0.04 Connector Plate Fabrication BC 0.01 2x 4 SP-#2 Tolerance = 20% Plates for each ply each face. This truss is designed for a Brace truss as follows: Plate - MT20 20 Ga, Gross Area creep factor of 1.5 which O.C. From To Plate - MT2H 20 Ga, Gross Area is used to calculate total TC Cont. 0- 0- 0 3- 8-10 Plate - MS18 18 Ga, Gross Area load deflection. or 44.711 0- 0- 0 3- 8-10 it Type Plt Size X Y JSI BC Cont. 0- 0- 0 3- 8-10 A MT20 3.Ox 5.0 Ctr Ctr 0.45 or 44.71' 0- 0- 0 3- 8-10 B MT20 5.Ox 5.0 Ctr-1.9 0.33 C MT20 3.Ox 5.0 Ctr Ctr 0.45 psf-Ld Dead Live TC 10.0 20.0 REVIEWED BY: BC 10.0 0.0 MiTek USA, Inc. TC+BC 20.0 20.0 6904 Parke East Blvd. Total 40.0 Spacing 24.011 Tampa, FL 33610 Lumber Duration Factor 1.25 Plate Duration Factor 1.25 REFER TO ONLINE PLUS GENERAL Fb Fc Ft Emin NOTES AND SYMBOLS SHEET FOR TC 1.15 1.10 1.10 1.10 ADDITIONAL SPECIFICATIONS. BC 1.10 1.10 1.10 1.10 NOTES: Total Load Reactions (Lbs) Trusses Manufactured by: it Down Uplift Horiz- RIDGWAY ROOF TRUSS A 217 80 U 20 R Analysis Conforms To: FBC2014 it Brg Size Required TPI 2007 A 44.611 011-to- 4511 Design checked for 10 psf non- concurrent LL on BC. Plus 21 Wind Load Case(s) Wind Loads - ANSI / ASCE 7-10 Plus 1 LL Load Case(s) Truss is designed as Plus 1 DL Load Case(s) Components and Claddings* for Exterior zone location. Membr CSI P Lbs Axl-CSI-Bnd Wind Speed: 130 mph ----------Top Chords---------- Risk Category II Online Plus"'0 Copyright MRek®1996-2016 Version 30.0.063 Engineering-Portrait 4r2712017 1:24:58 PM Page 1 Job Mart Quan Type Span P1-H1 Left OH Right OH Engineering 170208 V2 1 VL 70810 7 0 0 T10990666 Adam Gray Residence HO 4 HO 4 TCJ 3-10-5 1 7-8-10 5x5= B 7 2-3-4 3z5�i 3x5 ,- C D *2x4 11 Dc 7-8-10 a 7-a-1n ALL PLATES ARE MT2020 See Joint D For Typical Gable Plate Size and Placement Scale:0.62(Y'=1' MiTel:® Online Plus- APPROX. TRUSS WEIGHT: 32.6 LBS Online Plus -- Version 30.0.063 ----------Top Chords---------- Truss is designed as RUN DATE: 27-APR-17 A -B 0.07 66 C 0.00 0.07 Components and Claddings* B -C 0.07 66 C 0.00 0.07 for Exterior zone location. Southern Pine lumber design --------Bottom Chords--------- Wind Speed: 130 mph values are those effective A -D 0.05 0 T 0.00 0.05 Risk Category II 06-01-13 by SPIB//ALSC UON D -C 0.05 0 T 0.00 0.05 Mean Roof Height: 25-0 CSI -Size- ----Lumber---- ----------Gable Webs---------- Exposure Category: C TC 0.07 2x 4 SP42 D -B 0.02 118 C Building Type: Enclosed BC 0.05 2x 4 SP42 TC Dead Load: 6.0 psf GW 0.02 2x 4 SP-#3 TL Defl 0.00" in ----- L/999 BC Dead Load: 6.0 psf LL Defl 0.00" in ----- L/999 Max comp. force 118 Lbs Brace truss as follows: Shear // Grain in A -B 0.10 Max tens. force 76 Lbs O.C. From To Connector Plate Fabrication TC Cont. 0- 0- 0 7- 8-10 Plates for each ply each face. Tolerance = 20% or 48.0" 0- 0- 0 7- 8-10 Plate - MT20 20 Ga, Gross Area This truss is designed for a BC Cont. 0- 0- 0 7- 8-10 Plate - MT2H 20 Ga, Gross Area creep factor of 1.5 which or 92.7" 0- 0- 0 7- 8-10 Plate - MS18 18 Ga, Gross Area is used to calculate total it Type Plt Size X Y JSi load deflection. psf-Ld Dead Live A MT20 3.Ox 5.0 Ctr Ctr 0.45 TC 10.0 20.0 B MT20 5.Ox 5.0 Ctr Ctr 0.34 BC 10.0 0.0 C MT20 3.Ox 5.0 Ctr Ctr 0.45 TC+BC 20.0 20.0 D MT20 2.Ox 4.0 Ctr Ctr 0.00 Total 40.0 Spacing 24.0" Lumber Duration Factor 1.25 REVIEWED BY: Plate Duration Factor 1.25 MiTek USA, Inc. Fib Fc Ft Emin 6904 Parke East Blvd. TC 1.15 1.10 1.10 1.10 Tampa, FL 33610 BC 1.10 1.10 1.10 1.10 REFER TO ONLINE PLUS GENERAL Total Load Reactions (Lbs) NOTES AND SYMBOLS SHEET FOR it Down Uplift Horiz- ADDITIONAL SPECIFICATIONS. A 537 199 U 53 R NOTES: it Brg Size Required Trusses Manufactured by: A 92.6" Orr-to- 9311 RIDGWAY ROOF TRUSS Analysis Conforms To: Plus 21 Wind Load Case(s) FBC2014 Plus 1 LL Load Case(s) TPI 2007 Plus 1 DL Load Case(s) Design checked for 10 psf non- concurrent LL on BC. Membr CSI P Lbs Axl-CSI-Bnd Wind Loads - ANSI / ASCE 7-10 Online Rus"0 Copyright MTek®1996-2016 Version 30 0,063 Engineering Portrait 4272017 1:25:04 PM Page 1 Job [nark QMM Type Span P1-H1 Left OH Right OH Engineering X70208 V3 1 VL 110810 7 0 0 T10990667 Adam Gray Residence HO 4 HO 4 TCI 5-10-5 11-8-10 5x5= B 7 3-5-4 3x5 i 3x5,- A C D *2x4 ii Bc 11-8-10 11-8-10 ALL PLATES ARE MT2020 See Joint D For Typical Gable Plate Size and Placement Scale:0.4W'=1' MiTek® Online Plus- APPROX. TRUSS WEIGHT: 51.1 LBS Online Plus -- Version 30.0.063 ----------Top Chords---------- Truss is designed as RUN DATE: 27-APR-17 A -B 0.22 115 C 0.00 0.22 Components and Claddings* B -C 0.22 115 C 0.00 0.22 for Exterior zone location. Southern Pine lumber design --------Bottom Chords--------- Wind Speed: 130 mph values are those effective A -D 0.15 0 T 0.00 0.15 Risk Category II 06-01-13 by SPIB//ALSC UON D -C 0.15 0 T 0.00 0.15 Mean Roof Height: 25-0 CSI -Size- ----Lumber---- ----------Gable Webs---------- Exposure Category: C TC 0.22 2x 4 SP-#2 D -B 0.04 189 C Building Type: Enclosed BC 0.15 2x 4 SP42 TC Dead Load: 6.0 psf GW 0.04 2x 4 SP-#3 TL Defl -0.0211 in D -C L/999 BC Dead Load: 6.0 psf LL Defl 0.0011 in ----- L/999 Max comp. force 189 Lbs Brace truss as follows: Shear // Grain in A -B 0.17 Max tens. force 116 Lbs O.C. From To Connector Plate Fabrication TC Cont. 0- 0- 0 11- 8-10 Plates for each ply each face. Tolerance = 20% or 48.011 0- 0- 0 11- 8-10 Plate - MT20 20 Ga, Gross Area This truss is designed for a BC Cont. 0- 0- 0 11- 8-10 Plate - MT2H 20 Ga, Gross Area creep factor of 1.5 which or 120.011 0- 0- 0 11- 8-10 Plate - MS18 18 Ga, Gross Area is used to calculate total Jt Type Plt Size X Y JSI load deflection. psf-Ld Dead Live A MT20 3.Ox 5.0 Ctr Ctr 0.45 TC 10.0 20.0 B MT20 5.Ox 5.0 Ctr Ctr 0.43 BC 10.0 0.0 C MT20 3.Ox 5.0 Ctr Ctr 0.45 TC+BC 20.0 20.0 D MT20 2.Ox 4.0 Ctr Ctr 0.00 Total 40.0 Spacing 24.011 Lumber Duration Factor 1.25 REVIEWED BY: Plate Duration Factor 1.25 MiTek USA, Inc. Fb Fc Ft Emin 6904 Parke East Blvd. TC 1.15 1.10 1.10 1.10 Tampa, FL 33610 BC 1.10 1.10 1.10 1.10 REFER TO ONLINE PLUS GENERAL Total Load Reactions (Lbs) NOTES AND SYMBOLS SHEET FOR Jt Down Uplift Horiz- ADDITIONAL SPECIFICATIONS. A 857 317 U 87 R NOTES: it Brg Size Required Trusses Manufactured by: A 140.611 011-to- 14111 RIDGWAY ROOF TRUSS Analysis Conforms To: Plus 21 Wind Load Case(s) FBC2014 Plus 1 LL Load Case(s) TPI 2007 Plus 1 DL Load Case(s) Design checked for 10 psf non- concurrent LL on BC. Membr CSI P Lbs Axl-CSI-Bnd Wind Loads - ANSI / ASCE 7-10 Online PIuaTM 0 Copyright MiTek®1996-2016 Version 30 0,063 Engineering-Portrait 4 27/201 7 1.25:04 PM Page 1 # Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering X70208 V4 1 VLM 40407 3 0 0 T10990668 Adam Gray Residence HO 4 HO 1-1-6 TC 4-4-7 3 2x4 11 T 1-1-6 1 3x5 C x4 11 BC 4-4-7 v 4-4-7 EJ ALL PLATES ARE 14T2020 Scale:0.950"=1' MiTekO Online Plus- APPROX. TRUSS WEIGHT: 15.6 LBS Online Plus -- Version 30.0.063 ----------Top Chords---------- Wind Speed: 130 mph RUN DATE: 27-APR-17 A -B 0.08 45 C 0.00 0.08 Risk Category II --------Bottom Chords--------- Mean Roof Height: 25-0 Southern Pine lumber design A -C 0.03 0 T 0.00 0.03 Exposure Category: C values are those effective -------------Webs------------- Building Type: Enclosed 06-01-13 by SPIB//ALSC UON C -B 0.04 137 T WindLd TC Dead Load: 6.0 psf CSI -Size- ----Lumber---- BC Dead Load: 6.0 psf TC 0.08 2x 4 SP-#2 TL Defl 0.00" in ----- L/999 Max comp. force 65 Lbs BC 0.03 2x 4 SP-#2 LL Defl 0.0011 in ----- L/999 Max tens. force 137 Lbs WB 0.04 2x 4 SP-#3 Shear // Grain in A -B 0.15 Connector Plate Fabrication Tolerance = 20% Brace truss as follows: Plates for each ply each face. This truss is designed for a O.C. From To Plate - MT20 20 Ga, Gross Area creep factor of 1.5 which TC Cont. 0- 0- 0 4- 4- 7 Plate - MT2H 20 Ga, Gross Area is used to calculate total or 48.011 0- 0- 0 4- 4- 7 Plate - MS18 18 Ga, Gross Area load deflection. BC Cont. 0- 0- 0 4- 4- 7 it Type Plt Size X Y JSI or 52.411 0- 0- 0 4- 4- 7 A MT20 3.Ox 5.0 Ctr Ctr 0.56 B MT20 2.Ox 4.0 Ctr Ctr 0.12 psf-Ld Dead Live C MT20 2.Ox 4.0 Ctr Ctr 0.13 TC 10.0 20.0 BC 10.0 0.0 REVIEWED BY: TC+BC 20.0 20.0 MiTek USA, Inc. Total 40.0 Spacing 24.011 6904 Parke East Blvd. Lumber Duration Factor 1.25 Tampa, FL 33610 Plate Duration Factor 1.25 Fb Fc Ft Emin REFER TO ONLINE PLUS GENERAL TC 1.15 1.10 1.10 1.10 NOTES AND SYMBOLS SHEET FOR BC 1.10 1.10 1.10 1.10 ADDITIONAL SPECIFICATIONS. Total Load Reactions (Lbs) NOTES: it Down Uplift Horiz- Trusses Manufactured by: A 261 97 U 37 R RIDGWAY ROOF TRUSS Analysis Conforms To: it Brg Size Required FBC2014 A 52.411 011-to- 5211 TPI 2007 Design checked for 10 psf non- Plus 18 Wind Load Case(s) concurrent LL on BC. Plus 1 LL Load Case(s) Wind Loads - ANSI / ASCE 7-10 Plus 1 DL Load Case(s) Truss is designed as Components and Claddings* Membr CSI P Lbs Axl-CSI-Bnd for Exterior zone location. Online Plus^'0 Copyright MTek®1996-2016 Version 30.0.063 Engineering-Portrait 427/2017 1:25:05 PM Page 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 170208 VS 1 MONO 90000 3 0 0 T10990669 Adam Gray Residence HO 1-14 HO 2-4-14 TCj 3-0-0 1 9-0-0 1 4x4 11 B 3 2-4-14 2x411 E 3x5= A C D x4 II 2x4 11 BC j_ T --9=0=x_ -- _- 9-0-0 - - ALL PLATES ARE MT2020 Scale:0.656'=1' MiTek® Online Plus- APPROX. TRUSS WEIGHT: 37.6 LBS Online Plus -- Version 30.0.063 D -E 0.54 364 T 0.10 0.44 Wind Speed: 130 mph RUN DATE: 27-APR-17 C -B 0.75 269 T 0.08 0.67 Risk Category II Mean Roof Height: 25-0 Southern Pine lumber design TL Defl -0.0411 in D -C L/999 Exposure Category: C values are those effective LL Defl -0.0211 in D -C L/999 Building Type: Enclosed 06-01-13 by SPIB//ALSC UON Shear // Grain in E -B 0.26 TC Dead Load: 6.0 psf CSI -Size- ----Lumber---- BC Dead Load: 6.0 psf TC 0.34 2x 4 SP-#2 Plates for each ply each face. Max comp. force 327 Lbs BC 0.18 2x 4 SP-#2 Plate - MT20 20 Ga, Gross Area Max tens. force 364 Lbs WB 0.75 2x 4 SP-#3 Plate - MT2H 20 Ga, Gross Area Connector Plate Fabrication Plate - MS18 18 Ga, Gross Area Tolerance = 20% Brace truss as follows: it Type Plt Size X Y JSi This truss is designed for a O.C. From To A MT20 3.Ox 5.0 Ctr Ctr 0.56 creep factor of 1.5 which TC Cont. 0- 0- 0 9- 0- 0 E MT20 2.Ox 4.0 Ctr Ctr 0.29 is used to calculate total or 48.011 0- 0- 0 9- 0- 0 B MT20 4.Ox 4.0-0.2 Ctr 0.95 load deflection. BC Cont. 0- 0- 0 9- 0- 0 D MT20 2.Ox 4.0 Ctr Ctr 0.33 or 71.111 0- 0- 0 9- 0- 0 C MT20 3.Ox 4.0 Ctr Ctr 0.74 psf-Ld Dead Live REVIEWED BY: TC 10.0 20.0 MiTek USA, Inc. BC 10.0 0.0 6904 Parke East Blvd. TC+BC 20.0 20.0 Tampa, FL 33610 Total 40.0 Spacing 24.011 Lumber Duration Factor 1.25 REFER TO ONLINE PLUS GENERAL Plate Duration Factor 1.25 NOTES AND SYMBOLS SHEET FOR Fb Fc Ft Emin ADDITIONAL SPECIFICATIONS. TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 NOTES: Trusses Manufactured by: Total Load Reactions (Lbs) RIDGWAY ROOF TRUSS it Down Uplift Horiz- Analysis Conforms To: A 674 249 U 100 R FBC2014 TPI 2007 it Brg Size Required Design checked for 10 psf non- A 108.011 -611-to- 10111 concurrent LL on BC. Truss designed for wind loads Plus 18 Wind Load Case(s) in the plane of the truss Plus 1 LL Load Case(s) only. For studs exposed to Plus 1 DL Load Case(s) wind (normal to the face) , see Standard Industry Gable Membr CSI P Lbs Axl-CSI-Bnd End Details as applicable, ----------Top Chords---------- or consult qualified A -E 0.18 227 C 0.02 0.16 Building Designer as per E -B 0.34 93 C 0.00 0.34 ANSI/TPI 1. --------Bottom Chords--------- Wind Loads - ANSI / ASCE 7-10 A -D 0.09 9 T 0.00 0.09 Truss is designed as D -C 0.18 0 T 0.00 0.18 Components and Claddings* -------------Webs------------- for Exterior zone location. Online Plus"'0 Copyright MRekO 1996-2016 Version 30.0.063 Engineering-Portrait 4272017 2.25:15 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 170208 V6 1 Now 90000 3 0 0 T10990670 Adam Gray Residence HO 1-2-14 HO 3-5-14 TC 1 9-0-0 1 3x4 11 8 3 *2x4 11 E 3-5-14 2x411 G A C 3x4 ii F x4 11 o_n_n ALL PLATES ARE MT2020 See Joint E For Typical Gable Plate Size and Placement Scale:0.5W'=I' MiTek® Online Plus- APPROX. TRUSS WEIGHT: 95.1 LBS Online Plus -- Version 30.0.063 F -C 0.11 0 T 0.00 0.11 Building Designer as per RUN DATE: 27-APR-17 -------------Webs------------- ANSI/TPI 1. A -G 0.43 148 C 0.01 0.42 Wind Loads - ANSI / ASCE 7-10 Southern Pine lumber design C -B 0.39 215 T 0.06 0.33 Truss is designed as values are those effective ----------Gable Webs---------- Components and Claddings* 06-01-13 by SPIB//ALSC UON F -E 0.44 338 T 0.10 0.34 for Exterior zone location. CSI -Size- ----Lumber---- Wind Speed: 130 mph TC 0.28 2x 4 SP-#2 TL Defl -0.02" in A -F L/999 Risk Category II BC 0.17 2x 4 SP42 LL Defl 0.00" in ----- L/999 Mean Roof Height: 25-0 WB 0.43 2x 4 SP-#3 Shear // Grain in G -E 0.19 Exposure Category: C GW 0.44 2x 4 SP-#3 Building Type: Enclosed Plates for each ply each face. TC Dead Load: 6.0 psf Brace truss as follows: Plate - MT20 20 Ga, Gross Area BC Dead Load: 6.0 psf O.C. From To Plate - MT2H 20 Ga, Gross Area Max comp. force 280 Lbs TC Cont. 0- 0- 0 9- 0- 0 Plate - MS18 18 Ga, Gross Area Max tens. force 338 Lbs or 48.0" 0- 0- 0 9- 0- 0 it Type Plt Size X Y JSI Connector Plate Fabrication BC Cont. 0- 0- 0 9- 0- 0 G MT20 2.Ox 4.0 Ctr Ctr 0.96 Tolerance = 20% or 108.0" 0- 0- 0 9- 0- 0 E MT20 2.Ox 4.0 Ctr Ctr 0.00 This truss is designed for a B MT20 3.Ox 4.0 Ctr Ctr 0.72 creep factor of 1.5 which psf-Ld Dead Live A MT20 3.Ox 4.0 Ctr Ctr 0.97 is used to calculate total TC 10.0 20.0 F MT20 2.Ox 4.0 Ctr Ctr 0.00 load deflection. BC 10.0 0.0 C MT20 3.Ox 4.0 Ctr Ctr 0.60 TC+BC 20.0 20.0 Total 40.0 Spacing 24.0" REVIEWED BY: Lumber Duration Factor 1.25 MiTek USA, Inc. Plate Duration Factor 1.25 6904 Parke East Blvd. Fb Fc Ft Emin Tampa, FL 33610 TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR Total Load Reactions (Lbs) ADDITIONAL SPECIFICATIONS. Jt Down Uplift Horiz- A 720 266 U 150 R NOTES: Trusses Manufactured by: it Brg Size Required RIDGWAY ROOF TRUSS A 108.0" 0"-to- 108" Analysis Conforms To: FBC2014 Plus 18 Wind Load Case(s) TPI 2007 Plus 1 LL Load Case(s) Design checked for 10 psf non- Plus 1 DL Load Case(s) concurrent LL on BC. Truss designed for wind loads Membr CSI P Lbs Axl-CSI-Bnd in the plane of the truss ----------Top Chords---------- only. For studs exposed to G -E 0.28 88 C 0.00 0.28 wind (normal to the face) , E -B 0.18 72 T 0.00 0.18 see Standard Industry Gable --------Bottom Chords--------- End Details as applicable, A -F 0.17 0 T 0.00 0.17 or consult qualified Online PIusTM 0 Copyright MTek®1996-2016 Version 30.0.063 Engineering-Portrait 4272017 1:25:05 PM Page 1 • ONLINE PLUS GENERAL NOTES & SYMBOLS 108 PLATE LOCATION FLOOR TRUSS SPLICE LATERAL BRACING It ( 3X2, 4X2, 6X2 ) Designates the location for Center plates on joints continuous lateral bracing(CLB)for unless otherwise noted support of individual truss members in plate list or on drawing. only.CLBs must be properly Dimensions are given in anchored or restrained to prevent inches(i.e.1 1/2"or 1.5") simultaneous buckling of adjacent or IN-16ths(i.e.108) (WW) =Wide Face Plate truss members. (N) =Narrow Face Plate PLATE SIZE AND ORIENTATION DIMENSIONS BEARING The first dimension is All dimensions are shown in When truss is designed to 3x5 11the width measured FT-IN-SX(i.e.6-8.5"or bear on multiple supports, perpendicular to slots. 6-08-08).Dimensions less interior bearing locations ii ii should be marked on the The second dimension is than one foot are shown truss.Interior support or the length measured in IN-SX only(i.e.708). < temporary shoring must be parallel to slots.Plate orientation,shown next 6-08-08 W=Actual Bearingin place before trusses are to plate size,indicates installed.If necessary,shim Width direction of slots in (IN-SX) bearings to assure solid connector plates. 708 R=Reaction(lbs.) contact with truss. U=Uplift(lbs.) Metal connector plates shall be applied on both faces Mitek Industries Inc. bears no responsibility for the of truss at each joint. Center the plates, unless erection of trusses,field bracing or permanent indicated otherwise. No loose knots or wane in plate truss bracing. Refer to"Building Component Safety contact area. Splice only where shown. Overall spans Information"(BCSI 1)as published by Truss Plate assume 4"bearing at each end, unless indicated Institute,218 North Lee Street, Suite 312,Alexandria, otherwise. Cutting and fabrication shall be performed Virginia 22314. Persons erecting trusses are cautioned using equipment which produces snug-fitting joints and to seek professional advice concerning proper erection plates. Unless otherwise noted, moisture content of bracing to prevent toppling and"dominoing". Care lumber shall not exceed 19%at time of fabrication and should be taken to prevent damage during fabrication, the attached truss designs are not applicable for use storage, shipping and erection.Top and bottom chords with fire retardant lumber and some preservative shall be adequately braced in the absence of sheathing treatments. Nails specified on Truss Design Drawings or rigid ceiling, respectively. It is the responsibility of refer to common wire nails,except as noted.The others to ascertain that design loads utilized on these attached design drawings were prepared in accordance drawings meet or exceed the actual dead loads imposed with"National Design Specifications for Wood by the structure and the live loads imposed by the local Construction"(AF& PA), " National Design Standard building code or historical climatic records.When truss for Metal Plate Connected Wood Truss Construction" hangers are specified on the Truss Design Drawing, (ANSI/TPI 1), and HUD Design Criteria for Trussed they must be installed per manufacturer's details and Rafters. specifications. FURNISH A COPY OF THE ATTACHED TRUSS DESIGN DRAWINGS TO ERECTION CONTRACTOR. IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER TO REVIEW THESE DRAWINGS AND VERIFY THAT DATA, INCLUDING DIMENSIONS & LOADS, CONFORM TO ARCHITECTURAL PLAN /SPECS AND THE TRUSS PLACEMENT DIAGRAM FURNISHED BY THE TRUSS MANUFACTURER. MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 MiTekTel: 813-972-1135 Fax: 813-971-6117 41 ' JOBSITE PACKAGE IMPORTANT DOCUMENTS ENCLOSED PLEASE REVIEW ':`�` i t '; s The handling, storing, installing, restraining and diagonal bracing of structural building com- ponents requires specialized training, clearly implemented procedures, and careful planning and communication among the contractor, crane operator and installation crew. Handling and installing components without appropriate training, planning and communication greatly increases the probability of an accident resulting in property damage, serious personal injury and/or death. Prior to component installation,the documents should be examined and disseminated to all appropriate personnel, in addition to proper training and a clear understanding of the installation plan, any applicable fall protection requirements, and the intended restraint and bracing requirements.Trusses over 60 feet in length are very dangerous to install and may require com- plex temporary and permanent bracing. Please consult a Registered Design Professional. Examine the building,the building's structural framing system,bearing locations and related installation conditions. Begin compo- nent installation only after any unsatisfactory conditions have been corrected. Do not cut, modify or repair components. Report any damage before installation. The enclosed documents are offered as minimum guidelines only. Nothing contained in this jobsite package should be construed in any manner as expanding the scope of responsibility of, or imposing any additional liabilities on, the component manufac- turer. ADVERTENCIA: EI manejo, almacenamiento, instalaci6n, restricci6n y arriostre diagonal de componentes estructurales de construcci6n requieren entrenamiento especializada, procedimientos claramente implementados y planificaron y comunicaci6n clara entre el contratista, operador de grua, y los obreros de instalaci6n. EI manejar a instalar los componentes sin entrenamiento suficiente, planificaci6n y comunicaci6n adecuadas aumenta la probabilidad de un accidente que resulta en dareo a propiedad, herida seria o muerte. Antes de la instalaci6n de componentes, los documentos adjuntos deben ser examinados y difundidos a todo el personal apro- piado, ademas del entrenamiento pertinente y un claro entendimiento del plan de instalaci6n, de todo requisito aplicable de la protecci6n contra la caida y de los requisitos previstos de arriostre y restricci6n. La instalaci6n de trusses mss de 60 pies de largo es muy peligrosa. Consulte a un Profesional de Diseiio Registrado. Examine la estructura, el sistema armaz6n estructural de edificio, ubicaciones de soporte a las condiciones de instalaci6n cor- respondientes y comenzar con la instalaci6n de los componentes s6lo despues de haber corregido toda condici6n insatisfactoria. No corte, modifique ni repare los componentes y informe cualquier dano descubierto antes de proceder a la instalaci6n. Los documentos adjuntos se ofrecen solamente como directrices minimas. Nada de to incluido en este paquete debe interp- retarse de manera que exceda el alcance de la responsabilidad del fabricante de componentes, ni en forma tal que imponga responsabilidades adicionales sobre este. To view a non-printing PDF of this document, visit www.sbcindust[y.com/iobsitecs. • SCSI41 SUMMARY SHEET GUIDE FOR HANDLING INSTALLING RESTRAINING AND BRACING OF TRUSSES SPANS OVER W MAY_REQ EE WMPI EX PERMANER BRACIPJG. PLEASE ALWAYS COIJSULT A PRJFESSIOf JAL BIGII]EE GENERAL NOTES NOTAS GENERALES HOISTING RECOMMENDATIONS FOR TRUSS BUNDLES Trusses are not marked In any way to Identify Los trusses no estkn marados de ning6n nado que RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES. the frequency or location of temporary lateral kleniffique la frecuencia o bcalirackin de restricd6n lateral ®Warning!Don't overload the crane. restraint and diagonal bracing.Follow the y amostre dlagottal temporales.Use las recanprdackines iAdverLencla!No sobrecargue la grita! recommendations for handling,Installing and cie mane)o,instalackin,restrioa6n y arricstre temporal de Never use banding alone to loft a bundle. temporary restraining arta bracing of trusses. los trusses.Vea el folleto BCS Guia B was PrSrtia g i Refer to BCSI Guide to Good Practice_for Para el Maneto Insuladbn �rirri(ny Arrfdstre de IDs Do not lift a group of individually banded bundles. Haring.Installing.Resbain m&Bradng of Trusses Madera mg}ados-ton "ms d Metal— Nunca use s6lo los empaques para levantar un paquete, Metal Pia a nnlljF e1 Wood Trusses***for para informaci6n mals detrllada. No levante un grupo de paquetes empaqueandos more detaBed Inkxmatfon. Los dib puede esped fiar las individualmentes, u)os de diser5o de los mases n Teas Design Drawings may specify locations of localtzaciones de resWcci6n lateral permaneMe o refuerzo f'7f A st ngle lift point may be used for bundles permanent lateral restraint a reinforcemierit(a en los mwnbrbs indmiduales del truss.Vea la hop resumer LJ with trusses up to 45. 1 individual truss members. Refer to the RML BGS-B3-RPStrirxiriNA.rinc--Permanerte de r,_w,nas Two lift B3 S!�mrr an S!>! - Permanent Restraint/ Miembros Seaindancirs * pants 0'. be used for bundles with Warning.Do not over load supporting Y para mals infomnad6rt. 8 trusses�to�•• structure with truss bundle. Brig of Chords&Web Members—for more recto de kn dMFos de amiostres permarientes son la Use at least 3 lift.points 60'for bund es with Advertence!No quote tie s estnxtura Information.All outer permanent bracing design respo cert)l dad de D sdado dN Ed hcio. trusses greater than Ci0• a ada con el vete de trusses. is the responsibility of the Building Designer. Pot' Paq Puede user un sob lugar de levantat para QThe consequences of Improper handling,erect- paquPtes de trusses hasty 45 pies. Q Place truss bundles in stable position. ing,installing,restraining and bracing can result Puede user dos puntos de levantar para Puse paquetes de trusses en una posia6n In a collapse of the structure,or worse,serious r` paquetes hasty 60 pies, estable. personal injury or death. Use pa b merros tres puntos de levantar pant EI resultado de un manejo,levantamiento, paquetes mals de 60 pies. " instaladbri,restrioci6n y arrisotre immnectu puede INSTALLATION OF SINGLE TRUSSES BY HAND ser la caida de la estnxtura o a6it pea;heridDS 0 VASTALACION DE TRUSSES INDIVIDUALES POR LA MANO muertos. - HTrusses 20 © -russes 30 or s or"" rut•- less,support at t © Banding and buss plates have sharp edges.wear po t at pe?k, y,,are Ix.ints. gloves when handling and safety glasses when cutting banding. soportT Sopo;te de j del lido kis los cuartos Empaques y pecas de metal thenen border trusses de de tramp W , afilados.Lleve guantes y lentes protectores Ovando 20 pies o I f Trusses up to 20' ►I trusses de 30 Trusses up to 30'_Ilo.I mitk e los empaques. menos. Trusses hasta 20 pies po menus. Trusses haste 30 pies HOISTING OF SINGLE TRUSSES—LEVANTAMIENTO DE TRUSSES INDIVIDUALES HANDLING - M A N EJ O Hold each truss in position with the erection equipment until top chord tem 1111 Avoid lateral bending.—Evlte la flexion lateral. is Installed and the truss Is fastened to the bearing pmrits. parry lateral restraint Q, Use special care M Utilice cuidado Sostenga Cada truss en posici6n con equipo de grua pasta que a restrk ckin lateral temporal de la windy weather or especial en dials cuerda superior este instalado y el truss esta aseguracio en los soportes. near power lines ventosos o cerca de and airports. tables electricos o de ®Warning!Using a single pick-point at the peak aeropuertos, can damage the truss. iAdvertrncia1 EI use de un sob lugar en el pica para levantar puede hatter daho al truss. Spreader bar for truss HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES 60'a km The contractor I5 responsible for properly RECOMENDACIONES PARA LEVANTAR TRUSSES �E]receiving,unloading and storing the lasses INDMDUALES at the jobsfte. I EI contratista tiene la responsabllWad de QUse proper rig- Use equipo apropiado Appnio,..tram recibir,descargar y aimacenar adecuada- ging and holating para levantar a rspa w mente los trusses en a obra. equipment improv sac Imo— S60 LT TO rR' —_� I TRvSSEssEs HA6TA Ia►iFt •. TOS'-. T A tach L—t. sp'"iter a, to oxo si ro c*bar,rz m snow or shitbAd mod .'Pv njs 3,'.+`:>_ Yd true br,pTh mW-ne�yit I a•� T°@°1° TRUSSES UP TO fa' �► 1j TRUSSES NASTA 60►IES Stiniade�- Y is• f ss�m 3/4 tru � Taplmr 0 if trusses are to be stored horizontally,place TRUSt Ff U►TO AND OVER oro' �� blocking of suffiClgnt height beneath the TRUY9F6 NASTA Y SOME 60 PrES i stack Ofirussesat8'tol°'°ricenter. Do not store Noalmutcene TEMPORARY RESTRAINT & BRACING For trusses stored for more than one week, unbraced bundles verticalmente los cover bundles to prevent moisture gain but upright. trusses sueltos. RESTRICCION Y ARRIOSTRE TEM PORAL allow for ventilation. Refer to BCSI Guide to GQW Practice for Q Refer to BCSI-B2 Summary Sheet-Truss Handl no.Installing,Restrainmo&Brad,m Installation&Temoorary Restraint/Bradna••" Top Chad Temporary of Meal Plate Connected Wood Trusses—' for more information. Lateral Restrain (rcna) for more detailed Information pertaining to Vea el resumer BCSI-B2-lnstalac de 21� in. hartching and jobsde storage of trusses. Trusses y Restiod6ri/ most. T m vxal— para mals Informadoii. Si los trusses estaran guardados horizon- talnnente,ponga doqueancio de atWra Locate grotnd braces for first truss directly in Let- suticiente detras tie la pita de los trusses a 3 eralline with all rows t top chard temporary n). hasty 10 pies en el centro. oral restraint(see table in the next column}. .90° Do not store on No almacene en Coloque los amrostres de tierra para el pruner Para trusses guardados pa mals de una uneven ground. Berra desiguaI, truss directamente e i linea con cads una de Bre first truss -semna,rubra los paquetes para prevenir las hlas de restriction lateral temporal de la .e purely bye aumento de humedad perp permita venti- cuerda superior(yea la tabla en la Proxima erection of additional lacion. columna). trusses. vea el folieto BCSI Guia de Baena Practira para el Mane)o.Instalacitin.Restr1rd6nyAt. 0 Do not walk on untraced hostre de loes s Trussde Madera Conedados "- _`~•' trusses. con Placas dme Metal—para Information 6s �``'` No Amine en trusses cfetalada sofxe el magi*y almacenado de stenos. lostren Area cie babajo. _ _usses 110J VANOS MAS DE 60'PIES PUEDEN REQUERIR ARRIOSTRE PERMANENTE COMPLE76.FOR FAVOR,SINPRE CONSULTE A UN INGENIERO PROFESSIONAL 'BCSI•B1 SUMMARY SHEET GUIDE FOR HANDLING INSTALLING RESTRAINING AND BRACING OF TRUSSES SPANS.OVEEZfiIl'MAY-REQUIRE COMPLEX PERMANE7 BRACING. PLEASE ALWAYS CONSULT A PROFESSIONAL ENGINEER STEPS TO SETTING TRUSSES RESTRAINT&BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES LAS MEDIDAS DE LA INSTALACIbN DE LOS TRUSSES RESTRICC16N Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 V 4X2 ®Refer to 'SI-fi7 Diagonal Bracing I;Install ground bracing.2)Set first Muss and attach securely to ground bracing.3)Set next 4 Summary Sheet 10'or 15" �.\ Repeat Diagonal Bracing trusses with short member temporary lateral restraint(see below).4)Install top ctrord diagonal -Temporary& 5 - i every 15 truss spacer(3( bracing(see below).5)Install web member plane diaconal bracing to stabilize time first five trusses Permanent Restraint/ (see below).61,Install bottom chord temporary lateral restraint anti diagonal bracing(see below). Brig for Parallel 7)Repeat process on groups of four trusses until all trusses are set. Chord Trusses••' for more information. i i!- l:% "'..•c 1)Instale los arniostres rte tierra.2)Instate el primero truss y ate seguramellte at arriostre de tlerra.3)Irrstale IOs proximos 4 trusses con restriccidn lateral temporal tie miembro cofto(yea Vea el resumer `': abajo).4)Instate el arriostre diagonal de la cuerda superior(vea atlajo).5)Instate arriostre B7-Restriceitin/ Apply Diagonal Brice to diagonal para los planus cls Inn miembiros secundarius para estabilice los primeros cinc0 trusses knostre Temooral vertical webs at end of (vea aba)o),6)instate la resincrion lateral temporal y arriostre diagonal para la cuerda inferior y Permanente vara camMever and at bearing All Lateral Resirtimis (vea abajo).7)Repita este proved miento en grupm de cuatro trusses hasty que todos los trusses Trusses de r r rdas Dcatbnslapped at least two trusses ellen instaladls. P r ..'Para *Top mis information. P chord Temporary Lateral Restraint spacing sha110 ®Refer to BCSI-B2 Summary�j-Truss Installation&Temoorary strai /R inn***for more 10'o.c.max.roe 3x2 chords and 15'o.c.for 4x2 chorda information. Vea el resLmen BC51-B2-Instalacidn de Trusses y Restri ricin, rriostr T mporal'**para mis INSTALLING - I N STALAC I O N informacion. ToleraiKes fc/r Uuhcf-Plane. Oudot Saw Truss LJ RESTRAINT[[BRACING FOR ALL PLANES OF TRUSSES Tolerancias para Fuera-de-Plano. sow" lanath NT RESTRICCION/ARRIOSTRE PARA TODOS PLANOS DE TRUSSES Ma.Bow DI5D D(h.) 3/4" 12.5' Length—► Q This restraint&bracing method is for all trusses except 3x2 and 4x2 parallel chord trussesjj~ I f 1M" 1' 7/6" 14.6' Este metode de restriccidn y arriostre es para talo trusses excepto trusses Lf?cuerdas paralelas "Mei..B L°ngln—+U 3 Y x2 4x2. Lengm M--► t I 2' 1^ 16.7' 4 1)TOP CHORD—CUERDA SUPERIOR 314• 3 1-1/8" 188' Truss Span Top Chord Temporary Lateral Restraint(TCTLR)Spacing 1-1/4' 20.e' Longlitud de Trsmo Espaciamientc,del Arriostre Temporal de to Cuerda Superior o Plumb 1.1/4' 5' 13/B 22.f Up to 30' 10'o.c.max. Hasty 30 pies 30 pies m$ximo f-7(Tolerances for / — 1-1/7 6' 1-1/2" 25.0' 30'to 45' 8'o.c.max. �=J out-of-Plumb. 1-3/4- T 30 a 45 B 'es miximo Tolerances para D/60 ma. 1-3/4" 2g.2' 45'to 60' B O.C.max. Fuera-de-Pbmada. 2 2e 2' 233.3' i 45 a 60 pies 6 pies mixirw 60'tD 80' 4' CONSTRUCTION LOADING—CARGA DE CONSTRUCCIbN a : 4 ©Do not proceed with construction until all lateral restraint and -Consult a Professional Engineer for trusses longer than 60. bracing is securely and properly in place. „ ' Islliherlilstirra *Consulte a un Irgeniero Profeslonal para trusses mis de 60 pies. /� No proceda con la construction hasta que todas las restric- M.Ww Heigm _ clones laterales y los arriostres erten colocados en forma see b gz EWs for TCTLR options. apropiada y Segura. Gypsum Boa s r Vea el SCSI-92***para 4+s ofx.':ones de TCTLR. - Ptyd a OSB /6^ Do not exceed maximum stack Heights.Refer to BCSt-64 Sum- ®Refer to BM-83 Stan- 0 menu Qvret-Cnnstrr!d+on Loadin0"'*for more on.informati �ry Street-Permanent -- AOpMt srndes ez ounces j3estrainUBradna of Chords& _ No exceda las alturas meximas de montun.Vea el resumen mete glw, r I )Heb Merrrbers*'*for Gable _ BCSI-B4 Carta de Construccici * para mss informaci6n. iEnd Frame restraint/bracing/ Cray Tae 3-4 rice Ngh reinforcernent information. Para information sobre restricci6n/arriostre/refuerzo Repeat diagonal pat asbales Armazones Hbraces for each set of 4 trusses. Do not overload small groups or single trusses. vea d resumer B stral -RestrxxiorLIAniustre Ground bracing not shown for clarity. Repita los No 5obrecargue pequeix>s grupos o trusses irdiv cicalas. Permanente de Cuerdas v arriisotres diagonalesNever stack materials near a peak. Miemtxos Secnom. ** Para cads grvpo de Nun ca arantone los materiales terra de un pito. 2)WO MEMBER PLANE—PLANO DE LOS MIEMBROS SECUNDARIOS 4 trusses. Place bads over as marry trusses as possible. © Coloque las Argas sobre tantos trusses tomo sea posible. Diagonal Posititxm loads over load blearin0 walls. LATERAL RESTRAINT Bracing 10 Cdoque las cargas sobre las parades soportantes. &DIAGONAL BRACING Web Members Truft 6eaaignal ALTERATIONS—ALTERACIONES enwvn to rimy. ARE VERY IMPORTANT Refer to BCST-B5 cummary Sheer-Truss Damaee.tobsRe Modifications&Installation Errors.'*' iLA RESTRIccx6N Vea el resumen BCSI-BS Danns tie Trusses,Modiltraciones en IA Obra y Errores de Instalaci6n.*" LATERAL Y EL Do not cut,alter,or drill any structural member of a truss unless Specifically permitted by the ARRIOSTRE Truss Design Drawing. DIAGONAL No mite,altere o perfore ningiun tttiembro estnictural de un truss, Bottom Chords a menus que este especificamente permitdo en el Dlbu)o del SON MUY Diseho del Truss. IM PORTANTES! Diagonal Braces ®Trusses that have been overloaded during construction or altered without the Truss anufadurer't every 10 truss aKK approval may render the Truss Manufacturer's limited warranty null and void. Q 101-15'max.Same 1CPaClall q spaces(20'ma).) bottom chord Lateral RestraintTrusses clue se han sobrecargado durante la construcci6n o han silo alterados sinW autorizad6n Some chord and web members not previa del FaWicante de Trusses,pueden hater nub y sin efecir la garant(a Bmitada del Fabricant( shown for clarity. de Trusses. 3)BOTTOM CHORD—CUERDA INFERIOR -•Contact Ore Component Mamt*ct w for mon infwmatlem w corrWt•Prohaalonel Enair fw assistance. To view a non-printing PDF or this oowment,v M www.sbclnduslry.com/bi. Lateral Restraints-2x4x 12'or NOTE:IN Tnxu HanAarnser Ona mea Delow eery on to pri UM 6.fret she CCwtriCa aro Dare oyraex(e appi4cMe)ere p greater tapped over two trusses. of sweis with the cw btkty to eremite to wore trey ewe gird to do m am gee+protea If on ca*wor bd e nms ne ammtarh[t In soma asren a to mestrhKtion mien It awdd seek amtrwe sant a compere Percy.The matic&aro Pmetsim v Arned m V%doame ere ftwitlad to erase tut bre weatli opab xxim WCnMpRs errWoyea wai Put Ire trema into pNm SAFELY. Trxse rexanrtteheeoam im hrbino,instaning,ratrpnng Ord A'aasg tnsa Ore based rpm to mesahe oorirrQ or kedvq Bottom pia rio OmKvd win troy OOW,mentgaMn aro u5WAtim,art meat,sue W the mese a tapRvsbllma Moved,be prewow Chords Gley a a GUIDE for nae by■oe.Aud 9A dWV DNWM a Cmtracta It Is cwt branded ttet bra.rem Wa6as be ar4rw w a uprwr to the Burrrhp Designer!dar7h rye[akatm fa narhelaq,whmrq,tatraxArW aril taadrq areata rhd It does na Prederde the as a oda equvaient meewOs ra r61M* /tr WQ and p-"AWARV far the waft,0"u ,Ras,roofs rid a brie intd*elatad struCup NWrV CDm0p* m desrnarled W the Coruacm.Tres,WTCA aril TPi c�ww dadaen rat rapawbluty fa o.r4gea O,Wv hunt rte use,spotati n,a naawe m tlhe eammtrgsaors and sabrmaw mrAaned hrefn .. Diagonal Braces every 10 truss spares(20'max.) _ TRUSS PLATE INSTITUTE 101-15 Some milord and web members 6300 Enterp he Lane•Madison,Wl 53719 214 N.nee 5th St(.312 a Aloandta,VA 22314 max. not showrl for darity. 6M/27wwwsbdndustry.com 703/643-1010•wrrw.tp"ettt.org Alvir"0111x17 07072 HOJA RESUMEN DE LA GWA DE BUENA PRACTICA PARA EL MANEJO I STALACION RESTICCION Y ARRIOSTRE DE L05 TRUSSES VANOS MAS DE 60'PIES PUEDEN REQUERIR ARRIOSTRE PERMANENTS COMPLEY POR FAVOR,SNPRE CONSULTS A UN INGENIERO PROFESSIONAL Truss Installation & TemporaryBracing I ' : I 1 / 1 FOR TRUSSES UP TO 2'-0" ON-CENTER AND 80'-0" IN LENGTH PARA TRUSSES HASTA 2 PIES EN CENTRO Y HASTA 80 PIES DE LONGITUD A WARNING!Spans over 60'require more complex temporary installation re- straint/bracing.Consult a registered design professional. Los tramos mas de 60 pies requieren restricci6n/arriostre de instalaci6n temporal mas complejo. Consulte a un profesional registrado de disen"o. DANGER! Disregarding handling,installing,restraining and bracing safety recommendations is the major cause of truss erection/installation accidents. EI no seguir las recomendaciones de manejo,instalaid6n,restricci6n y arriostre es la causa principal de los accidentes durante la ereccOn/instalaci6n de trusses. Lateral restraint is NOT adequate without diagonal bracing. Diagonal La Restricci6n Lateral NO es adecuada sin el Arriostre Diagonal. bracing Lateral restraint 0 Always diagonally brace for safety! iSiempre arriostre diagonalmente para seguridad! MAXIMUM SPACING FOR TOP CHORD TEMPORARY LATERAL RESTRAINT(TCTLR) EL ESPACIAMIENTO MAXIMO PARA LA RESTRICCION LATERAL TEMPORAL DE LA CUERDA SUPERIOR(TCTLR) The graphic at left shows the maximum on-center spacing(see*at TCITR shown in gree. left)of TCTLR based on truss span from the table in Step 2 on page 2. TnR es r osuado Diagonal bracing en verde. • Ground bracing not shown for clarity. shaven in red. Mbscedhpardes • Apply diagonal bracing or structural sheathing immediately.For spans mastredoenrojo. over 60'applying structural sheathing immediately is the preferred method. EI dibujo a la izquierda muestra el espaciamiento maximo en el centro (vea*a la izquierda)del TCTLR basado en los tramos de trusses de la tabla en el Paso 2 en la pagina 2. hao.c."y�, boa, + 6'o.anak�� • No se muestra el arnostre de Berra para claridad. rruasoP to oA to 6,, �r0ep' • Aplique inmediatamente el Arriostre Diagonal o el Entablado UP to 3O 45 op Chard Tempora Estructural(structural sheathing). Para tramos mas de 60 pies el Lateral Restraint metodo preferido es entablarlos inmediatamente. CHECK THESE ITEMS BEFORE STARTING ERECTION/INSTALLATION AND CORRECT AS NEEDED REVISE ESTOS PUNTOS ANTES DE EMPEZAR LA ERECCION/INSTALACION Y CORRbALOS CUANDO ES NECESARIO U Building dimensions match the construction documents. U Trusses are the correct dimension. Las dimensiones del edificio concuerdan con los documentos de construcci6n. Los trusses son la dimension correcta. Bearing supports(e.g.,walls,columns, headers, beams,etc.)are accurately 0 Tops of bearing supports are Flat,level and at the correct and securely installed,plumb and properly braced. elevation. Los soportes que sostienen cargas(ej.,paredes,columns, vigas de cabezera, La parte superior de los soportes de copriete son planas, vigas,etcetera)son instalados seguramente y con precision,y son nivelados y niveladas y a la elevaci6n correcta. arriostrados apropiadamente. 0 Jobsite is clean and neat,and free of obstructions. 0 Hangers,tie-downs,restraint and bracing materials are on site and La obra esta limpia, ordenada y sin obstrucciones. accessible. Los colgadores(hangers),soportes de anclaje(tie-downs)y materiales 0 Ground bracing procedure for first truss is based on site de restricci6n y arriostre estan accesibles en la obra. and building configuration. 0 Erection/installation crew is aware of installation plan and lateral El procedimiento de Arriostre de Tierra para el primer restraint/diagonal bracing requirements. truss es basado en el terreno y la configuraci6n del EI personal de ereccOn/instalaci6n es consciente del plan de instalaci6n edificio. y los requisitos de restricd6n/arnostre. inters« If ground level is too far 0 Multi-ply trusses, including girders,are correctly fastened together prior to from truss for exterior lifting into place. ground bracing,use Los trusses de varias tapas, incluyendo travesanos,son fijados juntos cor- interior ground bracing. rectamente antes de levantarlos en lugar. Si el nivel del terreno es 0 Any truss damage is reported to truss manufacturer. Refer to BCSI-B5."• demasiado lejos pare Do not install damaged trusses unless instructed to do so by the building usarArnostre de Tierra designer,truss designer or truss manufacturer. Exterh,r ,r= exterior,use Amostre Alg6n dan"o a los trusses ha sido reportado al fabricante de trusses. Vea el de Tierra interior. resumen BCSI-85.***No instale trusses danados a mens que se dijeren el disenador del edificio, el disenador del truss o el fabricante del truss. B2Temp 090902 STEPS TO SETTING TRUSSES PASOS PARA EL MONTAJE DE TRUSSES Establish Ground Bracing Procedure: Exterior or Interior 1■ Establezca el Procedimiento de Arriostre de Tierra:Exterior o Interior First truss(or gable First truss end frame)of braced of braced group of trusses Attach ground group d trusses 2a bracing(or end jacks in a tip set application) Ground k l y brace diagonal Ground brace Grand vertical Attach bate vertical to wall Braced truss(or m wall girder truss in hip application) Grand End brace diagonal 6ponal 0 is Groundbrace lateral Properly brace wall wiN Dnvm restraint Ground adequate diagonals and floor or if Second H lateral ~�anchorage,perpendicular stake walls,etc. restrainHorizontal tie member attached to HonzontaBackup ground tle floor Note:Second floorsystem stake- erpbernagonaFirst tim shall have adequate capacity to with mutiple stakes brace support forces from ground braces. EXTERIOR GROUND BRACING INTERIOR GROUND BRACING ARRIOSTRE DE 77ERRA EXTERIOR ARRIOSTRE DE TIERRA INTERIOR 2■ Determine the locations for TCTLR and Ground Braces Determine las ubicaciones para TCTLR y los Arriostres de Tierra TCTLR,typ- EJ Use truss span to determine spac- Maximum Top Chord Temporary Lateral Restraint Spacing" ing for top chord temporary lateral Truss Span TCTLR Spacing restraint(TCTLR)from table at right. Use el tramo del truss para deterrni- Up to 30' 10'on-center maximum nar el espaciamiento para restriccidn 30'-45' 8'on-center maximum lateral temporal de la cuerda supe- 45'-60' 6'on-center maximum rior(TCTLR)en la tabla a la derecha. 60'-80'• 4'on-center maximum "Consult a registered design professional for trusses longer than 601. • **For trusses spaced greater than 2'o.c.,see also BCSI-B10. •=pitch beak under IV Over 8'(add aTCTLR) TCTLR • • 5'-0' 5'-6' 5'-6' 8' ra -10' 3'-4' 4'-4' 10"or greater 33'-0'Span U Truss attachment v T—spar, n required at support(s) Locate a ground brace vertical at each Locate additional TCTLR at each pitch TCTLR location. break. [f Locate additional TCTLR over bearings if the Localice una vertical de amostre de Localice TCTLR adicional en sada rotura heel height is 10"or greater. tierra en cads lugar de TCTLR. de inclination. Localice TCTLR adicional sobre los soportes si la altura del talon(heel height)es de 10 pulga- das o mss. 3 Set First Truss and Fasten Securely to Ground Braces ■ Coloque el Primer Truss y Fijelo Seguramente a los Arriostres de Tierra Wi Set first truss(or gable end frame)and fasten securely to ground braces and to the wall,or as directed by the building designer. Examples of first truss installed include: Coloque el primer truss(o armazdn hastial)y fijelo seguramente a las verticales de arriostre de tierra y a la pared, o comp se dirige el disenador del edih io. Ejemplos del primer truss instalado incluyen: TCTLR TCTLR lo�JJcations,typ. locations,typ. TCTLR 1 locations,typ. 1 E CTERIOR GROUND BRACING INTERIOR GROUND BRACING ARRIOSTRE DE TIERRA EXTERIOR ARRIOSIREDE TIERRA INTERIOR A ,-b,JIM(O� First truss must be attached securely to all bearings and to all required ground braces prior to removing the hoisting supports. EI primer truss tiene que ser sujetado seguramente a todos soportes y a todas arriostres de tierra requeridos,antes de quitar los soportes de levantamiento. Roily . . .• &I qkL� • Set Trusses 2,3,4&5 with TCTLR in Line with Ground Bracing 4■ Coloque los Trusses 2,3,4 y 5 con TCTLR en Linea con los Arriostres de Tierra Attach trusses securely at all bearings,shimming bearings as necessary. Examples of first five trusses set include: Sujete seguramente los trusses a todos los soportes, rellenar s6lidamente los soportes como sea necesano. Ejemplos de los primeros cinco trusses colocados induyen: See options below See options below See options below EXTERIOR GROUND BRACING VIMM OR GROUND BRAC M UMOSW DE UERRA MMMOR ARRIDSW DE TMRA nil== VEORMThe following three(3)Short Member Temporary Lateral Restraint options require that the diagonal bracing be installed continuously. Las siguientes tres opciones para instalar la Restricci6n Lateral Temporal de los Miembros Cortos requieren que el arriostre diagonal esta instalado continuamente. Option 1 Option 2 Option 3 Short member temporary lateral restraint installed on Short member temporary lateral restraint installed Proprietary metal restraint products* top of trusses between trusses Opci6n 3 Opci6n 1 Opci6n 2 Productos de metal para restricci6n patentados* Restricci&lateral temporal de los miembros cortos Restricci6n lateral temporal de los miembros cortos *These products are specifically instalados encima de trusses instalados entre trusses designed to provide lateral 27"+ 11/z"minimum Use 2-16d deformed shank f— 22,�Z" restraint and are not just for end distance nails minimum at each spacing.See manufacturer's I~♦I 1% ul adas "22 restraint-to-truss connection. g' P 9 specifications. distancia de Use como minimo 2-16d 1"221!17 extremo minima ,xclavus largos(shank nails)en *Estos productos son disen"ados Do not use split cada conexi6n de restricci6n- especificamente para proveer 2 nails at every members. a-truss. restricci6n lateral y no son connection No use miembros solamente para espaciamiento. 2 clavos en rajados. Vea las especificaciones del cada conexi6n fabricante. 221/x" 221/x^ Do not use split 27"+ members. 221/2" No use miembros rajados. A C.=laN7Cln A Each truss must be attached securely at each bearing and all TCTLR installed before removing the hoisting supports. Cada truss Bene que ser sujetado seguramente en sada soporte y todas las TCTLR instaladas antes de quitar los soportes de levantar. LATERAL RESTRAINT/BRACING MATERIAL AND CONNECTIONS CONNEXIONES Y NATERIALES DE RESTRICCION/ARRIOSTRE LATERAL Q Minimum size of bracing and lateral restraint material is 2x4 stress-graded lumber or approved proprietary metal restraint/bradng,unless oth- erwise specified by the building designer. El tamano del material de restricci6n lateral y arriostre debe ser por to menus 2x4 madera graduada por esfuerzo o restriction/arriostre de metal patentado aprobado, a menus que especifique el disenador del edificio. [� All bracing and lateral restraint members must be connected to each truss with at least 2 nails(see minimum sizes shown below),except for the short member restraints shown in Step 4,Option 2(see above),which require 2-16d deformed-shank(i.e.,ring-or screw-shank)nails. Todds los miembros de restricci6n lateral y arriostre tienen que ser conectados a sada truss con un minimo de 2 clavos(ver los tamafios minimos mostrados abalo)excepto para las restricciones de miembros cortos mostrados en el Paso 4, Opci6n 2(vea arnba),cu10d (0.1280") requieren 2-16d clavos con largos des ( ) formadds(Ej. Largos de anillos o tomillos). 12d(0.1280.25") [� Drive nails flush,or use double-headed nails for easiest removal. 16d(0.1310.5") Clave los clavos al raso,o use clavos de dos cabezas para quitarlos mas Mcilmente. 5 Install Top Chord Diagonal Bracing ■ Instate el Arriostre Diagonal de la Cuerda Superior Q Attach diagonal bracing to the first five trusses. Examples of diagonal bracing on first five trusses include: Coloque el arriostre diagonal a los primeros cinco trusses. Ejemplos de arriostre diagonal en los primeros cinco trusses induyen: See Short Member See Short Member Temporary Lateral Temporary Lateral Restrairn detail Restraint detail options page 3. See Short Member options page 3. Temporary Lateral } - Restraint detail options page 3. EXTERIOR GROUND BRACING INTERIOR GROUND BRACING ARRIOSTRE DE TIERRA EXTERIOR ARRIOSTRE DE TZE M INTERIOR [�( Or start applying structural sheathing. Example of structural sheathing installed on first five trusses. 0 empiece en aplicar el entablado estructural. Ejemplo de entablado estructural instalado en los primeros cinco trusses. t 6 Install Web Member Diagonal Bracing ■ Instate el Arriostre Diagonal de Miembros Secundarios Q Temporary web member diagonal bracing acts with the top chord and bottom chord temporary lateral restraint and diagonal bracing to form trian- gulation perpendicular to the plane of the truss and prevents trusses from leaning or dominoing. EI arriostre diagonal temporal de los miembros secundarios trabaja con la restriccidn lateral y el arriostre diagonal temporales de la cuerda superior e inferior para formar una triangulacidn perpendicular al piano del truss y evita que los trusses se inclinen o caigan como dominos. Q Install diagonal bracing at about 450 on web members(verticals whenever possible)located at or near rows of bottom chord lateral restraint.Web diagonal bracing must extend from the top chord to the bottom chord. Repeat at the interval shown in the Figure below. Instale el arriostre diagonal a aproximadamente 45 grados en los Diagonal miembros secundarios(verticales cuando sea posible)colocados en o bracing cerca de las filas de restricddn lateral de la cuerda inferior.Arriostre diagonal para los miembros secundarios bene que extender de la web membets cuerida superior a la cuerda inferior. Repita a los intervalos mostrados en la Figura a la derecha. ri The requirements for web member permanent individual truss member restraint are specified on the truss design drawing (TDD). Refer to BCSI-63 for more information.' Los re uisitos para la restriccidn permanente de miembros individuales I — Bottom chords de truss para miembros secundarios son espedficados en e/dibujo del - �\ disefio de truss. Vea el resumes BCSI-B3 para mas informad6n.'"' \ Diagonal braces every 10 truss spaces(20'max.) 10,-15'max.Same spacing Note:Some chord and web members as bottom chord lateral restraint not shown for clarity. - Mono trusses,deep flat trusses and other types of trusses with deep ends also require tem- porary lateral restraint and diagonal bracing on the long web members at the deep end of the truss. Los trusses de una sola pendiente, trusses planos y profundos y otros tipos de trusses con extre- mos profundos tambien requieren restricd6n lateral temporal y arriostre diagonal en los miembros secundarios largos al parte profundo del truss. 'SMNSOVER 60' MAY REQUIRE COMPLEX PERMAI,1EI1T BRACING. PLEASE ALWAYS CONSULT A PROFESSIONAL ENGINEER AWARNING!Disregarding Permanent Restraint/Bracing is a major cause of truss field perfor- 0 The TDD provides information on the assumed support for the bottom chord. mance problems and has been known to lead to roof or floor systems collapse. El TDD provee informaci6n sobre el soporte supuesto para to cuerda inferior. iADVERTENCIAI Descuidarel Amostre/Resfnco6n Permanente es una causa principal de problemas de rendimiento del truss en campo y habia conoado a flevar at demvmbamiento del l Install bottom chord permanent Lateral Restraint at the spacing indicated on the TDD sistema del tecito o pilo. and/or by the Building Designer with a maximum of 30•on center. AitAt4rt)a>xftll Spans over 60'may require complex permanent bracing.Please always consult a Instate Restriccion Lateral permanente de la cuerda inferior at espaciamiento Registered Design Professional. indicado en el TDD y/o por el Disenador del Edificio con un mixime,de 10 pies en el JM:V.iAAJTremos sobre 60 pies pueden requenr amostre permanente comple)o.For favor, centro. stempre mnsulte a un Prafesional Registrado de DiWo. RESTRAINT/BRACING MATERIALS&FASTENERS Diagonal MATERIALES Y CIERRES DE RESTRICCION/ARRIOSTRE Bracing Common restraint/bracing materials include wood structural panels,gypsum board sheathing, Bottom Chords stress-graded lumber,proprietary metal products,and metal purkns and straps. Matenales comunes de amostrar/restnngrr irxfuyen particles estructurales de madera,entablado de yeso,madera graduada por esfuerza,produchx de metal patentados,y vigas de soperte y liras de metal. -r• . -___- Lateral Restraint 2x4x12 Lumber Siff ,Minimum Nirl She Minimum Number of '10 <20, or greater lapped over Nails per Connection '10, <10' two trusses _ 2x4 slress�gaded i Od SIC 128,1, rl�---SII IfH-'I�1E`---�+I 10' Some Chord and web members not t2d(10(0,131)325') - Y V sMvmfor ace# 16d(0.13i)3.S'1 Lateral Reslraird and Diagonal Bracing iced to brace gte Botbm Chord Plane. 2XB Suess-graded too(0.1234') 12d(0123425') 3 3. PERMANENT BRACING FOR THE WEB MEMBER PLANE l6d(0 13145') 3. ARRIOSTRE PERMANENTE PARA EL PLANO DEL MIEMBRO SECUNDARIO aur,aheel.antl inju—rrU"t,e spertred ty it.vas,or,gnn Web Member Permanent Bracing collects and transfers buckling restraint forces and/or lateral ne we and alachmnit kx 111-9 malnial,such it,nuod,nudwa pond,,gypsum t.,mu ,.dw loads from wind and seismic forces.The same bracing can often be used for both functions, wwx,ddy mesa!ie<uamura nu rxam,u,,and met:pwsr,and,ba,o-a e re-00 to Me eIahrm„oe>, Arnostre Permanente de los Miernbros Seandarias recogen y pasan fuerzas de restno:76rt de PERMANENT BRACING FOR THE VARIOUS PLANES OF A TRUSS torcer y/o cargas laterales de vierlto y fuerzas s&n car A menudo el mismo amostre puede sef usado para ambos/intones. ARRIOSTRE PERMANENTEPARA VARIOS PLANOS DE UN TRUSS TOP Chord Individual Web Member Permanent Restraint&Bracing 0 Permanent Bracing is important because it, Flone Restriccion y Arriostre Permanente de Miembros Secundarios Individualists; a)prevents out-of-plane buckling of truss 0 Check the TDD to determine which web members(if arty)require restraint to resist buckling. members, Web Revrsa el TDD para determoar cuales mtembros secundarius(s a(gunos)requ eren restncoon b)helps maintain proper truss spacing,and Member c)resists arid transfers lateral loads from Pl7Ae para resisbr el torcer wind and seismic forces. El Restrain and brace with, a ae,eva rno.ery EI arnostre Permanente es mportante A Continuous Lateral Restraint&Diagonal Bracing,or — mol.dmce.eoa porque, B.Individual Member Web Reinforcement ^"•0°S"4' a)rn ide el forcer fuera-de-plano de los Restrmja y amastre mfr, oaaaaxnrnew miembros del Muss, A Restriccion Lateral Continua y Arnostre Diagonal,o b)ayuda en mantener espaciamiento B.Refuerzo de Miembros Secundanos Indroduales. apropiado de los trusses,y c)resiste y pass las cargas laterales de &xt-Chug A.Continuous Lateral Restraint(CLR) viento y fuerzas sismrcas aplcadas at PI.- &Diagonal Bracing sistema del truss. utuctural A.Restriccion Lateral Continua(CLR)y Arriostre Sheathing on Diagonal ❑� Trusses require Permanent Bracing Tap Chord within ALL of the following planes: „ Rare El1.Top Chard Plane Attach the CLR at the kxaUons shown on the TDD. 2.Bottom Chord Plane Sulete el CLR en las ubicaciones mo-rados en el TDD. Install the Diagonal Bracing at approximately 45r to the CLR and positron so that 0 crosses; 3.Web Member Plane web in close proximity to the CLR.Attach the Diagonal Brace as close to the Top and Bottom Trusses reTODOS As segue Permanente Chords as possible and to each web it crosses.Re dentro de TODOS los sigu enter planar: Pte+ peat every LR or less i.Plano de la Cuerda Superior �` Instals elArriostre 0lagonal a aproxrmadamente 45 grados al CLR y to cdoque para que puce 2.Piano de la Cuerda lnferio la cuerda muy cerea del CLR.Su)ete el Arriostre Diagonal tomo cercano a las cuerda<rnfeno• 3.Piano dela Cuero InfeSecunor superior tomo sea posible y a cada cuerda que to crura.Repita Cada 20 pies o menos. AC t6rdA91cl!Without Permanent Bracing the truss,or a portion of its members,wall buckle(i.e., EXAMPLES OF DIAGONAL BRACING WITH CONTINUOUS fail)at loads far less than design. LATERAL RESTRAINT A irUl��J Stn el Arnostre Fermanente,cel truss,o un parte de los mtembros,torcerin(e/. Ca,lI t ' lallarin)de cargas muchas mens que las cargas que el truss es dtsedado a Nevar anal Fintra rd Permanent Cormruous 1. PERMANENTLateral Restraint BRACING FOR THE TOP CHORD PLANE `` 1. ARRIOSTRE PERM INENTE PARA EL PLANO DE LA CUERDA SUPERIOR Bracing Use plywood,onented strand board ll or wood or metal structural purlins that are Pulkes properly braced. Use mntrachapado,panel de III onentadas F7 (i75B),o vigas de soporte de madera o metal s 20' que son arostrados apropiadamente. The Truss Design Drawing(TDD)provides Group of 3 Trusses Note Some chord and web members information on the assumed support for the top rot shown for clarity. chord. EI Drbulo del Dtserio de Truss(TDD)provee -.,----Structuralp a•x daring in me Top Chad PW.a iaavar, informact6n sobre el sopote supuesto para la trd M Me Sending Demon Diagonal Diagonal cuerda supero) apru ;." Brace El Fastener size and spacing requirements and grade for the sheathing,purlins and bracing are provided in the Diagonal Lateral building code and/or by the Building Designer. -- Hca Resume EI tamaiTo de creme requislos de espaoamtento y grado para el entablado,vigas de soporte y amostre ` son provistos en el o6digo del edificio y/o por el DiserTd- dor del Edificio. Drecty Latanal Restraint Group of 2 Trusses aexred 2. PERMANENT BRACING FOR THE BOTTOM W 0 Lateral Restraint&Diagonal Bracing can also be used CHORD PLANE ei"d with small groups of trusses(i.e.,three or less).Attach 2. ARRIOSTRE PERMANENTS PARA EL PLANO DE LA CUERDA INFERIOR the Lateral Restraint&Diagonal Brace to each web L'; Use rows of continuous Lateral Restraint with Diagonal Bracing,gypsum board sheathing or rgid member that they,Cross. ceiling. Restriatidn Lateral y Arriostre Diagonal tambien puede ser usado inn grupos pequenos de Use filas de Restricci6n Lateral Continua con Amostre Diagonal,entablado de yeso o trusses(e).tres to memos).Sulete la Restrico6n Lateral y el Arnostre Diagonal a cada miembro techo ngidosecundano que los cruzan. RESTRICCION /ARRIOSTRE PERMANENTE DE LAS CUERDAS Y LOS MIEMBROS SECUNDARIOS BCSI-133 SUMMARY SHEET PERMANENT RESTRAINT / BRACING OF CHORDS AND WEB &rAl1S OVER 60' MAY REQUIRE COMPLEX PERMAI JB IT BRACII IG. PLEASE ALWAYS COIASULT A PROFESSIO[IAL El IGNEER ALWAYS DIAGONALLY BRACE THE CONTINUOUS LATERAL RESTRAINT! Gable End Frames and Sloped Bottom Chords is1EMPRE ARRIOSTRf LA RESTRICCIbN LATERAL CONTINUAOfAGONALMFNTE! Armazones Hastiales Y Cuerdas Inferioris Pendientes B.Individual Web Member Reinforcement B.Refuerzo de Miembros Secundarios Individuales L- The Gable End Frame should always match the profile of the adjacent trusses to permit instal- T-,L-,Scab,I-,U-Reinforcement,proprietary metal reinforcement and stacked web products provide an lation of proper Bottom Chord Plane restraint&bracing unless special bracing is designed to alternative for resisting web buckling. support the end wall. T-,1-,costra,I-,U-Refuerzo,refuerzo de metal patentando It produc is de mierrlbros secundanus E!Armaz6n Hastial siempre debe encafar el perfil de los trusses contiguous para permibr la rnsta- amontonados proveen una altemativa para resistir of torcer de los mrembros secundarius. laci6n de restiico6n y aniostre apropiada de la Cuerda Inferior a mencis Cue airtostre especial es disefiado para soportar la pared de extremo. chi PLI iINS, I e \ mow $Woksd T7-IlaYlrolanrrs L �Bab INYsorGo- � Product Web Tiuss Manlier.M, L4aeniorom* YYY 111 cool m ars GeN,Eua Frae�t� The following table may be used unless more specific information is provided. La si_quiente tabla puede ser usada a mens Cue informaocin mors especfica esti p ovista. A .rLlr".'•U a:Using a flat Bottom Chord Gable End Frame with adjacent Trusses that have slope, Bottom Chords is prohibited by some building codes as adequate bracing of this condition is �. REINFORCEMENT e. SINGLE PLY difficult and sometimes impossible.Special end wall bracing design considerations are requires the Building Designer if the Gable End Frame profile does not match the adjacent Trusses. Sae TIM A 11in at Web warms Kemp L' J s6;."El use de un Armaz6n Hastiat de la Cuerda Inferior con Trusses contiguos cuales fpeclrsd a Bra"orWeb MR Tim Raliaoleaaaat laaMM Web ab Connectiond Web tlenen Cuerdas Infenaes pendientes es prohibdo poi algunos c�igos de edificbs perque ar- Raisarwrrrrs 11aYdarlrraais Is Web nostre adecuado de esta condicicin es dtfiol y a veces imposrbte.Consideracrones especra/es a_ Web T L Scab' I diseno para el amostre de la pared de extremo son requendos por el Disefiador del Edificio s'e N1 2a1 2,4 20 90%of web or perfil del Armaz6n Hastial no bate Fuego con los Trusses contiguos. 1 Row 2x6 24 Zd b6 Sara species LoCen0 In wt1ki 160 8,m 2x8 bs 28 b8 ani grade or 8'(150—jot sic mass(0 I31)3 5 1 PERMANENT BRACING FOR SPECIAL CONDITIONS b4 2-bil bere,than of web marrow. 4 6-(150 run) ARRIOSTRE PERMANENTS PARA CONDICIONES ESPECIALES 2 Rows b6 2 web me_ber 'a'c'a`'t"t mcente^ Sway Bracing—Arriostre de'Sway' 2x8 - — 9� 'Sway"bracing is inszalled at the discretion of 'M.s rr nowasa wn i.a 14(4Jm; — the Building Designer to help stabilize the truss system 'norScab Ren'aceTnr'.m 2ranei 10d Ganjs(012WI alS(ISO mmjin-anterC ouch riolma 'atweb and minimize the lateral movement due to wind and _ seismic loads. o?YAIENTLATFALPf57ALSTANDDII�iDV Ar ostre de Swa "esti instalado la drscrecain del WEBREINFORCENENTREQLSRED J 1 Y Por 3=:.w�C � i -• (_;i Daenador del Edrbao para ayudar en estabilaar e/systema de trusses y para minimizar el movimiento lateral debido a 1 cargas de viento y cargas sismrps. Sway bracing installed continuously across the building also r-- ---►ter serves to distribute gravity loads between trusses of varying «r,..�.• I 1 t stiffness. Amostre de Sway"que es instalada contrnuadarriente at traves del edi600 tarsi es usadc p;C,O�AL�S REFUERN DE M:EMBR0 SECUNDARIO RE QI IDOL ( para drstnbuir las cargas de gravedad entre trusses de ngidez variando Permanent Restraint/Bracing for the Top Chord in a Piggyback Assembly l� Some Truss Manufacturers mark the locations of the web Lateral Restraint or reinforcement on Restriccidn/Arriostre Permanence para la Cuerda Superior an un Ensamblaje de the truss using tags similar to those above. Piggyback Algunos Fabncantes de Trosses marcan en el truss las ubicaciones de refuerzo o Restnccxin Ei Provide restraint and bracing by: Repeat Diagonal Lateral de miembros secundarios con ehquetas smdares a las amba -using rows of 4x2 stress-graded lumber Bracing at 10' Web Member Plane Permanent Building Stability Bracing to Transfer Wind&Seismic Forces CLR and Diagonal Bracing,the or as spe it or leu. Arriostre de Estabilidad Permanente del Edificio del Plano de Miembros Secundarios Para •connecting the CLR into the roof as spedlied. CLR al ng Desplazar Fuerzas de Viento y Fuerres Sismicas diaphragm,Structural or specilie •adding Structural Sheathing or Bracing speciliLW The web member restraint or reinforcement specified on a TDD is required to rens:buckling Frames,or on the under vertical loads.Additional restraint and bracing is typically required to transfer lateral loads •some other equivalent means. Truss Design due to wind and/or seismic forces.This restraint and bracing is typically provided by the Building FTovee restnccs6n y amostre por: DratvG10 Designer. -usando 6/as do 9.x2 CLR madcra grad La restncocin o refuerzo de membros secundarros especifrcada en un TDD es requendo a resistir uada por esfuerza y Arnestre Diagonal,o el torcer ba/o cargas verticailes.Restnccron It amostre adioonal es requendo tipicamente para •conectando el CLR at drafragna del pasarcargas laterales debdas a fuerzas de viento y/o fuerzas sismicas.Esta restncci6n y arriostre echo,o es tipicamente provisto por el Disefiadcr del Edihoo. .afiadiendo Entablado Estructurat o Arm _ zanes de Amostre,o •aigunos otros meltodos equrvatentes. Dag«ul 6rxe to root Da agm xkvig ' G Refer to the TDD for the maximum assumed spacing for attaching the Lateral Restraint to the top Gable End chord of the supporting truss. Frame Refiere at TDD para el espacamiento maxmo supuesto para su/etar la Restncocin Lateral a la Root cuerda superior del truss soportante. Daphregm Cap flocking The TDD provides the assumed thickness Trusses f of the restraint and minimum connection Nonlplal requirements between the cap and the Note Top CAordL-RNnlactment supporting truss or restraint. *- CLR regwred only Wieathng not shown --- E/TDD provee el gresor wpuesto de!a _ I Bracing Frame or IN curry `- Structural Sheath- - restnccion y los requcsrtos de canexidn minimo5 entre la Capri y et truss SOpORdnte Bins r installed B«tom Gn«a / lmermrtte Some Truss Designers provide general Lateral Hesitant o la restricadn. nary design tables and details to assist the Budd- _ Bracing Frame ing Designer in determining the Bracing -\orStructural Gage and'wal permanent Dagaral Brxng required to transfer lateral loads due to Locale n line srh Bottom Chad prmanent Sheathing wind and/or seismic forces from the Gable CLR of as specrhed bi the&uiidrg Designer "_ -- �Supportin e End Frame into the roof and/or ceiling -s T� Trusses diaphragm. I i Algunos Disenadores de Trusses proveen ` tablas y detalles de desefio generates Para asrsbr el Disefiador del Ednftio en determinar el Ar- + nostre requerido para pasar cargas laterales debidas a fuerzas de viento y/o fuerzas sismicas del _ Armaz6n Hastial at dafragma del techo. To view anon-panting PDF of this document,visit www.s1bcindustry.can/b3. Para ver un POF de este documento Cue no se puede vnprmir,visita wwwsbcindustrycom/b3. �r�•�,M TRUSS PLATE INSTITUTE 6300 En.— Lane-Md.-.cul 53719 218 N Lee St.,See.312-Alexandria,VA22314 6061274.4849-—sbondustrY.com 703r.83-1010.www.tprst.org RESTRICCION /ARRIOSTRE PERMANENTE DE LAS CUERDAS Y LOS MIEMBROS SECUNDARIOS TRAMOS MAS DE 60'PIES PUEDEN REQUERIR ARRIOSTRE PERMANENTE COMPLEJO.FOR FAVOR,SIEMPRE CONSULTE A UN PROFESIONAL DE DISENO REGISTRADO Construction Loading Cargas dConstruccOn - Construction loads are those loads imposed on the unfinished building as a result of the construction process. Typical construction loads include the weight of the workers, equipment, and building materials, to name a few. For example, a bundle of plywood sheathing or gypsum board stacked on trusses temporarily creates construction loads. Cargas de construccion son las cargas que estan impuestas a los ed1hdos incompletos como resultado del proceso de construccion. Cargas de construccion tipicas incluyen el peso de los trabajadores, el equipo y los materiales de construccion, etcetera. Por ejemplo, un paquete de entablado contrachapado o tabla de yeso apilados temporalmente sobre los trusses crean cargas de construccion. Make sure that the truss assembly is properly restrained and braced according to the guidelines in BCSI-B1"`and BCSI-B2"' before placing any construction loads on them. Construction loads shall only be placed on fully restrained and braced structures. Asegurese que el montaje del truss esta adecuadamente restringido y arriostrado segun las pautas en BCSI-BY"' y BCSI-B2'"' antes de colocar alguna carga de construccion en la estructura. Solamente coloquen cargas de construccion arriba de estructuras cuales son restringidos y arriostrados completamente. A WARNING! Stacking excessive amounts of construction materials on floor or roof trusses is an unsafe practice. Prop- erty damage, personal injury and/or death are possible if this warning is not heeded. i A 1,V1 R11:N c 1 A Apilando cantidades excesivas de cargas de construccion sobre trusses de piso u techo es una prac- tica peligrosa. Dano a la propiedad, herida personal y/o muerte son posibles si no sigue esta advertencia. Vr@7173 Trusses that have been over-stressed due to excessive construction loading will usually show excessive sagging (deflection) and at least a portion of this deflection will remain even after the load has been removed. In more severe cases, broken truss members and/or failed truss joints may result. Los trusses que han sidos demasiado estresados debido a cargas de construccion excesivas usualmente demuestran una desviacion excesiva, y por to menos una parte de este desviacion se quedaran aGn despues de que la carga se haya quitada. En casos mas severos, miembros quebrados del truss y/o junturas falladas pueden resultar. CONSTRUCTION LOADING =S AND DON'TS (S) DONT exceed stack heights listed in the table. QUE HA Y NO HA CER CON LAS CARGAS NO exceda la altura de monton indicada en la tabla DE CONSTRUCCION que sigue. Maximum Stack Height for Material on Trusses DONT stack materials on unbraced Maximua Altura de Monton para Material encima de los Trusses trusses. Material-Material Height-Altura NO amontone materiales sobre Gypsum Board- Tabla de Yeso 12"- 12 pulgadas trusses que no esten arriostrados. Plywood or OSB-Madera Contrachapada u OSB 16"- 16 pulgadas Asphalt Shingles- Teja de Asfalto 2 bundles-2 paquetes Concrete Block- Bloque de Hormingon 8"-8 pulgadas Clay Tile- Teja de Arcilla 3-4 tiles-3-4 azulejos Note:Limit stacking periods to approximately one week,unless alternative information is provided by the Building Designer,Truss Designer or Truss Manufacturer. DONT overload the trusses. Lateral Diagonal NO sobrecargue los trusses. Restraint Bracing Properly restrain and brace trusses before stacking construction materials on them. E Structural Sheathing naconsttoad 090520 ;eneral detail for repair of broken webs, chords, and damaged or missing chord splices that meet the following conditions: Webs must be SPF or better and 2x6 or smaller. a Chords must be SPF or better and 2x6 or smaller. j Scab must be the same size as the broken member. 'Scab must be same grade or better as the broken member. No more than two broken or cracked members per truss. a Truss must be single ply. . Perimeter of chord break area must be a minimum distance X from any heel or peak, and minimum of 6" away from any interior joint locations. Perimeter of web break area must be a minimum distance X from web joint. = Maximum length of damaged area (not to exceed 12"). S = Overall length of scab(shaded). Must be equal or greater than 2(X)+C. (=Minimum length of scab at each end of break area. tefer to following table for minimum length of scab,and minimum number of nails at each end of break area and maximum axial force of broken member. :or all lumber, plates,web bracing,etc., refer to original drawing sealed by Robbins Engineering, Inc. Apply all nails so as to avoid damaging of lumber and loosening of plates at joints. Minimum end distance of 2"must be provided for all nails. Use 1 row of 10d common nails spaced 3"on center into 2x3 scabs. 2:3 SBS 2z4 03- 2z5 9C1HS Use 2 rows of 10d common nails spaced 3"on center in each row and >tDCIM a 1". NUAEER MAX. FoFrE (lbm) 14aiI1M Z M. N0M13ER OF Ka- FDRM (Ibis) staggered into 2x4 and 2x5 scabs. DISTANCE OF NAII5 AT AT 1.15 IAAD DISTANCE MADS AT EAU AT 1.15 IAAD 'Use 3 rows of 10d common nails spaced 3"on center in each row and (int E911 » OF DURkTICN (in.t END CF Dix DURATION >taggered into 2x6 scabs. 14 4 460 10 4 460 DOTE:Apply scab to one face of truss using nailing as specified above. 20 6 690 16 8 920 f desired,two scabs may be applied,one to each face of truss;use 6" 26 a 920 22 12 1380 rail spacing if scabs are applied to each face. 32 10 1150 28 16 1840 38 12 1380 34 20 2300 44 14 1610 40 24 2760 50 16 1840 46 28 3220 X 56 18 2070 52 32 3680 62 20 1 2300 58 36 4140 68 22 1 2530 1 64 40 4600 23IS SCRBS ;' ylrtii►i��jI C =12" maximum r HINT un a M. NTDSBLLR aaE. FoRGL �.►` ,,p d' f `I.. Jr--- DI9T1HCb Cr MILS AT (Ibe) AT 1.15 %q.� ` -'` ��'► S' "•' ��i�i in. LrACH IIID OF LOAD DURATION .�� oft/ -Nye? 12E� 10 6 640 w 16 12 1380 •' '•,�,.P!{ a. 22 18 2070 +'¢:r ~~\STATE 0~€ 28 24 2750 X 32 28 3220 11•++01, Q R 14P: & 36 32 3680 `'`+r'�+Q�1!}�i - ��* 40 36 4140 T11:TiG Jei+r_TL Lic.>� 2b' tir TOP AND BOTTOM CHORD 44 4600 Ftabbns Engrmaing PITCHES VARY. 48 44 5060 Ma Parte Etta:B#vd GO 52 48 5520 'sn"M.FL 33610 5 FL CAn ft556 ZyQ�ce\ S' Truss manufacturer must be notified if field conditions do not match this general detail. ROBBI S LOCK ew~w drote(20 t>4 yot...a.r-ASM*453 SS Great 40) Roca•+n¢.Co, twat ne reaoon*k*tr ra th.~1.,a trr""' Designed By MG R 0 B B I N S �.e ePP�a ewh (e) d t.rwt d ecrr , C4Mw, .Porte bpow m t aeirry b t �.�AS NOW to �_91 atw.n alhe�te M circles (e)a a'r,wrw:ena tkea.e doer":. rrrscd.d by m P�.he h the T-se ndt tndiWe.9E3 O'Ondr+e DNw.Su0.t 2oa a ..d wota w Pae�+�^ Paae.l wU tht ehorda or hoKzoMeay a Hop Mladiaal 14=nin 8371 . P'woo wtctk4 tr.,owt art coeaan.d to wok Peek Ona/a MOIL NO root.tarda a .era a Pae oontoet oreo.Spee. 0m, sim aadce ea••cef`^9 pope wtcten b"" to p+�nt toPP�p Checked By: PO 0.wa"spry o.w.rw a•eeAya d teen orw.earn and •oanrkrekq: Cat 0000 a taken 10 wv+* Amro; *of" rowkot*%. :rctvtea eaur.l.e OA"oro rvarkol+orr~a ptrro.nwd an toa�pnrnt sio, . Mpp,W one.rKl Too end lwtto-chem.~ to oetowt.y Engineering Inc. wots m.�,-r�,:�Joi Ms ata P�1da.T1M.dean .=paPa.a� kroc" 61 f.et.wte.d .,.dot,a rod C@AM r*.P«t1.*. It 13 tM oceadoneo tae•1laterre ak`9" so.cwketlar for 51rs-Grtdt kmew r d o"W3 to mcwtotn ttwt tee d.:yn redo vull"d on on Rev. Dote: 12/02/05 ►.aeon 2eooes. Tarttpa. rL 13aa2 and as Fowe:rpi(AM1 '0"i9n s000r4cdkrr ra L:gtM wan Rowe aa••q swot or eneed the echo,and Rood,k,~h roe xt a WM and tht ee..wet.e word Tnra.i(Tpl).aw ratl0 0tsyn ar.so 1a Trase 1Ealeri e.t toaes krroa.d by the Row thdfeq coat or hhtorieat clirnotk mod a Rog. No: GO-69 FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR IT rS THE RESPONSIOUTY OF THE BUILDING DESIGNER AND TRUSS FAB. TO REVIEW THIS DRING. & VERIFY THAT DATA INCLUDING DIY. & LOADS CONFORM TO ARCH. PLAN/SPECS & FAB. TRUSS LAYOUTS. General detail for repair of broken, damaged or cut chords of PC42 floor trusses that meet the following conditions. * Chord size must be maximum 4x2 and southern pine species. * Scab must be at minimum the some size and grode as broken chord. Wide face of scob must be attached to narrow face of chord member. 4 • Truss must be single ply. • No more than two broken or cracked chords per truss. • Perimeter of break area must be minimum of X distance from end of truss. and minimum of 4" away from any plates at panel points. All plates must be intact and fully embedded. C = Maximum length of domoged area or cut section not to exceed 12". S = Overall length of scob member must be equal or greater than 2(X)+C. X = Minimum length of scob member at each end of break area. Refer to following table for minimum length of scob, and minimum number of nails at each end of break area and r `�'' maximum axial force of broken member. For oil lumber, plates, web bracing, etc. refer to original drawing sealed by 15 STATE OF •4J Robbins Engineering Inc. =a f tom-: 1) Apply all nails so as to ovoid damaging of lumber and loosening of plates of joints. �s'S�On1A� 2) Attach the scob with one row of 10d common nails at 3" on center into 4x2 chord members. lip, L M'6a,2C griverft Axial force and number of nails may be doubled or X distance divided by 2, if scabs applied to each amit eaul Blvd face of truss at the some location. Minimum end distance of 3" must be provided for all members. .Mim A 112, TOTAL NUMEER OF NAILS AT EACH END X(INCHES) MAXIMUM N9AL FORCE IN CHORD OF BREAK MEMBER(L85.) MINIMUM SCAB LENGTH 4 18 512 6 24 768 X C X 8 31224 10 366 1280 12 42 1536 14 4B 1792 16 54 2048 18 60 2304 a 20 66 2560 22 72 2816 �n 24 78 3072 r- X � C �-- X Truss manufacturer must be MINIMUM SCAB LENGTH notified if field conditions do not match this general detail . R R T ROBBWS LOCK eawseta pbNs (20 pot+.slew-ASTM Abs]s5 Grose b) rtebbiw YIq- eo.Was ro tespaw✓er tf la IM en erectiart d lnrers R O iJ iJ 11N W o00wa Wh recta.1 trues a IoM MbtN jd .Cesar Hw OJ�MY NW ti-e;" P—W.M tM eroGrp. IMa t!-9t Designed BY: MG sew.e ett r br cbcts.(e)m T nont Wm UrMw OVWViw 416C~ M o,Oho by ow 1n psts kN4"..Sd1 D 0.001e Dr w—Suxo 200. o v,09 Wats w pwtm run pom ttr.@h tM~fta ho�taNdy of the ttottlenn.1Aeeagit 53)19. Persons a.ctiq tees"eovhoned to 9"kpmt oro / a heel No room wrote or woos■0 Ptae oontoct ono soot. prals069i"e id oerenew"Provo a.otron broetn9 is IDIOM u topowq Checked By TAA ".here 0O.aao soave eosins o'b.&" a mat end.mews ens 'do.tinw : Cao share tw t.i.n to".W d—• p Grin lob�cw4en, :w:cowd arwrsam.Cu"ons labnoot:oM etwe W psrr<rm.d an etttipnwrtt storoq..snWptM0-4~.aOn.Top one bottom ehaft shat W oaegtwtety Engineering Inc. ,s, proe„eee ono9_Rq pia.tione Pwtee Tris ft .as pr." :. b1c1d i, Uw ebmnce of slwolNq a r4W M", reepsekol r. It rs the tueorsar,M W" Nmw 0•s19• sp.crcetl far step_trop,It~ ,eoyeny, or 00w to ppr.Mdn tW the Ae:y, woft uIWMd an tr,u Rev. DOW 5/17/04 P.O.e.n 2e00Ss. Tampa, R 33602 oM tls Foelstt4gs'(AFPAj U.sp^SpaurKat:aw Ia l.yM Wits Pb/e Ora.(rq meet a ossa"pw eetuol died woes-V0sed by the erre " and me Cot.wet!woos Trusses'Cr oro I,1 o.• crAtr:a Ia Tnesss AOhen. I;- mods 'rtgo.w by the toed W Wnq code er r tatoriaer c1Hwt:c record.. FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR Dwg. No:GD-62-FL IT IS THE RESPONSIBlUTY OF THE BUILDING DESIGNER AND TRUSS FAB. TO REVIEW THIS DRWG. do VERIFY THAT DATA INCLUDING DIN. & LOADS CONFORM TO ARCH. PLAN/SPECS k FAB. TRUSS LAYOUTS. t PERMANENT WEB BRACING SEE INSIDE DESIGN MANUAL FOR BCSI PERMANENT BRACING INSTALLATION INSTRUCTIONS AND FOR FURTHER INFORMATION. CONSULT THE ENGINEER OF RECORD FOR EXPLICIT INSTRUCTION REGARDING PERMANENT BRACING CONTINUOUS LATERAL CONTINUOUS LATERAL BRACING BRACING (1 X4) 1x4#3 HEM—FIR OR BETTER CONTINUOUS LATERAL BRACING TO BE EQUALLY SPACED. ATTACH WITH(2)8d NAILS. BRACING MATERIAL TO BE SUPPLIED WEB AND ATTACHED AT BOTH ENDS TO A SUITABLE SUPPORT BY ERECTION CONTRACTOR. ,,O--T—BRACE TBRACE THESE DETAILS APPLY TO 1.5"WIDE WOOD TRUSSES. WEB • USE A 2x4 T BRACE IF THE TRUSS DESIGN SPECIFIES ONE LATERAL BRACE(MID POINT OF WEB). • USE A 2x6 T BRACE IF THE TRUSS DESIGN SPECIFIES TWO LATERAL BRACES (AT THE THIRD POINTS OF THE WEB). • USE A CONTINUOUS PIECE FOR THE TBRACE, OF THE SAME GRADE AS THE WEB AND COVERING AT LEAST 90%OF THE WEB ti��Ky1i1M�rt�r , LENGTH. CENTER THE T-BRACE ON THE y.•`�� ;,.•�'"" ' '�� ,ri u FASTEN WITH 1 O COMMON AILS SPACED 4" sp ON CENTER. `I O , ) j OF Ii. P��t rrRr►��re�n�►t WEB SCAB BRACING SCAB BRACE SCAB BRACE SAME SIZE, GRADE, AND LENGTH AS WEB MEMBER. ATTACH WITH 1 Od NAILS 0 4"O.C. BRACING MATERIAL TO BE SUPPLIED BY ERECTION CONTRACTOR. 11 J OFFICE COPY Ridgway Roof Truss Company (Trusses and Prefabricated Building Components) Mailing: P.O. Box 1309—Gainesville, Florida 32602 Physical: 235 SW 11th Place— Gainesville, Florida 32601 Telephone: (352) 376-4436 Email: Sales@ RidgwayTruss.com FAX: (352) 371-3316 www.RidgwayTruss.com WARNING THESE TRUSSES MUST BE HANDLED AND ERECTED ACCORDING TO BCSI SUMMARY SHEETS http://www.sbeindustry.does/06—bcsi—booklet—final.pdf SEE TABLE OF CONTENTS DESIGN MANUAL PROJECT NAME: Adam Gray Residence Floor JOB NUMBER: 17-0207 CONTRACTOR: 5 STAR BUILDING SOLUTIONS DATE: 4-27-17 az REVISIONS: COMMENTS: Lumber design values are in accordance with ANSI/TPI 1 section 6.3 ' These truss designs rely on lumber values established by others. MiTek� RE: 170207- MiTek USA, Inc. Site Information: 6904 ParkLLe East Blvd. Customer Info: 5 STAR BUILDING SOLUTIONS Project Name: Adam Gray Residence Tam Lot/Block: - Subdivision: - Address: City: Atlantic Beach State: FL Lou Pontigo & Associates, Inc. OFFICE COPY Consulting Structural Engineers O rXCEP�I0N TA-'EN CJ MAKE CORRECTTOtvS NOTED I REJECTE C - SEE REiMARKS ❑ REVISE &RESUBMIT '�iew is for 'ne hrrn^ purrose of checking for corioin'10"ce ano the information expresse�f Io opprc>�al is implied to!the cr_curacy or de'ais, quantities, dimensions,weights cr fabnc<tion processes, construction means or method, or the work with other trades or co.�st;uction swelpF all of which are the sole responsibirtiy of the (--,,;r.tracfor.The Contractor is responsible for airrensions to be ,-onfirrned and correlated at the site. Review of a specific itenm) snap not lnck de a review of the entire assembly of which-the Y item is a cot nol-xient.Review of re-submission will cover on. !e.agncted changes on the submittal and other charaMMANVIV identified by the Contractor. By: \ _Date: I t Fable of Contents 1.General Notes 2.WTCA 1- 1995 ( Standard Responsibilities in the Design Process involving Metal Plate Connected Wood Trusses) 3.Engineering (insert) 4.Layout of Truss Placement Plan (insert) s. Jobsite Package w/ BCSI B-1, B-2, B-3 and B-4( Handling, Installing and Bracing Information) http://www.sbcindustry.com/docs/06-bcsi-booklet-fi*nal.pdf 6.Standard Chord and Web Repairs 7.Examples of Permanent Web Bracing S T ROBBINS ENG . GENERAL NOTES & SYMBOLS PLATE LOCATION PLATE SIZE LATERAL BRACING —tel I+ 108 Center plates on joints 6.3 x 8.8 The first dimension is the 1x4 continuous lateral bracing unless otherwise noted in width measured perpen- attached with(2)8d nails each place list or on drawing. dicular to slots. The second member where indicated or 2x4 Dimensions arc given in dimension is the length "T"or"L"brace stiffener if inches(i.e.1 1/2"or 1.5")or measured parallel to slots. applicable nailed flat to edge of IN-16ths(i.e.108). web with 12d nails spaced 8"o.c. "T"or"L"brace must be extended at least 904'0 of web length. PLATE ORIENTATION DIMENSIONS BEARING When shown,indicates 6-08-08 All dimensions arc shown in When truss is designed to direction of slots in FT-IN-SX(i.e.6'8 1/2"or bear on multiple supports, connector plate. 6-08-08). Dimensions less interior bearing locations 708 than one foot are shown in should be marked on the IN-SX only(i.e.708). Q truss. Interior support or temporary shoring must be in place before erecting this truss. If necessary,shim bearings to assure solid contact with truss. ROBBINS LOCK connector plates (20 ga. gale steel Trussed Rafters. Robbins Eng.Co. bears no ASTM A653 SS Grade 40) shall be applied on both responsibility for the erection of trusses, field bracing faces of truss at each joint. Center the plates, unless or permanent truss bracing. Refer to HIB-91 as shown otherwise by circles (o) or dimensions. No published by the Truss Plate Institute, 583 D'Onofrio loose knots or wanes in plate contact area. Splice Drive,Suite 200, Madison,Wisconsin 53719. Persons only where shown. Overall spans assume 4" bearings erecting trusses are cautioned to seek professional at each end, unless indicated otherwise. Cutting and advice concerning proper erection bracing to prevent fabrication shall be performed on equipment which toppling and"dominoing". Care should be 'taken to produces snub fitting joints and plates. Unless prevent damage during fabrication, storage,shipping otherwise noted, moisture content of lumber shall and erection. Top and bottom chords shall be not exceed 19%at time of fabrication and these adequately braced in the absence of sheathing or rigid designs are not applicable for use with fire retardant ceiling, respectively. It is the responsibility of others lumber. This design was prepared in accordance with to ascertain that the design loads utilized on this "National Design Specifications for Stress -Grade drawing meet or exceed the actual dead loads Lumber and Its Fastenings" (AFPA), "Design imposed by the structure and the live loads imposed Specifications for Light Metal Plate Connected Wood by the local building code or historical climatic records. Trusses" (TPI),and HUD Design Criteria for FURNISH A COPT'OF THIS DESIGN TO ERECTION CONTRACTOR. IT IS THE RESPONSIBILITY OF BUILDING DESIGNER TO REV[ENNITHIS DRWG. &VERIFY THAT DATA INCLUDING DIM. & LOADS CONFORM TO ARCH. PLAID'/SPECS& FAB.TRUSS LAYOUTS. F ► . CORPORATE HEADQUARTERS P.O.Box 280055 Tampa, FL 33682-0055 800-282-1299 • Fax: 813-971-6117 1 � Y YY rfl Wood Truss Council of America 5937 Meadowood Dr., Ste. 14 - Madison, W1 53711-4125 - 608/274-3329 (fax) Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood Trusses WTCA 1 -1995 Developed by the WTCA Engineering Review Committee in cooperation with the Truss Plate Institute 2 The Wood Truss Council of America publishes standard practice materials prepared and edited by knowledgeable authors from the construction industry to give as much assistance as possible to owners,architects,engineers,contractors,building officials, and others involved in the metal plate connected wood truss industry.The competence of the authors ensures accurate and authoritative information in regard to the subject matter covered, but, of course, neither the Wood Truss Council of America, nor the authors make either express or implied warranties in regard to the use of the materials. 1.0 SCOPEAND DEFINITIONS 1.1 This standard defines the design responsibilities of the bracing, anchorage, connections and field individuals and organizations involved in the preparation, assembly. The term "Contractor" shall include submittal, review and approval of each Truss Design those subcontractors who have a direct contract Drawing and Truss Placement Plan associated with the with the Contractor to perform all or a portion use of metal plate connected wood trusses. These of the storage, handling,and installation of the guidelines are presented as industry standard practice.The trusses. guidelines are not intended to preclude alternate provisions as agreed upon by the parties involved. 1.2.5 "Engineer-of-Record"shall mean the registered professional engineer responsible for the 1.2 The following definitions shall apply: structural design of the structure and who 1.2.1 "Architect"shall mean the individual registered produces the structural drawings included in the architect responsible for the architectural design Construction Design Documents. of the structure and who produces the 1.2.6 "Owner" shall mean the individual or architectural drawings included in the organization for whom the structure is designed. Construction Design Documents. 1.2.7 "Truss" is an individual metal plate connected 1.2.2 "Building Designer" is the individual or wood structural component manufactured by the organization having responsibility for the overall Truss Manufacturer. building or structure design in accordance with the state's statutes and regulations governing the 1.2.8 "Truss Designer" is the design professional, professional registration and certification of individual or organization,having responsibility architects or engineers. This responsibility for the design of metal plate connected wood includes but is not limited to foundation design, trusses.This responsibility shall be in accordance structural member sizing, load transfer,bearing with the state's statutes and regulations governing conditions,and the structure's compliance with the professional registration and certification of architects or engineers. Also referred to as truss the applicable building codes. Also referred to engineer, design engineer, registered engineer, as registered architect or engineer, building designer, and registered building designer, but and engineer,but hereinafter will be referred to hereinafter will be referred to as Building as Truss Designer. Designer. 1.2.9 "Truss Design Drawing"shall mean the graphic 1.2.3 "Construction Design Documents" are the depiction of an individualTruss prepared by the architectural drawings, structural drawings, Truss Designer. mechanical drawings, electrical drawings, and 1.2.10 "Truss Manufacturer"shall mean an individual any otherdrawings,specifications,and addenda or organization regularly engaged in the which set forth the overall design of the structure manufacturing of Trusses. and issued by the Building Designer. 1.2.11 "Truss Placement Plan" is the drawing 1.2.4 "Contractor" shall mean the individual or identifying the location assumed for each Truss organization responsible for the field storage, based on theTruss Manufacturer's interpretation handling, and installation of trusses including, of the Construction Design Documents. but not limited to,temporary bracing,permanent 3 2.0 OWNER RESPONSIBILITIES 2.1 Directly or through its representatives,which may include Truss Design Drawing and Truss Placement Plan; and the Contractor and/or Building Designer;(a)review and (d)coordinate the return of each approved Truss Design approve each Truss Design Drawing; (b) review and Drawing and Truss Placement Plan to the Truss approve theTruss Placement Plan;(c)resolve and approve Manufacturer prior to truss manufacturing. all design issues arising out of the preparation of each 3.0 BUILDING DESIGNER RESPONSIBILITIES 3.1 Design a structure suitable to ensure that the intended 3.2.8 Proper transfer of design loads affecting the function of eachTruss is not affected by adverse influences Truss;and including, but not limited to, moisture, temperature, corrosive chemicals and gases; 3.2.9 Adequate connections between Truss and non- Truss components, except as noted in Section 3.2 Prepare the Construction Design Documents,showing all 6.2.9. trussed areas, which must provide as a minimum the 3.3 Review and approve the Truss Placement Plan and each following: Truss Design Drawing for conformance with the 3.2.1 All truss orientations and locations; requirements and intent of the Construction Design 3.2.2 Information to fully determine all truss profiles; Documents,the effect of eachTruss Design Drawing and Truss Placement Plan on other parts of the structure,and 3.2.3 Adequate support of the Truss and all truss the effect of the structure on each Truss. bearing conditions; 3.4 Specify permanent lateral bracing where indicated by the 3.2.4 Permanent bracing design for the structure Truss Designer on theTruss Design Drawings,to prevent including the Trusses,except as provided in 3.4 buckling of the individual truss members due to design and 6.2.12. loads. The Building Designer shall specify how the permanent lateral bracing is to be anchored or restrained 3.2.5 The location,direction and magnitude of all dead to prevent lateral movement if all truss members, so and live loads applicable to eachTruss including, braced buckle together. This shall be accomplished by: but not limited to, loads attributable to: roof, floor,partition,mechanical,fire sprinkler,attic, (a)anchorage to solid end walls;(b)permanent diagonal bracing in the plane of the web members; or (c) other storage, wind,snow drift and seismic; means when demonstrated by the Building Designer to 3.2.6 All Truss anchorage designs required to resist provide equivalent bracing. uplift,gravity,and lateral loads; . 3.2.7 Allowable vertical and horizontal deflection criteria; 4.0 CONTRACTOR RESPONSIBILITIES 4.1 Provide to the Truss Manufacturer the Construction 4.4 Provide the approved Truss Design Drawings, approved Design Documents and all revisions and supplements Truss Placement Plans,and any supplemental information thereto. provided by the Truss Manufacturer to the individual or 4.2 Review and approve the Truss Placement Plan and each organization responsible for the installation of theTrusses. Truss Design Drawing for conformance with the 4.5 Comply with the field storage, handling, installation, requirements and intent of the Construction Design permanent bracing, anchorage, connections and field Documents, and the effect of the Truss Placement Plan assembly requirements of the Construction Design and eachTruss Design Drawing on other trades involved Documents. in the construction of the structure and the effect of the other trades on the Trusses. 4.6 Determine and install the temporary bracing for the structure,including the Trusses. 4.3 Coordinate the review,approval and return of eachTruss Design Drawing and the Truss Placement Plan by the Owner and Building Designer. 4 t t 5.0 TRUSS MANUFACTURER RESPONSIBILITIES 5.1 Communicate the design criteria from the Construction 5.3 Submit to the Contractor the Truss Placement Plan, as Design Documents to the Truss Designer. may be required, and each Truss Design Drawing for 5.2 Where required by the Construction Design Documents, review and approval. prepare theTruss Placement Plan,providing as a minimum 5.4 Manufacture the Trusses in accordance with the final the location assumed for each Truss based on the Truss approvedTruss Design Drawings using the quality criteria Manufacturer's interpretation of the Construction Design for Metal Plate Connected Wood Trusses established by Documents. the ANSI/TPI 1-1995 "National Design Standard for Metal Plate Connected Wood Truss Construction" 6.0 TRUSS DESIGNER RESPONSIBILITIES 6.1 Prepare theTruss Design Drawings in conformance with 6.2.6 Each reaction force and direction; the requirements set forth in the latest approved edition ofANSIlfPI 1-1995"National Design Standard for Metal 6.2.7 Metal connector plate type, size, thickness or Plate Connected Wood Truss Construction" gage,and the dimensioned location of each metal connector plate except where symmetrically 6.2 For each Truss Design Drawing,set forth as a minimum located relative to the joint interface; the following: 6.2.8 Lumber size, species, and grade for each 6.2.1 Slope or depth,span and spacing; member; 6.2.2 Location of all joints; 6.2.9 Connection Requirements for: 6.2.3 Required bearing widths; (a) Truss to Truss girder; 6.2.4 Design loads as applicable: (b) Truss ply to ply;and 6.2.4.1 Top chord live load (including snow (c) Field splices; loads); 6.2.10 Calculated deflection ratio and/or maximum 6.2.4.2 Top chord dead load; deflection for live and total load; 6.2.4.3 Bottom chord live load; 6.2.11 Maximum axial compression forces in theTruss 6.2.4.4 Bottom chord dead load; members to enable the Building Designer to design the size, connections and anchorage of 6.2.4.5 Concentrated loads and their points of the permanent continuous lateral bracing. Forces application;and may be shown on the Truss Design Drawing or 6.2.4.6 Controlling wind and earthquake on supplemental documents;and loads; 6.2.12 Required permanent Truss member bracing 6.2.5 Adjustments to lumber and metal connector plate location. design values for conditions of use; 7.0 OTHER RESPONSIBILITIES 7.1 Any party who cuts or damages a truss shall be responsible for securing the engineering required for the repair and for subsequent costs. • WTCA is committed to promoting the common interests of all engaged in the manufacture of wood trusses and related components to ensure growth, continuity, and increased professionalism in our industry. fundamental to this is promoting the safe,economic,and structurally sound use of trusses in all applications. 5 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 170207 FG17 1*3P HHIP 260408 0 0 0 T10990542 Adam Gray Residence HO 4-4-0 SO 6-4-0 TCI 5-2-8 I 10-5-12 1 15-7-4 1 20-8-12 1 26-4-8 SPL 4x5- 7x10- 7x8- 2x4 11 5x12- 3x4 11 L B V N X C 6-4-0 4-4-0 M E U T S D U411 2x4 11 5x5- S1 5x8- 2x4 11 4x12- 4 18G-MS18-6x8 - P 6x6- Cant:5- 0 W:508 8:11308 U:1439 W:508 R:10258 0:1216 HCN 4-11-0- 10-2-4 1 15-7-4 21-0-4 1 26-4-8 a 26-4-8 EXCEPT AS SHOWN ALL PLATES ARE MT2020 Scale:0.160"=1' MiTek® Online Plus- APPROX. TRUSS WEIGHT: 303.3 LBS Online Plus -- Version 30.0.063 6904 Parke East Blvd. This truss is designed for a RUN DATE: 27-APR-17 Mambr CSI P Lbs Axl-CSI-Bnd Tampa, FL 33610 creep factor of 1.5 which +**++*++**++*** ----------Top Chords---------- is used to calculate total + 3-Ply Truss + L -B 0.05 27 C 0.00 0.05 REFER TO ONLINE PLUS GENERAL load deflection. +•++++++++:+:•+ B -V 0.09 16610 C 0.03 0.06 NOTES AND SYMBOLS SHEET FOR Verticals that are extended V -W 0.11 17044 C 0.03 0.08 ADDITIONAL SPECIFICATIONS. below a chord forming a Southern Pine lumber design w -X 0.10 17044 C 0.03 0.07 "Leg Down" condition are not values are those effective X -C 0.06 563 C 0.00 0.06 NOTES: designed to resist lateral 06-01-13 by SPIB//ALSC UON --------Bottom Chords--------- Trusses Manufactured by: forces betweeen the truss CSI -Size- ----Lumber---- M -Q 0.05 0 T 0.00 0.05 RIDGWAY ROOF TRUSS and the support. Additional TC 0.11 2x 8 SP-2400f-2.OE Q -E 0.16 10251 T 0.11 0.05 Analysis Conforms To: design considerations (by BC 0.27 2x 8 SP-2400f-2.OE E -U 0.19 10251 T 0.11 0.08 FBC2014 others) are required to WB 0.98 2x 4 SP-M3 U -S1 0.27 16610 T 0.19 0.08 TPI 2007 transfer these forces to the -- 0.72 2x 4 SP-42 SI-T 0.27 16610 T 0.19 0.08 Girder Common appropriate lateral force X -D T -S 0.21 11626 T 0.13 0.08 Loading BC resisting elements. -- 0.69 2x 6 SP42 S -D 0.20 11626 T 0.13 0.07 Span 15- 7- 0 D -C -------------Webs------------- 3 COMPLETE TRUSSES REQUIRED. M -L 0.10 1718 C WindLd Fasten plies together in Brace truss as follows: L -Q 0.03 239 T staggered pattern. O.C. From To Q -B 0.93 13302 C Connector Rows Spacing TC Cont. 0- 0- 0 26- 4- 8 E -B 0.24 1936 T TC 10d Gun Nails 3 12.0 in or 48.0" 0- 0- 0 26- 4- 8 B -U 0.98 7789 T BC 10d Gun Nails 3 12.0 in BC Cont. 0- 0- 0 26- 4- 8 U -V 0.13 2183 C WE 10d Gun Nails 1 8.0 in or 120.0" 0- 0- 0 26- 4- 8 V -T 0.06 530 T Web Connection Exception -- T -W 0.11 1910 C Space connectors for the psf-Ld Dead Live T -X 0.84 6635 T following webs- TC 10.0 40.0 S -X 0.27 2126 T Q -B 1 -we & 4.0" o.c. BC 10.0 0.0 X -D 0.72 13552 C X -D 1 rows N 4.0" o.c. TC+BC 20.0 40.0 D -C 0.46 1177 C 0.00 0.46 10d gun nails (0.13111x3") Total 60.0 Spacing 24.0" P -D 0.69 10258 C 0.03 0.66 must be installed as noted Lumber Duration Factor 1.25 above, as each layer is Plate Duration Factor 1.25 TL Defl -0.32" in U -T L/936 applied. Fb Fc Ft Emin LL Defl -0.15" in U -T L/999 Plus clusters of nails where TC 1.15 1.10 1.10 1.10 Shear // Grain in M -Q 0.38 shown. BC 1.10 1.10 1.10 1.10 Design checked for 10 psf non- Plates for each ply each face. concurrent LL on BC. Total Load Reactions (Lbs) Plate - MT20 20 Ga, Gross Area Use properly rated hangers for it Down Uplift Horiz- Plate - MT2H 20 Ga, Gross Araa loads framing into girder Q 11308 1439 U 914 R Plate - MS18 18 Ga, Gross Area truss. P 10259 1217 U 799 R it Type Plt Size X Y JSI This truss must be installed L MT20 4.Ox 5.0 Ctr Ctr 0.34 as shown. It cannot be it Brg Size Required B MT20 7.0x10.0 Ctr Ctr 0.98 installed upside-down. Q 5.5" 2.911 V MT20 7.Ox 8.0 Ctr 2.0 0.44 Wind Loads - ANSI / ASCE 7-10 P 5.5" 5.5" W MT20 2.Ox 4.0 Ctr Ctr 0.16 Truss is designed as X MT20 5.0x12.0 1.5 Ctr 0.92 Components and Claddings* LCM 1 Girder Loading C MT20 3.Ox 4.0 Ctr Ctr 0.11 for Exterior zone location. Dur Fctrs - Lbr 1.25 Plt 1.25 M MT20 3.Ox 4.0 Ctr Ctr 0.30 Wind Speed: 130 mph plf - Dead Live* From To Q MT20 6.Ox 6.0 Ctr Ctr 0.99 Risk Category II TC V 20 80 0.0' 26.4' E MT20 2.Ox 4.0 Ctr Ctr 0.59 Mean Roof Height: 25-0 BC V 156 272 0.0' 26.4' U MT20 5.Ox 5.0-1.0 Ctr 0.97 Exposure Category: C TC V 120 0 0.01 26.4' Sl MS18 6.Ox 8.0 Ctr Ctr 0.63 Building Type: Enclosed TC V 50 100 0.01 26.4' T MT20 5.Ox 8.0 0.5 Ctr 0.92 TC Dead Load: 6.0 psf TC V 210 421 0.01 CL-LB S MT20 2.Ox 4.0 Ctr Ctr 0.65 BC Dead Load: 6.0 pef D MT20 4.0x12.0-0.5 Ctr 0.94 Max comp. force 17044 Lba Plus 21 Wind Load Case(s) Max tens. force 16610 Lbs Plus 1 LL Load Cass(s) REVIEWED BY: Connector Plate Fabrication Plus 1 DL Load Cases) MiTek USA, Inc. Tolerance = 20% Online Plus"'0 Copyright MRek1l)1996-2016 Version 30.0.063 Engineering-Portrait 4272017 1:19:31 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering j 70207 Fl 7 rn00 140908 10400 0 0 T10990543 Adam Gray Residence HO 1-4-0 HO 1-4-0 CD 0 rn 0 v TC 16-41 3-1-12 1 5-7-12 1 6-11-8 18-2-12 1 9-6-8 1 12-0-8 1 14-8-0 r) 4x6- F 1x3= 1x3 x3= 3x3= 3x3= 1x3 11 1x3 11 3x3= 3x3= 4x4= A N O P Q R S c D 1-4-0 B E 1x311 G M L R J I H 2x411 lx3-3x6- 4x4= 3x3= 3x3= 3x3- 3x3= 4x4= Cant:3- 8 n W:508 W:508 R:1624 R: 821 BC - - - 4-4-12 6-10-12 B-3-8 10-9-8 13-3-8 - - ,e-o-o ALL PLATES ARE MT2020 Scale:0.396"=V MiTek9 Online P1u5I APPROX. TRUSS WEIGHT: 104.5 LBS Online Plus -- Version 30.0.063 G -M 0.07 248 C 0.00 0.07 RUN DATE: 27-APR-17 M -L 0.43 1314 T 0.37 0.06 REFER TO ONLINE PLUS GENERAL L -K 0.66 2127 T 0.45 0.21 NOTES AND SYMBOLS SHEET FOR Southern Pine lumber design K -J 0.72 2307 T 0.48 0.24 ADDITIONAL SPECIFICATIONS. values are those effective J -I 0.76 2187 T 0.49 0.27 06-01-13 by SPIB//ALSC UON I -H 0.46 1471 T 0.41 0.05 NOTES: CSI -Size- ----Lumber---- H -E 0.03 0 T 0.00 0.03 Trusses Manufactured by: TC 0.52 4x 2 SP-M2 -------------Webs------------- RIDGWAY ROOF TRUSS BC 0.76 4x 2 SP-M2 B -A 0.00 21 C Analysis Conforms To: WE 0.51 4x 2 SP-N3 A -G 0.14 700 C FBC2014 G -F 0.12 548 C TPI 2007 Brace truss as follows: G -F 0.12 548 C Design checked for 10 psf non- O.C. From To F -M 0.51 1079 T concurrent LL on BC. TC Cont. 0- 0- 0 14- 9- 8 M -N 0.23 1009 C Provide 2X6 continuous or 48.0" 0- 0- 0 14- 9- 8 N -L 0.27 582 T strongbacks (on edge) every BC Cont. 0- 0- 0 14- 9- 8 L -O 0.13 547 C 10.0 Ft. Fasten to each or 120.0" 0- 0- 0 14- 9- 8 O -K 0.19 416 T truss w/ 3-10 (0.131"x3") K -P 0.04 197 C nails at truss member(s). psf-Ld Dead Live J -Q 0.03 174 C This truss must be installed TC 15.0 40.0 J -R 0.17 360 T as shown. It cannot be BC 5.0 0.0 R -I 0.11 475 C installed upside-down. TC+BC 20.0 40.0 I -S 0.24 519 T Max comp. force 2307 Lbs Total 60.0 Spacing 24.0" S -H 0.23 985 C Max tens. force 2307 Lbs Lumber Duration Factor 1.00 H -C 0.49 1037 T Connector Plate Fabrication Plate Duration Factor 1.00 E -C 0.18 814 C Tolerance = 10% Fb Fc Ft Emin This truss is designed for a TC 1.00 1.00 1.00 1.00 TL Defl -0.17" in K -J L/939 creep factor of 1.5 which BC 1.00 1.00 1.00 1.00 LL Defl -0.10" in K -J L/999 is used to calculate total Shear // Grain in S -C 0.27 load deflection. Total Load Reactions (Lbs) it Down Uplift Horiz- Plates for each ply each face. G 1624 Plate - MT20 20 Ga, Gross Area E 821 Plate - MT2H 20 Ga, Gross Area Plate - 14S18 18 Ga, Gross Area it Brg Size Required it Type Plt Size X Y JSI G 5.5" 1.5" A MT20 3.Ox 3.0 Ctr Ctr 0.71 E 5.5" 5.5" A MT20 1.0x 3.0 Ctr Ctr 0.00 F MT20 4.Ox 6.0 Ctr-0.5 0.68 LCN 1 Standard Loading N MT20 3.Ox 3.0 Ctr Ctr 0.84 Dur Fctrs - Lbr 1.00 Plt 1.00 O MT20 3.Ox 3.0 Ctr Ctr 0.60 plf - Dead Live* From To P MT20 1.Ox 3.0 Ctr Ctr 0.33 TC V 30 80 0.0' 14.8' Q MT20 1.0x 3.0 Ctr Ctr 0.33 BC V 10 0 0.0' 14.8' R MT20 3.Ox 3.0 Ctr Ctr 0.52 TC V 233 467 0.0' CL-LB S MT20 3.Ox 3.0 Ctr Ctr 0.75 C MT20 4.Ox 4.0-0.5-0.5 0.74 Plus 2 Unbalanced Load Cases C MT20 1.Ox 3.0 Ctr Ctr 0.00 Plus 1 LL Load Case(s) B MT20 1.0x 3.0 Ctr Ctr 0.33 Plus 1 DL Load Case(s) B MT20 1.Ox 3.0 Ctr Ctr 0.00 G MT20 3.Ox 6.0 Ctr Ctr 0.71 Membr CSI P Lbs Axl-CSI-Bnd M MT20 4.Ox 4.0 Ctr 0.5 0.95 ----------Top Chords---------- L MT20 3.Ox 3.0 Ctr Ctr 0.84 A -F 0.41 248 T 0.06 0.35 K MT20 3.Ox 3.0 Ctr Ctr 0.60 F -N 0.40 589 C 0.00 0.40 J MT20 3.Ox 3.0 Ctr Ctr 0.52 N -O 0.44 1734 C 0.04 0.40 I MT20 3.Ox 3.0 Ctr Ctr 0.75 O -P 0.37 2307 C 0.04 0.33 H MT20 4.Ox 4.0 Ctr 0.5 0.91 P -Q 0.37 2307 C 0.04 0.33 E MT20 2.Ox 4.0 Ctr 0.5 0.44 Q -R 0.33 2307 C 0.04 0.29 R -S 0.52 1845 C 0.05 0.47 REVIEWED BY: S -C 0.50 763 C 0.01 0.49 MiTek USA, Inc. --------Bottom Chords--------- 6904 Parke East Blvd. B -G 0.07 0 T 0.00 0.07 Tampa, FL 33610 Online Plus"'0 Copyright Mi7ek4D 1996-2016 Version 30.0.063 Engineering-Portrait 4272017 1:19:31 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 170207 FIA 1 X100 140908 10400 0 0 T10990544 Adam dray Residence HO 1-4-0 HO 1-4-0 m 0 rn 0 a TC 16-41 3-1-12 1 5-7-12 16-11-8 18-2-12 1 9-6-8 1 12-0-8 1 14-8-0 fi #4x6= F 1x3= 1x3 x5- 3x3= 3x3= 1x3 11 1x3 11 3x3= 3x3- 3x5= A N O P Q R S C T D 1-4-0 B E 1x311 G M L K J Z g 2x411 1x3=5x6- 4x5- 3x3- 3x3= 3x3= 3x3- 4x4- Cant:3- 8 W:508 W:508 R:3482 R: 762 BC - - - 4-4-12 6-10-12 - - 1 10-9--a13-3-8 14-9-8 14-9-8 ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale:0.396"=1' MiTek® Online Plus- APPROX. TRUSS WEIGHT: 104.5 LBS Online Plus -- Version 30.0.063 L -K 0.59 1696 T 0.47 0.12 ADDITIONAL SPECIFICATIONS. RUN DATE: 27-APR-17 K -J 0.71 1968 T 0.55 0.16 J -I 0.78 1941 T 0.47 0.31 NOTES: Southern Pine lumber design I -H 0.42 1348 T 0.38 0.04 Trusses Manufactured by: values are those effective H -E 0.03 0 T 0.00 0.03 RIDGWAY ROOF TRUSS 06-01-13 by SPIB//ALSC DON -------------Webs------------- Analysis Conforms To: CSI -Size- ----Lumber---- B -A 0.01 51 C FEC2014 TC 0.65 4x 2 SP-#2 A -G 0.57 2572 C TPI 2007 BC 0.78 4z 2 SP-#2 G -F 0.13 587 C Design checked for 10 psf non- WB 0.57 4x 2 SP-#3 G -F 0.13 587 C concurrent LL on BC. F -M 0.54 1147 T Provide 2X6 continuous Brace truss as follows: M -N 0.25 1087 C strongbacks (on edge) every O.C. From To N -L 0.31 664 T 10.0 Ft. Fasten to each TC Cont. 0- 0- 0 14- 9- 8 L -O 0.15 640 C truss w/ 3-10d(0.1311lx3") or 48.0" 0- 0- 0 14- 9- 8 0 -K 0.21 458 T nails at truss member(s). BC Cont. 0- 0- 0 14- 9- 8 K -P 0.04 215 C This truss must be installed or 120.0" 0- 0- 0 14- 9- 8 J -Q 0.02 119 C as shown. It cannot be J -R 0.11 234 T installed upside-down. psf-Ld Dead Live R -I 0.09 383 C NOTE: USER MODIFIED PLATES TC 15.0 40.0 I -S 0.20 440 T This design may have plates BC 5.0 0.0 S -H 0.21 903 C selected through a plate TC+BC 20.0 40.0 H -C 0.45 949 T monitor. Total 60.0 Spacing 24.0" E -C 0.17 755 C Max comp. force 2572 Lbs Lumber Duration Factor 1.00 Max tens. force 1968 Lbs Plate Duration Factor 1.00 TL Defl -0.16" in J -I L/993 Connector Plate Fabrication Fb Fc Ft Emin LL Defl -0.09" in J -I L/999 Tolerance - 108 TC 1.00 1.00 1.00 1.00 Shear // Grain in A -F 0.27 This truss is designed for a BC 1.00 1.00 1.00 1.00 creep factor of 1.5 which Plates for each ply each face. is used to calculate total Total Load Reactions (Lbs) Plate - MT20 20 Ga, Gross Area load deflection. it Down Uplift Horiz- Plate - MT2H 20 Ga, Gross Area G 3483 Plate - MS18 20 Ga, Gross Area E 763 it Type Plt Size X Y JSI A MT20 5.Oz 5.0 1.0-1.0 0.97 it Brg Size Required A MT20 1.0z 3.0 Ctr Ctr 0.00 G 5.5" 1.6" F# MT20 4.Ox 6.0 0.4-0.6 0.67 E 5.5" 5.5" N MT20 3.Ox 3.0 Ctr Ctr 0.96 O MT20 3.Ox 3.0 Ctr Ctr 0.66 LC# 1 Standard Loading P MT20 1.0x 3.0 Ctr Ctr 0.33 Dur Fctrs - Lbr 1.00 Plt 1.00 Q MT20 1.Ox 3.0 Ctr Ctr 0.33 plf - Dead Live- From To R MT20 3.Ox 3.0 Ctr Ctr 0.34 TC V 30 80 0.0' 14.8' S MT20 3.Ox 3.0 Ctr Ctr 0.65 BC V 10 0 0.0' 14.8' C MT20 3.Ox 5.0-1.0 Ctr 0.98 TC V 833 1667 0.0' CL-LB C MT20 1.0x 3.0 Ctr Ctr 0.00 B MT20 l.Ox 3.0 Ctr Ctr 0.33 Plus 2 Unbalanced Load Cases B MT20 1.Ox 3.0 Ctr Ctr 0.00 Plus 1 LL Load Case(s) G MT20 5.Ox 6.0 Ctr 1.0 0.97 Plus 1 DL Load Case(s) M MT20 4.Ox 5.0 Ctr 0.5 0.82 L MT20 3.Ox 3.0 Ctr Ctr 0.96 Membr CSI P Lbs Axl-CSI-Bnd K MT20 3.Ox 3.0 Ctr Ctr 0.66 ----------Top Chords---------- J MT20 3.Ox 3.0 Ctr Ctr 0.34 A -F 0.65 912 T 0.24 0.41 I MT20 3.Ox 3.0 Ctr Ctr 0.64 F -N 0.45 422 T 0.04 0.41 H MT20 4.Ox 4.0 Ctr 0.5 0.84 N -O 0.42 1236 C 0.02 0.40 E MT20 2.Ox 4.0 Ctr 0.5 0.40 O -P 0.42 1968 C 0.04 0.38 P -Q 0.42 1968 C 0.04 0.38 # = Plate Monitor used Q -R 0.38 1968 C 0.04 0.34 REVIEWED BY: R -S 0.50 1665 C 0.04 0.46 MiTek USA, Inc. S -C 0.49 698 C 0.00 0.49 6904 Parke East Blvd. --------Bottom Chords--------- Tampa, FL 33610 B -G 0.15 0 T 0.00 0.15 G -M 0.16 912 C 0.01 0.15 REFER TO ONLINE PLUS GENERAL M -L 0.27 758 T 0.21 0.06 NOTES AND SYMBOLS SHEET FOR Online PlueTM 0 Copyright M7eWD 1996-2016 Version 30.0.063 Engineering-Portrait 4272017 1:19:32 PM Page 1 Job Mart Quan gape Span R1-H1 Left OH Right OH Engineering 170207 FIB 1 M100 140908 10400 0 0 T10990545 Adam Gray Residence HO 1-4-0 HO 1-4-0 OD 0 rn 0q TC I6-41 3-1-12 1 5-7-12 16-11-8 18-2-12 1 9-6-8 1 12-0-8 1 14-8-0 fT 6x10- F 1x3= 1x3 x3- 4x8- 3x4- 1x3 11 1x3 11 3x4- 4x8- 6x8- A N 0 P Q R S C T D 1-4-0 B E 1x311 G M L K J i H 3x411 1x3-4x6- 7x10- 5x6- 3x4- 3x4- 4x6- 6x12- Cant:3- 8 W:508 W:508 R:3426 R:2509 BC 6-4 1-10-12 1 4-4-12 1 6-10-12 1 8-3-8 1 10-9-8 1 13-3-8 1 14-9-8 14-9-8 ALL PLATES ARE MT2020 Scale:0.396"=1' MiTek® Online Plus" APPROX. TRUSS WEIGHT: 104.5 LBS Online Plus -- Version 30.0.063 Q -R 0.68 7180 C 0.42 0.26 6904 Parke East Blvd. RUN DATE: 27-APR-17 R -S 0.87 5660 C 0.26 0.61 Tampa, FL 33610 S -C 0.68 2325 C 0.04 0.64 Southern Pine lumber design --------Bottom Chords--------- REFER TO ONLINE PLUS GENERAL values are those effective B -G 0.07 0 T 0.00 0.07 NOTES AND SYMBOLS SHEET FOR 06-01-13 by SPIB//ALSC UON G -M 0.07 163 C 0.00 0.07 ADDITIONAL SPECIFICATIONS. CSI -Size- ----Lumber---- M -L 0.57 4391 T 0.52 0.05 TC 0.87 4x 2 M31-MSR2700 L -K 0.87 6728 T 0.74 0.13 NOTES: BC 0.91 4x 2 M31-MSR2700 K -J 0.91 7180 T 0.85 0.06 Trusses Manufactured by: WB 0.89 4x 2 SP-42 J -I 0.90 6763 T 0.75 0.15 RIDGWAY ROOF TRUSS -- 0.78 4x 2 SP-N3 I -H 0.58 4526 T 0.53 0.05 Analysis Conforms To: B -A A -G G -F G -F H -E 0.02 0 T 0.00 0.02 FBC2014 M -N N -L L -O 0 -K -------------Webs------------- TPI 2007 K -P J -Q J -R R -I B -A 0.01 57 C Design checked for 10 pef non- I -S S -H E -C A -G 0.08 459 C concurrent LL on BC. M31-MSR2700 is SP-M31 G -F 0.36 1634 C Provide 2X6 continuous or SP-2700f-2.2E G -F 0.36 1634 C :trongbacks (on edge) every F -M 0.88 3151 T 10.0Ft. Fasten to each Brace trues as follows: M -N 0.71 3004 C truss w/ 3-lOd(0.131"x3••) O.C. From To N -L 0.78 1644 T nails at truss member(s). TC Cont. 0- 0- 0 14- 9- 8 L -0 0.38 1605 C This trues must be installed or 48.0" 0- 0- 0 14- 9- 8 0 -K 0.37 785 T as shown. It cannot be HC Cont. 0- 0- 0 14- 9- 8 K -P 0.10 450 C installed upside-down. or 120.0" 0- 0- 0 14- 9- 8 J -Q 0.10 445 C Max comp. force 7180 Lbe J -R 0.36 763 T Max tens. force 7180 Lb e pef-Ld Dead Live R -I 0.36 1533 C Connector Plate Fabrication TC 15.0 40.0 I -S 0.75 1577 T Tolerance = 108 BC 5.0 0.0 S -H 0.72 3061 C This trues is designed for a TC+BC 20.0 40.0 H -C 0.89 3161 T creep factor of 1.5 which Total 60.0 Spacing 24.01• E -C 0.57 2497 C is used to calculate total Lumber Duration Factor 1.00 load deflection. Plate Duration Factor 1.00 TL Defl -0.48" in K -J L/336 Fb Fc Ft Emin LL Defl -0.08" in K -J L/999 TC 1.00 1.00 1.00 1.00 Shear // Grain in S -C 0.81 BC 1.00 1.00 1.00 1.00 Plates for each ply each face. Total Load Reactions (Lbs) Plate - MT20 20 Ga, Groes Area it Down Uplift Horiz- Plate - MT2H 20 Ga, Groes Area G 3426 Plate - MS18 18 Ga, Gross Area E 2510 it Type Plt Size X Y JSI A MT20 3.Ox 3.0 Ctr Ctr 0.43 it Brg Size Required A MT20 1.Ox 3.0 Ctr Ctr 0.00 G 5.5 1.5" F MT20 6.0x10.0 2.0-1.5 0.96 E 5.5" 5.5" N MT20 4.Ox 8.0 Ctr-0.5 0.95 O MT20 3.Ox 4.0 Ctr Ctr 0.94 LCA 1 Standard Loading P MT20 1.Ox 3.0 Ctr Ctr 0.40 Our Fctrs - Lbr 1.00 Plt 1.00 Q MT20 1.0x 3.0 Ctr Ctr 0.40 plf - Dead Live' From To R MT20 3.Ox 4.0 Ctr Ctr 0.90 TC V 30 80 0.01 14.8' S MT20 4.Ox 8.0 Ctr-0.5 0.91 BC V 10 0 0.0' 14.8' C MT20 6.Ox 8.0-2.5-1.5 0.96 TC V 240 0 0.0' 14.7' C MT20 S.Ox 3.0 Ctr Ctr 0.00 TC V 233 467 0.0` CL-LB B MT20 1.Ox 3.0 Ctr Ctr 0.33 B MT20 1.Ox 3.0 Ctr Ctr 0.00 Plus 2 Unbalanced Load Cases G MT20 4.Ox 6.0 Ctr 0.5 0.74 Plus 1 LL Load Case(:) M MT20 7.0x10.0 Ctr 2.0 1.00 Plus 1 DL Load Case(e) L MT20 5.Ox 6.0 Ctr 1.0 0.91 K MT20 3.Ox 4.0-0.5 Ctr 0.83 Membr CSI P Lbs Axl-CSI-Bnd J MT20 3.Ox 4.0 0.5 Ctr 0.81 ----------TopChords---------- I MT20 4.Ox 6.0 Ctr 0.5 1.00 A -F 0.44 163 T 0.01 0.43 H MT20 6.0x12.0 Ctr 1.5 0.97 F -N 0.56 2231 C 0.04 0.52 E MT20 3.Ox 4.0 Ctr 0.5 0.89 N -0 0.77 5573 C 0.25 0.52 O -P 0.71 7180 C 0.42 0.29 REVIEWED BY: P -Q 0.67 7180 C 0.49 0.18 MiTek USA, Inc. Online Plus-0 Copyright MiTek®1996-2016 Version 30.0.063 Engineering-Portrait 427/2017 1:19:32 PM Page 1 __[ Job Mark Quan Type Span Pl-H1 Left OH Right OH Engineering 170207 F2 4 M100 160600 10400 0 0 T10990546 Adam Gray Residence HO 1-4-0 HO 1-4-0 W 0 m o TC h 2-1-4 1 4-8-12 150912 17-2-12 1 8-6-8 19-9-12 111-1-8 1 13-7-8 1 16-3-0 Ti 1x3- 1x3= 6x10- 3x5 I 6x6 4x5= 3x3= 1x3 11 1x3 11 3= 3x3- 4x4= A D U P Q R 3xs T G O B E 1-4-0 C F 2x4 19 H N M L K ,7 I 2x4 II 1x3= 4x12= 4x5- 3x3= 3x3- 3x3= 33t3- 4x4- Cant:2- 0- 0 W:508 W:508 R:1912 R: 809 BC 2-2-12 3-7-4 6-1-4 B-7-4 - - 12-6-0 15-0-0 - - 1e-c-n ALL PLATxs ARE MT2020 Scale:0.360"=1' MiTek® Online Plus" APPROX. TRUSS WEIGHT: 125.6 LBS Online Plus -- Version 30.0.063 T -D 0.49 750 C 0.00 0.49 REVIEWED BY: RUN DATE: 27-APR-17 --------Bottom Chords--------- MiTek USA, Inc. C -H 0.08 0 T 0.00 0.08 6904 Parke East Blvd. Southern Pine lumber design H -N 0.10 1328 C 0.02 0.08 Tampa, FL 33610 values are those effective N -M 0.39 1215 T 0.34 0.05 06-01-13 by SPIB//ALSC UON M -L 0.61 2033 T 0.57 0.04 REFER TO ONLINE PLUS GENERAL CSI -Size- ----Lumber---- L -K 0.72 2237 T 0.43 0.29 NOTES AND SYMBOLS SHEET FOR TC 0.52 4x 2 SP-N2 K -J 0.78 2136 T 0.45 0.33 ADDITIONAL SPECIFICATIONS. BC 0.78 4x 2 SP-M2 J -I 0.44 1446 T 0.40 0.04 WB 0.59 4x 2 SP-43 I -F 0.03 0 T 0.00 0.03 NOTES: -------------Webs------------- Trusses Manufactured by: Brace truss as follows: C -B 0.00 12 T RIDGWAY ROOF TRUSS O.C. From To C -B 0.00 12 T Analysis Conforms To: TC Cont. 0- 0- 0 16- 6- 0 B -H 0.38 1570 C FBC2014 or 48.0" 0- 0- 0 16- 6- 0 H -G 0.08 389 C TPI 2007 BC Cont. 0- 0- 0 16- 6- 0 H -G 0.08 389 C Design checked for 10 psf non- or 120.0" 0- 0- 0 16- 6- 0 H -G 0.08 389 C concurrent LL on BC. G -N 0.59 1248 T Provide 2X6 continuous psf-Ld Dead Live N -0 0.26 1134 C atrongbacks (on edge) every TC 15.0 40.0 O -M 0.32 690 T 10.0 Ft. Fasten to each BC 5.0 0.0 M -P 0.15 671 C truss w/ 3-10d(0.131"x3") TC+BC 20.0 40.0 P -L 0.23 483 T nails at truss member(s). Total 60.0 Spacing 24.0" L -Q 0.05 228 C This truss must be installed Lumber Duration Factor 1.00 K -R 0.03 92 C as shown. It cannot be Plate Duration Factor 1.00 K -S 0.07 173 C installed upside-down. Fb Fc Ft Emin S -J 0.10 456 C Max comp. force 2237 Lbs TC 1.00 1.00 1.00 1.00 J -T 0.23 503 T Max tens. force 2231 Lbs BC 1.00 1.00 1.00 1.00 T -I 0.23 968 C Connector Plate Fabrication I -D 0.48 1019 T Tolerance = 108 Total Load Reactions (Lbs) F -D 0.18 802 C This truss is designed for a Jt Down Uplift Horiz- creep factor of 1.5 which H 1912 TL Defl -0.17" in K -J L/967 is used to calculate total F 809 LL Defl -0.10" in L -K L/999 load deflection. LL Cant 0.04" in C -C L/559 Jt Brg Size Required Shear // Grain in A -A 0.64 H 5.5" 1.5" F 5.5" 5.5" Plates for each ply each face. Plate - MT20 20 Ga, Gross Area LCM 1 Standard Loading Plate - MT2H 20 Ga, Gross Area Dur Fctrs - Lbr 1.00 Pit 1.00 Plate - MS18 18 Ga, Gross Area plf - Dead Live+ From To Jt Type Pit Size X Y JSI TC V 30 80 -0.1' 16.4' B MT20 6.Ox 6.0 Ctr Ctr 0.49 BC V 10 0 -0.1 16.4' B MT20 l.Ox 3.0 Ctr Ctr 0.00 TC V 233 467 0.0' CL-LB G MT20 6.0x10.0 0.5 Ctr 0.59 0 MT20 3.Ox 5.0 Ctr 0.5 0.94 Plus 4 Unbalanced Load Cases U MT20 4.Ox 5.0-1.0-0.5 0.33 Plus 1 LL Load Cases) P MT20 3.Ox 3.0 Ctr Ctr 0.70 Plus 1 DL Load Case(s) Q MT20 1.Ox 3.0 Ctr Ctr 0.96 R MT20 1.Ox 3.0 Ctr Ctr 0.96 Membr CSI P Lbs Axl-CSI-Bnd S MT20 3.Ox 3.0 Ctr Ctr 0.54 ----------Top Chords---------- T MT20 3.Ox 3.0 Ctr Ctr 0.73 A -B 0.14 0 T 0.00 0.14 D MT20 4.Ox 4.0-0.5-0.5 0.73 A -B 0.15 0 T 0.00 0.15 DMT20 1.0x 3.0 Ctr Ctr 0.00 B -G 0.35 730 T 0.20 0.15 C MT20 2.Ox 4.0 Ctr 0.5 0.48 B -G 0.36 730 T 0.20 0.16 C MT20 1.Ox 3.0Ctr Ctr 0.00 G -O 0.24 509 T 0.14 0.10 H MT20 4.0x12.0-1.5 0.5 0.34 G -O 0.25 509 T 0.14 0.11 N MT20 4.Ox 5.0 Ctr 0.5 0.90 0 -U 0.14 900 C 0.00 0.14 M MT20 3.Ox 3.0 Ctr Ctr 1.00 O -U 0.15 900 C 0.00 0.15 L MT20 3.Ox 3.0 Ctr Ctr 0.70 U -P 0.28 1637 C 0.05 0.23 K MT20 3.Ox 3.0 Ctr Ctr 0.57 P -Q 0.44 2237 C 0.04 0.40 JMT20 3.Ox 3.0 Ctr Ctr 0.73 Q -R 0.44 2237 C 0.04 0.40 I MT20 4.Ox 4.0 Ctr 0.5 0.90 R -S 0.41 2237 C 0.04 0.37 F MT20 2.Ox 4.0 Ctr 0.5 0.96 S -T 0.52 1808 C 0.05 0.47 Online Plus"'0 copyright MiTek®1996-2016 Version 30.0.063 Engineering-PoNait 4272017 1:19:32 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 170207 F2A 1 M100 160600 10400 0 0 T10990547 Adam dray Residence HO 1-4-0 HO 1-4-0 00 m v o 0 00 0 0 TC P 1-8-0 1.013-7-4 1 5-9-12 1 8-8-0 009121 11 1 13-7-8 1 16-3-0 11 10x10 11 1x3= J 1x3= 3x4 3x4 11 5x5 11 4x5 11 4x511 2x411 4x5 11 4x5 11 6x6- B A G Q I T U V W D E -T- 1-4-0 C" K 7N" F x H R S O N M L 3x411 6x6- 8x10 i[ 5x6 11 4x6 11 2x4 11 4x6 11 4x6 11 4x6 11 1x3= K Cant:2- 0- 0 4x511 W:508 W:508 R:7986 R: 723 U: 62 BC wl 1-9-8 N -11-12 1 7-5-12 180812 1 O 12-6-0 15-0-0 - - .i O N O N O 16-6-0 ALL PLATES ARE MT2020 Scale:0.298"=1' MiTeke Online Plus*' APPROX. TRUSS WEIGHT: 174.6 LBS Online Plus -- Version 30.0.063 S -T 0.22 944 C FBC2014 RUN DATE: 27-APR-17 Membr CSI P Lbs Axl-CSI-Bnd O -T 0.11 259 T TPI 2007 ----------Top Chords---------- N -U 0.10 229 T Design checked for 10 psf non- Southern Pine lumber design A -B 0.04 0 T 0.00 0.04 N -V 0.14 611 C concurrent LL on BC. Values are those effective A -B 0.05 0 T 0.00 0.05 V -M 0.18 382 T Provide 2X6 continuous 06-01-13 by SPIB//ALSC UON B -J 0.19 0 T 0.00 0.19 M -W 0.18 382 T strongbacks (on edge) every CSI -Size- ----Lumber---- B -J 0.21 0 T 0.00 0.21 W -L 0.19 838 C 10.0 Ft. Fasten to each TC 0.96 4x 2 SP-N2 J -G 0.92 1994 T 0.55 0.37 L -E 0.41 870 T trues w/ 3-10d(0.131"x3") BC 0.35 4. 2 SP-N2 J -G 0.96 1994 T 0.55 0.41 F -E 0.16 707 C nails at truss member(a). WB 0.87 4x 2 SP-N2 G -Q 0.92 1994 T 0.55 0.37 This trues must be installed -- 0.55 4x 2 SP-N3 G -Q 0.96 1994 T 0.55 0.41 TL Defl -0.07" in N -M L/999 as shown. It cannot be X -B X -B X -J K -J Q -I 0.46 1491 T 0.42 0.04 LL Defl -0.05" in O -N L/999 installed upside-down. K -J K -J H -G H -G Q -I 0.46 1491 T 0.42 0.04 LL Cant -0.06" in C -C L/388 Max comp. force 6473 Lbs H -Q Q -R R -I I -S I -T 0.42 936 T 0.26 0.16 Shear // Grain in J -G 0.53 Max tone. force 1994 Lbs S -T O -T N -U N -V I -T 0.44 936 T 0.26 0.18 Connector Plate Fabrication V -M M -W W -L L -E T -U 0.33 954 C 0.17 0.16 Plates for each ply each face. Tolerance - 10% F -E T -U 0.35 954 C 0.17 0.18 Plate - MT20 20 Ga, Grose Area This truss is designed for a U -V 0.32 954 C 0.17 0.15 Plate - MT2H 20 Ga, Groes Area creep factor of 1.5 which Brace trues as follows: U -V 0.34 954 C 0.17 0.17 Plate - MS18 18 Ga, Grose Area is used to calculate total O.C. From To V -W 0.10 834 C 0.01 0.09 it Type Plt Size X Y JSI load deflection. TC Cont. 0- 0- 0 16- 6- 0 V -W 0.11 834 C 0.01 0.10 B MT20 3.0x 4.0 Ctr 0.5 0.45 or 48.0" 0- 0- 0 16- 6- 0 W -E 0.11 352 C 0.00 0.11 B MT20 1.0x 3.0 Ctr Ctr 0.00 BC Cont. 0- 0- 0 16- 6- 0 W -E 0.12 352 C 0.00 0.12 J MT20 10.0x10.0 Ctr-2.8 0.93 or 108.0" 0- 0- 0 16- 6- 0 --------Bottom Chords--------- G MT20 3.Ox 4.0 Ctr 0.5 0.45 C -X 0.00 0 T Q MT20 5.0x 5.0 Ctr 0.5 0.98 pef-Ld Dead Live X -K 0.22 358 C 0.00 0.22 I MT20 4.Ox 5.0 Ctr 0.5 0.91 TC 15.0 40.0 X -K 0.24 358 C 0.00 0.24 T MT20 4.Ox 5.0-0.5 0.5 0.40 BC 5.0 0.0 K -H 0.29 358 C 0.00 0.29 U MT20 2.Ox 4.0 0.2 0.5 0.45 TC+BC 20.0 40.0 K -H 0.32 358 C 0.00 0.32 V MT20 4.Ox 5.0 Ctr 0.5 0.40 Total 60.0 Spacing 24.0" H -R 0.32 1753 C 0.05 0.27 W MT20 4.Ox 5.0 Ctr 0.5 0.44 Lumber Duration Factor 1.00 H -R 0.35 1753 C 0.05 0.30 E MT20 6.Ox 6.0-1.5 Ctr 0.41 Plate Duration Factor 1.00 R -S 0.18 1202 C 0.15 0.03 E MT20 1.Ox 3.0 Ctr Ctr 0.00 Fb Fc Ft Emin R -S 0.19 1202 C 0.15 0.04 X MT20 6.Ox 6.0 Ctr Ctr 0.50 TC 1.00 1.00 1.00 1.00 S -O 0.27 954 T 0.26 0.01 X MT20 1.0x 3.0 Ctr Ctr 0.00 BC 1.00 1.00 1.00 1.00 S -O 0.27 954 T 0.26 0.01 K MT20 4.Ox 5.0 Ctr Ctr 0.32 O -N 0.31 954 T 0.26 0.05 H MT20 8.0x10.0 Ctr 2.8 0.99 Total Load Reactions (Lbs) O -N 0.32 954 T 0.26 0.06 R MT20 5.Ox 6.0 Ctr Ctr 0.92 it Down Uplift Horiz- N -M 0.33 963 T 0.27 0.06 S MT20 4.Ox 6.0 Ctr Ctr 0.90 H 7987 N -M 0.34 963 T 0.27 0.07 O MT20 2.0x 4.0-0.2-0.5 0.45 F 724 63 G M -L 0.22 683 T 0.19 0.03 N MT20 4.Ox 6.0 0.5 Ctr 0.30 G - Gravity Uplift M -L 0.22 683 T 0.19 0.03 M MT20 4.Ox 6.0 Ctr Ctr 0.39 L -F 0.02 0 T 0.00 0.02 L MT20 4.Ox 6.0 Ctr Ctr 0.90 it Erg Size Required L -F 0.02 0 T 0.00 0.02 F MT20 3.Ox 4.0 Ctr-0.5 0.48 H 5.5" 3.8" -------------Webs------------- F 5.5" 5.5" X -B 0.05 239 C REVIEWED BY: X -B 0.05 239 C MiTek USA, Inc. LCN 1 Standard Loading X -J 0.40 842 T 6904 Parke East Blvd. Dur Fctrs - Lbr 1.00 Plt 1.00 K -J 0.04 214 C Tampa, FL 33610 plf - Dead Live* From To K -J 0.04 214 C TC V 30 80 -0.1' 16.4' K -J 0.04 214 C REFER TO ONLINE PLUS GENERAL BC V 10 0 -0.1' 16.4' J -H 0.87 6473 C NOTES AND SYMBOLS SHEET FOR TC V 80 160 0.0' CL-LB H -G 0.09 442 C ADDITIONAL SPECIFICATIONS. TC V 2100 4200 1.7' CL-LB H -G 0.09 442 C H -Q 0.31 1326 C NOTES: Plus 4 Unbalanced Load Cases Q -R 0.55 1157 T Trusses Manufactured by: Plus 1 LL Load Case(s) R -I 0.29 1244 C RIDGWAY ROOF TRUSS Plus 1 DL Load Case(s) I -S 0.41 869 T Analysis Conforms To: Online Plus"'0 Copyright MTekW 1996-2016 Version 30.0.063 Engineering-Portrait 4272017 1:19:33 PM Page 1 Job tears Sean Type Span Pl-Hl Left OH Right OH Engineering 170207 F3 6 r100 31008 10400 0 0 T10990548 ' Adam dray Residence HO 1-4-0 HO 1-4-0 TC 1 1-6-12 1 3-4-4 -10-8 3x6= 1x311 2x411lx3 x3= A H E C T 1-4-0 B D 2.4 G F x311 3x3= 3x6= 1x3= HGR W:508 Cant:3- 8 R: 155 R:1094 U: 37 ALL PLATES ARE MT2020 Scale:0.776'=1' MiTekr Online Plus- APPROX. TRUSS WEIGHT: 33.6 LBS Online Plus -- Version 30.0.063 Plus 1 DL Load Case(s) ADDITIONAL SPECIFICATIONS. RUN DATE: 27-APR-17 Membr CSI P Lbs Axl-CSI-Bnd NOTES: Southern Pine lumber design ----------Top Chords---------- Trusses Manufactured by: values are those effective A -H 0.51 197 T 0.04 0.47 RIDGWAY ROOF TRUSS 06-01-13 by SPIB//ALSC UON H -E 0.84 197 T 0.04 0.80 Analysis Conforms To: CSI -Size- ----Lumber---- E -C 0.84 197 T 0.04 0.80 FBC2014 TC 0.84 4x 2 SP-#2 --------Bottom Chords--------- TPI 2007 BC 0.69 4x 2 SP-#2 B -G 0.61 0 T 0.00 0.61 Design checked for 10 psf non- WB 0.09 4x 2 SP-#3 G -F 0.69 197 C 0.00 0.69 concurrent LL on BC. F -D 0.69 0 T 0.00 0.69 This truss must be installed Brace truss as follows: -------------Webs------------- as shown. It cannot be O.C. From To B -A 0.02 61 C installed upside-down. TC Cont. 0- 0- 0 3-10- 8 B -A 0.02 61 C Max comp. force 454 Lbs or 46.5" 0- 0- 0 3-10- 8 A -G 0.05 258 C Max tens. force 197 Lbs BC Cont. 0- 0- 0 3-10- 8 G -H 0.02 90 C Connector Plate Fabrication or 46.5" 0- 0- 0 3-10- 8 F -E 0.05 246 C Tolerance = 108 F -E 0.05 246 C This truss is designed for a psf-Ld Dead Live F -C 0.09 454 C creep factor of 1.5 which TC 15.0 40.0 D -C 0.04 184 C is used to calculate total BC 5.0 0.0 load deflection. TC+BC 20.0 40.0 TL Defl -0.07" in B -G L/483 Total 60.0 Spacing 24.0" LL Defl -0.04" in B -G L/846 Lumber Duration Factor 1.00 Shear // Grain in E -C 0.40 Plate Duration Factor 1.00 Fb Fc Ft Emin Plates for each ply each face. TC 1.00 1.00 1.00 1.00 Plate - MT20 20 Ga, Gross Area BC 1.00 1.00 1.00 1.00 Plate - MT2H 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Total Load Reactions (Lbs) it Type Plt Size X Y JSI it Down Uplift Horiz- A MT20 3.Ox 6.0 Ctr Ctr 0.22 B 155 38 G H MT20 1.0x 3.0 Ctr Ctr 0.33 F 1094 E MT20 2.Ox 4.0 Ctr-0.5 0.20 G = Gravity Uplift C MT20 3.Ox 3.0 Ctr Ctr 0.43 C MT20 1.0x 3.0 Ctr Ctr 0.00 it Brg Size Required B MT20 2.Ox 4.0 Ctr 0.5 0.20 B 3.5" 1.5" G MT20 3.Ox 3.0 Ctr Ctr 0.24 F 5.5" 1.5" F MT20 3.Ox 6.0 Ctr Ctr 0.43 D MT20 1.0x 3.0 Ctr Ctr 0.33 LC# 1 Standard Loading D MT20 1.Ox 3.0 Ctr Ctr 0.00 Dur Fctrs - Lbr 1.00 Plt 1.00 plf - Dead Live* From To REVIEWED BY: TC V 30 80 0.0' 3.9' MiTek USA, Inc. BC V 10 0 0.0' 3.9' 6904 Parke East Blvd. TC V 233 467 3.9' CL-LB Tampa, FL 33610 Plus 2 Unbalanced Load Cases REFER TO ONLINE PLUS GENERAL Plus 1 LL Load Case(s) NOTES AND SYMBOLS SHEET FOR Online Plus"'0 Copyright MRek®1996-2016 Version 30 0,063 Engineering-Portrait 12712017 1:19.33 PM Page 1 Job Mark Quan Type Span Pl-H1 Left OH Right OH Engineering 170207 F4 1 M100 10907 10400 0 0 T10990549 Adam Gray Residence Ho 1-4-0 Ho 1-4-0 an .a m r 0 Tc P1 1-5-9 1'i 1x3= 2x4 II 1x3= tx1o= 3x4 T B 1-4-0 C G 6x6- 4x5 II F >1 72X41311 1x3= W:10600 R:6491 BC 4-8 1-7-0 n 0 A O rl 1-9-7 ALL PLATES ARE MT2020 Scale:0.546"=1' MiTek® Online Plus- APPROX. TRUSS WEIGHT: 27.6 LBS Online Plus -- Version 30.0.063 ----------Top Chords---------- NOTES: RUN DATE: 27-APR-17 A -B 0.00 0 T Trusses Manufactured by: A -B 0.00 0 T RIDGWAY ROOF TRUSS Southern Pine lumber design B -E 0.08 0 T 0.00 0.08 Analysis Conforms To: values are those effective B -E 0.08 0 T 0.00 0.08 FBC2014 06-01-13 by SPIB//ALSC UON --------Bottom Chords--------- TPI 2007 CSI -Size- ----Lumber---- C -G 0.00 0 T Design checked for 10 psf non- TC 0.08 4x 2 SP-#2 G -D 0.09 0 T 0.00 0.09 concurrent LL on BC. BC 0.10 4x 2 SP-#2 G -D 0.10 0 T 0.00 0.10 This truss must be installed WB 0.51 4x 2 SP-#3 D -F 0.09 0 T 0.00 0.09 as shown. It cannot be D -F 0.10 0 T 0.00 0.10 installed upside-down. Brace truss as follows: -------------Webs------------- Max comp. force 2266 Lbs O.C. From To G -B 0.01 66 C Max tens. force 0 Lbs TC Cont. 0- 0- 0 1- 9- 7 G -B 0.01 66 C Connector Plate Fabrication or 19.91, 0- 0- 0 1- 9- 7 G -E 0.00 0 T Tolerance = 108 BC Cont. 0- 0- 0 1- 9- 7 D -E 0.51 2266 C Provide metal plate or equiv. or 19.91, 0- 0- 0 1- 9- 7 D -E 0.51 2266 C at bearing(s) C D -E 0.51 2266 C to support reaction shown. psf-Ld Dead Live F -E 0.04 173 C This truss is designed for a TC 15.0 40.0 creep factor of 1.5 which BC 5.0 0.0 TL Defl 0.0011 in ----- L/999 is used to calculate total TC+BC 20.0 40.0 LL Defl 0.0011 in ----- L/999 load deflection. Total 60.0 Spacing 24.011 Shear // Grain in E -E 0.15 Lumber Duration Factor 1.00 Plate Duration Factor 1.00 Plates for each ply each face. Fb Fc Ft Emin Plate - MT20 20 Ga, Gross Area TC 1.00 1.00 1.00 1.00 Plate - MT2H 20 Ga, Gross Area BC 1.00 1.00 1.00 1.00 Plate - MS18 18 Ga, Gross Area it Type Plt Size X Y JSI Total Load Reactions (Lbs) B MT20 3.Ox 4.0 Ctr 0.5 0.22 it Down Uplift Horiz- B MT20 1.0x 3.0 Ctr Ctr 0.00 G 6492 E MT20 6.0x10.0-0.5 Ctr 0.86 E MT20 2.Ox 4.0-0.2 0.5 0.25 it Brg Size Required E MT20 1.0x 3.0 Ctr Ctr 0.00 G 18.011 -111-to- **711 G MT20 6.Ox 6.0-1.0 Ctr 0.14 D MT20 4.Ox 5.0 Ctr Ctr 0.97 LC# 1 Standard Loading F MT20 2.Ox 4.0-0.2-0.5 0.25 Dur Fctrs - Lbr 1.00 Plt 1.00 F MT20 1.0x 3.0 Ctr Ctr 0.00 plf - Dead Live* From To TC V 30 80 -0.11 1.71 REVIEWED BY: BC V 10 0 -0.11 1.71 MiTek USA, Inc. TC V 2100 4200 1.31 CL-LB 6904 Parke East Blvd. Tampa, FL 33610 Plus 2 Unbalanced Load Cases Plus 1 LL Load Case(s) REFER TO ONLINE PLUS GENERAL Plus 1 DL Load Case(s) NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Membr CSI P Lbs Axl-CSI-Bnd Online Plus-0 Copyright MRek®1996-2016 Version 30,0 063 Engineeung-Portrait 4272017 1:19:33 PM Page 1 Job Mark Qgn Type Span P1-Hl Left OH Right OH Engineering 170207 F5 1 M100 11015 10400 0 0 T10990550 Adam ray Residence HO 1-4-0 HO 1-4-0 V) 0 TC 1-9-7 2x4= 1x3 x411 A C T 1-4-0 B E 3x3 Qx4 11 1x3= HGR R 96 HGR R: 217 BC 1-10-15 1-10-15 ALL PLATZS ARE MT2020 Scale:0.577'=r MiTek® Online Plus" APPROX. TRUSS WEIGHT: 18.4 LBS Online Plus -- Version 30.0.063 This truss must be installed RUN DATE: 27-APR-17 Membr CSI P Lbs Axl-CSI-Bnd as shown. It cannot be ----------Top Chords---------- installed upside-down. Southern Pine lumber design A -C 0.82 251 T 0.04 0.78 Max comp. force 251 Lbs values are those effective --------Bottom Chords--------- Max tens. force 251 Lbs 06-01-13 by SPIB//ALSC UON B -E 0.79 251 C 0.00 0.79 Connector Plate Fabrication CSI -Size- ----Lumber---- -------------Webs------------- Tolerance = 10% TC 0.82 4x 2 SP-#1 B -A 0.25 0 T 0.00 0.25 This truss is designed for a BC 0.79 4x 2 SP-#1 B -A 0.28 0 T 0.00 0.28 creep factor of 1.5 which WB 0.61 4x 2 SP-#3 B -A 0.28 0 T 0.00 0.28 is used to calculate total E -C 0.55 109 C 0.00 0.55 load deflection. Brace truss as follows: E -C 0.61 109 C 0.00 0.61 O.C. From To TC Cont. 0- 0- 0 1-10-15 TL Defl 0.00" in ----- L/999 or 21.4" 0- 0- 0 1-10-15 LL Defl 0.00" in ----- L/999 BC Cont. 0- 0- 0 1-10-15 LL Cant -0.05" in E -E L/346 or 21.4" 0- 0- 0 1-10-15 Shear // Grain in C -C 0.51 psf-Ld Dead Live Plates for each ply each face. TC 15.0 40.0 Plate - MT20 20 Ga, Gross Area BC 5.0 0.0 Plate - MT2H 20 Ga, Gross Area TC+BC 20.0 40.0 Plate - MS18 18 Ga, Gross Area Total 60.0 Spacing 24.0" it Type Plt Size X Y JSI Lumber Duration Factor 1.00 A MT20 2.Ox 4.0 Ctr Ctr 0.40 Plate Duration Factor 1.00 C MT20 2.Ox 4.0 Ctr-0.5 0.28 Fb Fc Ft Emin C MT20 1.0x 3.0 Ctr Ctr 0.00 TC 1.00 1.00 1.00 1.00 B MT20 3.Ox 3.0 Ctr Ctr 0.44 BC 1.00 1.00 1.00 1.00 E MT20 2.Ox 4.0 Ctr 0.5 0.28 E MT20 1.0x 3.0 Ctr Ctr 0.00 Total Load Reactions (Lbs) it Down Uplift Horiz- REVIEWED BY: B 217 392 R MiTek USA, Inc. A 297 392 R 6904 Parke East Blvd. Tampa, FL 33610 it Brg Size Required B 3.511 1.5" REFER TO ONLINE PLUS GENERAL A 3.511 1.5" NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. LC# 1 Standard Loading Dur Fctrs - Lbr 1.00 Plt 1.00 NOTES: plf - Dead Live* From To Trusses Manufactured by: TC V 30 80 0.01 1.9' RIDGWAY ROOF TRUSS BC V 10 0 0.0' 1.91 Analysis Conforms To: TC V 100 200 1.81 CL-LB FBC2014 TPI 2007 Plus 1 LL Load Case(s) Design checked for 10 psf non- Plus 1 DL Load Cases) concurrent LL on BC. Online Rus"'0 Copyright MTek®1996-2016 Version 30.0.063 Engineering-Portrad 4272017 1:19:34 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 170207 F9 I 3 M100 260300 10400 0 0 T10990551 Adam disy Residence HO 1-4-0 HO 1-4-0 N O r-1 O O PI a OD O TC11013-1-12 1 5-7-12 17-4-0 19-10-0 1 12-5-8 1 15-1-0 1 17-7-0 I '4 121-0-0 1 23-6-0 1 26-1-8 3x6= F (W)3x5= 1x3= 1x3 x5- 3x3= 3x3= 3x3= 3x3= 4x8= S1 3x3= 3x3=1x3 11 3x3= 3x3= 3x4= A V W R Y H Z AA BB CC M C D se 1-4-0 B LN,� E 1x311 G U T S R Q P I O N M L H J 2x411 5x6=3x4= 3x3=1x3 11 1x3 11 3x3= 3x5=2x4 11 4x5= 3x3= 3x3= 1x3 11 3x3= 3x5= Cant:3- 8 � W:508 S2 1x3- R:3017 W:308 (W)3x5= W:508 R:1713 R: 719 BC 1 1 4-4-1 17-3-4 11-1-0 16-4-0 18-10-0 20- - 0 m - N m o o 0 0 0 0 0 0 0 0 0 0 o m r u1 o rn m 0 0 o 11 0 0 rl h m N 1+1 N �O N N N N 26-3-0 ALL PLATES ARE MT2020 Scale:0.231"=1' MiTekV Online Plus- APPROX. TRUSS WEIGHT: 177.8 LBS Online Plus -- Version 30.0.063 S1-Z 0.57 667 T 0.18 0.39 Plate - MS18 18 Go, Grose Area as shown. It cannot be RUN DATE: 27-APR-17 Z -AA 0.44 1060 C 0.01 0.43 Jt Type Plt Size X Y JSI installed upside-down. AA-BB 0.51 1755 C 0.03 0.48 A MT20 5.Ox 5.0 1.0-1.0 0.92 Max comp. force 2385 Lbs Southern Pine lumber design BB-CC 0.51 1755 C 0.03 0.48 A MT20 1.Ox 3.0 Ctr Ctr 0.00 Max tone. force 1755 Lbs Values are those effective CC-DD 0.56 1520 C 0.02 0.54 F MT20 3.Ox 6.0 Ctr Ctr 0.80 Connector Plate Fabrication 06-01-13 by SPIB//ALSC DON DD-C 0.54 654 C 0.00 0.54 V MT20 3.Ox 3.0 Ctr Ctr 0.54 Tolerance - 10% CSI -Size- ----Lumber---- --------Bottom Chords--------- W MT20 3.Ox 3.0 Ctr Ctr 0.57 This truce is designed for a TC 0.66 4x 2 SP42 B -G 0.14 0 T 0.00 0.14 X MT20 3.Ox 3.0 Ctr Ctr 0.57 creep factor of 1.5 which BC 0.86 4x 2 SP-42 G -U 0.15 846 C 0.01 0.14 Y MT20 3.Ox 3.0 Ctr Ctr 0.65 is used to calculate total WB 0.56 4x 2 SP-43 U -T 0.28 860 T 0.24 0.04 H MT20 4.Ox 8.0 Ctr-0.5 0.85 load deflection. T -S 0.53 1214 T 0.34 0.19 S1 MT20 W3.Ox 5.0 Ctr Ctr 0.00 Brace truce as follows: S -R 0.54 1214 T 0.34 0.20 Z MT20 3.0x 3.0 Ctr Ctr 0.99 O.C. From To R -Q 0.48 1214 T 0.34 0.14 AA MT20 3.Ox 3.0 Ctr Ctr 0.70 TC Cont. 0- 0- 0 26- 3- 0 Q -P 0.20 635 C 0.15 0.05 BB MT20 1.0x 3.0 Ctr Ctr 0.96 or 48.0" 0- 0- 0 26- 3- 0 P -I 0.11 1476 C 0.03 0.08 CC MT20 3.0x 3.0 Ctr Ctr 0.57 BC Cont. 0- 0- 0 26- 3- 0 I -0 0.11 1476 C 0.03 0.08 DD MT20 3.Ox 3.0 Ctr Ctr 0.61 or 120.0" 0- 0- 0 26- 3- 0 0 -S2 0.21 600 T 0.16 0.05 C MT20 3.Ox 4.0-0.5 Ctr 0.94 S2-N 0.21 600 T 0.16 0.05 C MT20 1.0x 3.0 Ctr Ctr 0.00 psf-Ld Dead Live N -M 0.60 1501 T 0.28 0.32 B MT20 1.Ox 3.0 Ctr Ctr 0.96 TC 15.0 40.0 M -L 0.86 1755 T 0.38 0.48 B MT20 1.Ox 3.0 Ctr Ctr 0.00 BC 5.0 0.0 L -K 0.83 1755 T 0.38 0.45 G MT20 5.Ox 6.0 Ctr 1.0 0.92 TC+BC 20.0 40.0 K -J 0.39 1258 T 0.35 0.04 U MT20 3.Ox 4.0 Ctr Ctr 0.91 Total 60.0 Spacing 24.0" J -E 0.04 0 T 0.00 0.04 T MT20 3.Ox 3.0 Ctr Ctr 0.54 Lumber Duration Factor 1.00 -------------Webs------------- S MT20 1.Ox 3.0 Ctr Ctr 0.96 Plate Duration Factor 1.00 B -A 0.01 45 C R MT20 1.Ox 3.0 Ctr Ctr 0.96 Fb Fc Ft Emin A -G 0.54 2385 C Q MT20 3.Ox 3.0 Ctr Ctr 0.65 TC 1.00 1.00 1.00 1.00 G -F 0.09 436 C P MT20 3.Ox 5.0 Ctr Ctr 1.00 BC 1.00 1.00 1.00 1.00 G -F 0.09 436 C I MT20 2.Ox 4.0 Ctr 0.5 0.50 F -U 0.36 775 T 0 MT20 4.Ox 5.0 Ctr 0.5 0.85 Total Load Reactions (Lbs) U -V 0.17 724 C S2 MT20 W3.0x 5.0 Ctr Ctr 0.00 Jt Down Uplift Horiz- V -T 0.13 274 T N MT20 3.Ox 3.0 Ctr Ctr 0.99 G 3017 T -W 0.05 213 C M MT20 3.Ox 3.0 Ctr Ctr 0.70 I 1714 8 _W0.01 66 C L MT20 1.Ox 3.0 Ctr Ctr 0.96 E 719 R -X 0.04 88 T K MT20 3.Ox 3.0 Ctr Ctr 0.54 X -Q 0.10 461 C J MT20 3.0x 5.0 Ctr Ctr 0.94 Jt Brg Size Required Q -Y 0.21 448 T E MT20 2.Ox 4.0 Ctr 0.5 0.96 G 5.5" 1.5" Y -P 0.20 868 C I 3.5" 1.5" P -H 0.44 941 T REVIEWED BY: E 5.5" 5.5" I -H 0.20 927 C MiTek USA, Inc. I -H 0.20 927 C 6904 Parke East Blvd. LC4 1 Standard Loading H -0 0.56 1184 T Tampa, FL 33610 Dur Fctre - Lbr 1.00 Plt 1.00 O -Z 0.26 1103 C plf - Dead Live* From To Z -N 0.32 683 T REFER TO ONLINE PLUS GENERAL TC V 30 80 0.0' 26.2' N -AA 0.15 668 C NOTES AND SYMBOLS SHEET FOR BC V 10 0 0.0' 26.2' AA-M 0.22 482 T ADDITIONAL SPECIFICATIONS. TC V 767 1533 0.0' CL-LB M -BB 0.05 226 C L -CC 0.02 93 C NOTES: Plus 4 Unbalanced Load Cases CC-K 0.07 319 C Trusses Manufactured by: Plus 1 LL Load Case(s) K -DD 0.17 365 T RIDGWAY ROOF TRUSS Plus 1 DL Load Case(s) DD-J 0.19 840 C Analysis Conforms To: J -C 0.42 889 T FBC2014 Membr CSI P The Axl-CSI-Bnd E -C 0.16 713 C TPI 2007 ----------Top Chords---------- Design checked for 10 psf non- - -F 0.61 846 T 0.23 0.38 TL Defl -0.15" in L -K L/999 concurrent LL on BC. F -V 0.52 668 T 0.07 0.45 LL Defl -0.09" in L -K L/999 Provide 2X6 continuous V -W 0.46 1057 C 0.01 0.45 Shear // Grain in CC-DD 0.28 strongbacks (on edge) every W -X 0.36 1214 C 0.00 0.36 10.0 Ft. Fasten to each X -Y 0.42881 C 0.01 0.41 Plates for each ply each face. true. w/ 3-10d(0.131"x3") Y -H 0.66 822 T 0.22 0.44 Plate - MT20 20 Go, Gros. Area nails at truss member(s). H -S1 0.62 667 T 0.18 0.44 Plate - MT2H 20 Go, Groes Area This trues must be installed Online Plus"'O Copyright MTek®1996-2016 Version 30.0.063 Engineering-Portrait 4272017 1:19:34 PM Page 1 Job Mark Quan Type Span PI-Hi Left OH Right OH Engineering 170207 F10 1 M100 131104 10400 0 0 T10990552 Adam Gray Residence HO 1-4-0 HO 1-4-0 N rl OI mp O TC f1 2-7-8 1 5-1-8 1 6-5-4 1 8-6-12 1 11-0-12 1 13-8-4 6x6= B 3x5 11 3x511 2x4 11 3x5 11 3x511 1x3= Alx3= M N O P Q D 6x6- T E 11-4-0 C F 2x411 L A J I H G 2x411 4z4= 3x3= 3x3= 1x311 3x3= 4x4= W:308 W:508 R: 814 R: 813 HCV - - 4-0-0 1 8-7-8 -11-4 1 12-5-4 1 13-11-4 13-11-A ALL PLATES ARE MT2020 Scale:0.414"=1' MiTek® Online Plus- APPROX. TRUSS WEIGHT: 115.5 LBS Online Plus -- Version 30.0.063 --------Bottom Chords--------- NOTES AND SYMBOLS SHEET FOR RUN DATE: 27-APR-17 C -L 0.03 0 T 0.00 0.03 ADDITIONAL SPECIFICATIONS. L -K 0.39 1437 T 0.36 0.03 Southern Pine lumber design R -J 0.61 2133 T 0.54 0.07 NOTES: values are those effective J -1 0.61 2211 T 0.56 0.05 Trusses Manufactured by: 06-01-13 by SPIB//ALSC UON I -H 0.59 2211 T 0.56 0.03 RIDGWAY ROOF TRUSS CSI -Size- ----Lumber---- H -G 0.40 1427 T 0.36 0.04 Analysis Conforms To: TC 0.26 4x 2 SP-#2 G -F 0.04 0 T 0.00 0.04 FBC2014 BC 0.61 4x 2 SP42 -------------Webs------------- TPI 2007 WB 0.48 4x 2 SP-#3 C -B 0.18 807 C Design checked for 10 paf non- B -L 0.48 1013 T concurrent LL on BC. Brace truss as follows: L -M 0.22 962 C Provide 2X6 continuous O.C. From To M -K 0.24 506 T strongbacks (on edge) every TC Cont. 0- 0- 0 13-11- 4 K -N 0.10 461 C 10.0 Ft. Fasten to each or 48.0" 0- 0- 0 13-11- 4 N -J 0.17 377 T truss w/ 3-10d(0.131"x3") BC Cont. 0- 0- 0 13-11- 4 J -O 0.05 220 C nails at truss member(s). or 120.0" 0- 0- 0 13-11- 4 1 -P 0.02 51 T This truss must be installed P -H 0.13 582 C as shown. It cannot be paf-Ld Dead Live B -Q 0.27 568 T installed upside-down. TC 15.0 40.0 Q -G 0.22 952 C Max comp. force 1216 Lbs BC 5.0 0.0 G -E 0.48 1008 T Max tens. force 2211 Lbs TC+BC 20.0 40.0 F -E 0.18 808 C Connector Plate Fabrication Total 60.0 Spacing 24.0" Tolerance = 104 Lumber Duration Factor 1.00 TL Defl -0.13" in K -J L/999 This truss is designed for a Plate Duration Factor 1.00 LL Defl -0.08" in K -J L/999 creep factor of 1.5 which Fb Fc Ft Emin Shear // Grain in O -P 0.21 is used to calculate total TC 1.15 1.10 1.10 1.10 load deflection. BC 1.10 1.10 1.10 1.10 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Total Load Reactions (Lbs) Plate - MT2H 20 Ga, Gross Area it Down Uplift Horiz- Plate - MS18 18 Ga, Gross Area C 814 it Type Plt Size X Y JSI F 814 B MT20 6.Ox 6.0 1.5 Ctr 0.48 B MT20 1.0x 3.0 Ctr Ctr 0.00 it Brig Size Required M MT20 3.Ox 5.0 Ctr 0.5 0.69 C 3.5" 3.5" N MT20 3.Ox 5.0 Ctr 0.5 0.51 F 5.5" 5.5" O MT20 2.Ox 4.0-0.2 0.5 0.25 P MT20 3.Ox 5.0 Ctr 0.5 0.40 Plus 2 Unbalanced Load Cases Q MT20 3.Ox 5.0 Ctr 0.5 0.77 Plus 1 LL Load Case(s) E MT20 6.Ox 6.0-1.5 Ctr 0.48 Plus 1 DL Load Cases) E MT20 1.Ox 3.0 Ctr Ctr 0.00 C MT20 2.Ox 4.0 Ctr 0.5 0.43 Membr CSI P Lbs Axl-CSI-End L MT20 4.Ox 4.0 Ctr 0.5 0.93 ----------Top Chords---------- K MT20 3.Ox 3.0 Ctr Ctr 0.74 B -M 0.09 410 C 0.00 0.09 J MT20 3.Ox 3.0 Ctr Ctr 0.55 B -M 0.10 410 C 0.00 0.10 I MT20 1.0x 3.0 Ctr Ctr 0.33 M -N 0.09 991 C 0.01 0.08 E MT20 3.Ox 3.0 Ctr Ctr 0.83 M -N 0.10 991 C 0.01 0.09 G MT20 4.Ox 4.0 Ctr 0.5 0.93 N -O 0.22 1216 C 0.01 0.21 F MT20 2.Ox 4.0 Ctr 0.5 0.43 N -0 0.24 1216 C 0.01 0.23 O -P 0.23 1216 C 0.01 0.22 REVIEWED BY: O -P 0.26 1216 C 0.01 0.25 MiTek USA, Inc. P -Q 0.18 999 C 0.00 0.18 6904 Parke East Blvd. P -Q 0.20 999 C 0.00 0.20 Tampa, FL 33610 Q -E 0.10 408 C 0.00 0.10 Q -E 0.11 408 C 0.00 0.11 REFER TO ONLINE PLUS GENERAL Online PIusTM 0 Copyright MiTek®1996-2016 Version 30.0.063 Engineering-Portrait 4272017 1:19:35 PM Page 1 Job Mark 4uan Type Span P1-H1 Left OH Right OH Engineering 170207 FII 6 M100 130308 10400 0 0 T10990553 Adam Gray Residence HO 1-4-0 HO 1-4-0 W 0 rn 0 TC 16-41 3-1-12 I 5-7-12 1 6-11-8 1 8-0-8 1 10-6-8 1 13-2-0 {� #4x6- F 1x3= 1x3 x5= 3x3- 3x3- 1x3 11 3x3- 3x3= 3x4= T A N O P Q R C I 1-4-0 B E 1x311 2x4 G M L R r7 = H11 1x3=5x6= 4x4= 3x3= 3x3= 1x311 3x3= 3.4= Cant:3- 8 W:508 W:508 R:3094 R: 673 13-3-0 ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale:0.436"=1' MiTek® Online Plus- APPROX. TRUSS WEIGHT: 95.7 LHS Online Plus -- Version 30.0.063 L -K 0.44 1424 T 0.27 0.17 RUN DATE: 27-APR-17 K -J 0.59 1564 T 0.33 0.26 NOTES: J -I 0.61 1564 T 0.33 0.28 Trusses Manufactured by: Southern Pine lumber design I -H 0.36 1162 T 0.32 0.04 RIDGWAY ROOF TRUSS values are those effective H -E 0.04 0 T 0.00 0.04 Analysis Conforms To: 06-01-13 by SPIB//ALSC DON -------------Webs------------- FBC2014 CSI -Size- ----Lumber---- B -A 0.01 45 C TPI 2007 TC 0.61 4. 2 SP-#2 A -G 0.50 2263 C Design checked for 30 psf non- BC 0.61 4x 2 SP-#2 G -F 0.12 536 C concurrent LL on BC. WB 0.50 4x 2 SP-#3 G -F 0.12 536 C Provide 2X6 continuous F -M 0.48 1012 T strongbacka (on edge) every Brace truss as follows: M -N 0.22 958 C 10.0 Ft. Fasten to each O.C. From To N -L 0.25 539 T truss w/ 3-10d(0.131"x3") TC Cont. 0- 0- 0 13- 3- B L -O 0.11 504 C nails at truss member(s). or 48.0" 0- 0- 0 13- 3- 8 0 -K 0.14 299 T This truss must be installed BC Cont. 0- 0- 0 13- 3- 8 K -P 0.02 110 C as shown. It cannot be or 120.0" 0- 0- 0 13- 3- 8 J -Q 0.03 86 C installed upside-down. Q -I 0.07 303 C NOTE: USER MODIFIED PLATES psf-Ld Dead Live I -R 0.14 297 T This design may have plates TC 15.0 40.0 R -H 0.18 774 C selected through a plate BC 5.0 0.0 H -C 0.39 823 T monitor. TC+BC 20.0 40.0 E -C 0.15 667 C Max comp. force 2263 Lbs Total 60.0 Spacing 24.0" Max tens. force 1564 Lbs Lumber Duration Factor 1.00 TL Defl -0.09" in K -J L/999 Connector Plate Fabrication Plate Duration Factor 1.00 LL Defl -0.051' in K -J L/999 Tolerance = 104 Fb Fc Ft Emin Shear // Grain in R -C 0.28 This truss is designed for a TC 1.00 1.00 1.00 1.00 creep factor of 1.5 which BC 1.00 1.00 1.00 1.00 Plates for each ply each face. is used to calculate total Plate - MT20 20 Ga, Gross Area load deflection. Total Load Reactions (Lbs) Plate - MT2H 20 Ga, Gross Area it Down Uplift Horiz- Plate - MS18 20 Ga, Gross Area G 3095 it Type Plt Size X Y JSI E 674 A MT20 5.Ox 5.0 1.0-1.0 0.85 A MT20 l.Oz 3.0 Ctr Ctr 0.00 it Brg Size Required F# MT20 4.0z 6.0 0.3-0.5 0.61 G 5.5" 1.5" N MT20 3.Ox 3.0 Ctr Ctr 0.78 E 5.5" 5.51' O MT20 3.Ox 3.0 Ctr Ctr 0.43 P MT20 1.0: 3.0 Ctr Ctr 0.33 LC# 1 Standard Loading Q MT20 3.Ox 3.0 Ctr Ctr 0.24 Dur Fctrs - Lbr 1.00 Plt 1.00 R MT20 3.Ox 3.0 Ctr Ctr 0.56 plf - Dead Live• From To C MT20 3.Ox 4.0-0.5 Ctr 0.87 TC V 30 80 0.0' 13.3' C MT20 1.Ox 3.0 Ctr Ctr 0.00 BC V 10 0 0.0' 13.3' B MT20 1.Ox 3.0 Ctr Ctr 0.33 TC V 734 1469 0.0' CL-LB B MT20 1.Ox 3.0 Ctr Ctr 0.00 G MT20 S.Ox 6.0 Ctr 1.0 0.85 Plus 2 Unbalanced Load Cases M MT20 4.Ox 4.0 Ctr 0.5 0.89 Plus 1 LL Load Case(s) L MT20 3.Ox 3.0 Ctr Ctr 0.78 Plus 1 DL Load Case(s) K MT20 3.Ox 3.0 Ctr Ctr 0.43 J MT20 1.Ox 3.0 Ctr Ctr 0.33 Membr CSI P Lba Axl-CSI-Bnd I MT20 3.Ox 3.0 Ctr Ctr 0.43 ----------Top Chords---------- H MT20 3.Ox 4.0 Ctr Ctr 0.96 A -F 0.61 802 T 0.21 0.40 E MT20 2.Ox 4.0 Cts 0.5 0.36 F -N 0.43 363 T 0.03 0.40 N -0 0.40 1061 C 0.01 0.39 # - Plate Monitor used O -P 0.28 1564 C 0.01 0.27 REVIEWED BY: P -Q 0.21 1564 C 0.04 0.17 MiTek USA, Inc. Q -R 0.53 1376 C 0.03 0.50 6904 Parke East Blvd. R -C 0.52 605 C 0.00 0.52 Tampa, FL 33610 --------Bottom Chords--------- * -G 0.14 0 T 0.00 0.14 REFER TO ONLINE PLUS GENERAL G -M 0.15 802 C 0.01 0.14 NOTES AND SYMBOLS SHEET FOR M -L 0.24 674 T 0.19 0.05 ADDITIONAL SPECIFICATIONS. Online Plus"'O Copyright MTek®1996-2016 Version 30.0.063 Engineering-Portrait 4127120171:19:35 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 170207 F12 2 M100 130700 10400 0 0 T10990554 Adam bray Residence HO 1-4-0 HO 1-4-0 0 0 P 0 M TC 16-41 3-1-12 1 5-7-12 1 6-11-8 17-11-41 10-5-4 1 13-0-12 1 •+ 3x6= 1x3= E 1x3 x3= 3x3= 3x3= 1x3 11 3x3= 3x3= 3x6= x3= A 0 P Q R S G C 1001 SEEN AW 1-4-0 8 D 1.311 F N M L K J I 8 1x311 1x3=3x6= 3x5= 3x3= 3x3= 1x3 11 3x3- 3x5= 3x6= lx3= Cant:3- 8 7 Cant:3- 8 W:508 W:508 R:1508 R:1507 HC 16-411-10-12 1 4- - 6-10-12 17-10-81 9-2-4 - - 113-0-12 0 n 0 13-7-0 ALL PLATES ARE MT2020 Scale:0.419"=1' MiTek6 Online Plus- APPROX. TRUSS WEIGHT: 102.9 LBS Online Plus -- Version 30.0.063 N -M 0.34 1063 T 0.30 0.04 6904 Parke East Blvd. RUN DATE: 27-APR-17 M -L 0.58 1636 T 0.37 0.21 Tampa, FL 33610 L -K 0.56 1659 T 0.35 0.21 Southern Pine lumber design K -J 0.56 1659 T 0.35 0.21 REFER TO ONLINE PLUS GENERAL values ars those effective J -I 0.34 1063 T 0.29 0.05 NOTES AND SYMBOLS SHEET FOR 06-01-13 by SPIB//ALSC UON I -H 0.06 248 C 0.00 0.06 ADDITIONAL SPECIFICATIONS. CSI _Size- ----Lumber---- H -D 0.06 0 T 0.00 0.06 TC 0.45 4x 2 SP-42 -------------Webs------------- NOTES: BC 0.58 4x 2 SP-42 B -A 0.00 20 C Trusses Manufactured by: WB 0.43 4x 2 SP-43 A -F 0.14 700 C RIDGWAY ROOF TRUSS F -E 0.10 485 C Analysis Conforms To: Brace trues as follows; F -E 0.10 485 C FBC2014 O.C. From To E -N 0.43 903 T TPI 2007 TC Cont. 0- 0- 0 13- 7- 0 N -O 0.20 844 C Design checked for 10 pef non- or 48.011 0- 0- 0 13- 7- 0 O -M 0.20 421 T concurrent LL on BC. BC Cont. 0- 0- 0 13- 7- 0 M -P 0.08 375 C Provide 2X6 continuous or 120.0" 0- 0- 0 13- 7- 0 P -L 0.09 207 T strongbacks (on edge) every L -Q 0.01 67 C 10.0Ft. Fasten to each pef-Ld Dead Live K -R 0.04 104 T trues w/ 3-10 (0.131"z3") TC 15.0 40.0 R -J 0.09 412 C nails at truss member(s). BC 5.0 0.0 J -S 0.19416 T This truss must be installed TC+BC 20.0 40.0 S -I 0.20 841 C as shown. It cannot be Total 60.0 Spacing 24.0" I -G 0.43 905 T installed upside-down. Lumber Duration Factor 1.00 H -G 0.10 485 C Maz comp. force 1659 Lbs Plate Duration Factor 1.00 H -G 0.10 485 C Max tens. force 1659 Lbs Fb Fc Ft Emin H -C 0.14 699 C Connector Plate Fabrication TC 1.00 1.00 1.00 1.00 D -C 0.00 20 C Tolerance - 108 BC 1.00 1.00 1.00 1.00 This trues is designed for a TL Defl -0.11•' in M -L L/999 creep factor of 1.5 which Total Load Reactions (Lbs) LL Defl -0.06•• in M -L L/999 is used to calculate total it Down Uplift Horiz- Shear // Grain in R -S 0.25 load deflection. F 1508 H 1507 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area it Brg Size Required Plate - MT2H 20 Ga, Gross Area F 5.5•• 1.5" Plate - MS18 18 Ga, Gross Area H 5.5" 1.511 it Type Plt Size X Y JSI A MT20 3.Ox 3.0 Ctr Ctr 0.71 LC# 1 Standard Loading A MT20 1.Ox 3.0 Ctr Ctr 0.00 Dur Fctrs - Lbr 1.00 Plt 1.00 E MT20 3.Ox 6.0 Ctr Ctr 0.93 plf - Dead Live- From To O MT20 3.Ox 3.0 Ctr Ctr 0.61 TC V 30 BO 0.0• 13.6' P MT20 3.Ox 3.0 Ctr Ctr 0.30 BC V 10 0 0.0' 13.6' Q MT20 l.Ox 3.0 Ctr Ctr 0.33 TC V 233 467 0.0' CL-LB R MT20 3.Ox 3.0 Ctr Ctr 0.30 TC V 233 467 13.6' CL-LB S MT20 3.Ox 3.0 Ctr Ctr 0.61 G MT20 3.Ox 6.0 Ctr Ctr 0.94 Plus 2 Unbalanced Load Cases C MT20 3.Ox 3.0 Ctr Ctr 0.72 Plus 1 LL Load Caas(.) C MT20 1.Ox 3.0 Ctr Ctr 0.00 Plus 1 DL Load Cases) B MT20 1.0x 3.0 Ctr Ctr 0.33 B MT20 1.Ox 3.0 Ctr Ctr 0.00 Membr CSI P Lbs Axl-CSI-Bnd F MT20 3.Ox 6.0 Ctr Ctr 0.71 ----------Top Chords---------- NMT20 3.Ox 5.0 Ctr Ctr 0.95 A -E 0.41 248 T 0.06 0.35 M MT20 3.Ox 3.0 Ctr Ctr 0.61 E -O 0.40 456 C 0.00 0.40 L MT20 3.Ox 3.0 Ctr Ctr 0.30 0 -P 0.42 1366 C 0.02 0.40 K MT20 l.Ox 3.0 Ctr Ctr 0.33 P -Q 0.30 1659 C 0.02 0.28 J MT20 3.Ox 3.0 Ctr Ctr 0.60 Q -R 0.33 1659 C 0.04 0.29 I MT20 3.Ox 5.0 Ctr Ctr 0.96 R -S 0.45 1362 C 0.01 0.44 H MT20 3.Ox 6.0 Ctr Ctr 0.72 S -G 0.44 457 C 0.00 0.44 D MT20 1.Ox 3.0 Ctr Ctr 0.33 G -C 0.40 248 T 0.06 0.34 D MT20 1.Ox 3.0 Ctr Ctr 0.00 --------Bottom Chords--------- * -F0.06 0 T 0.00 0.06 REVIEWED BY: F -N 0.06 248 C 0.00 0.06 Mi Tek USA, Inc. Online Plus"'0 Copyright M7ek®19962016 Version 30.0.063 Engineering-Portrait 427/2017 1:19:35 PM Pagel Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 170207 F13 6 M100 11008 10400 0 0 T10990555 To Adam 6ray Residence HO 1-4-0 HO 1-4-0 TC 1 1-4-4 -10-8 3x6= 2x4 11 1x3 - A = C T 1-4-0 B a 2x4 1 r x3 ii 3x5- 1x3= HGR W:508 Cant:3- 8 R: 0 R:1099 U: 221 BC 1-4-4 M-10- 1-10-8 ALL PLATES ARE MT2020 Scale:0.775"=1' MiTek® Online Plus- APPROX. TRUSS WEIGHT: 23.6 LBS Online Plus -- Version 30.0.063 Plus 1 DL Load Case(s) RIDGWAY ROOF TRUSS RUN DATE: 27-APR-17 Analysis Conforms To: Membr CSI P Lbs Axl-CSI-Bnd FBC2014 Southern Pine lumber design ----------Top Chords---------- TPI 2007 values are those effective A -E 0.19 252 T 0.07 0.12 Design checked for 10 psf non- 06-01-13 by SPIB//ALSC UON E -C 0.19 252 T 0.07 0.12 concurrent LL on BC. CSI -Size- ----Lumber---- --------Bottom Chords--------- This truss must be installed TC 0.19 4x 2 SP-#2 B -F 0.05 0 T 0.00 0.05 as shown. It cannot be BC 0.05 4x 2 SP-#2 F -D 0.05 0 T 0.00 0.05 installed upside-down. WB 0.16 4x 2 SP-#3 -------------Webs------------- Max comp. force 713 Lbs B -A 0.04 129 T Max tens. force 252 Lbs Brace truss as follows: B -A 0.04 129 T Connector Plate Fabrication O.C. From To A -F 0.08 354 C Tolerance = 10% TC Cont. 0- 0- 0 1-10- 8 F -E 0.01 83 C This truss is designed for a or 22.5" 0- 0- 0 1-10- 8 F -E 0.01 83 C creep factor of 1.5 which BC Cont. 0- 0- 0 1-10- 8 F -C 0.16 713 C is used to calculate total or 22.5" 0- 0- 0 1-10- 8 D -C 0.00 16 C load deflection. psf-Ld Dead Live TL Defl 0.00" in ----- L/999 TC 15.0 40.0 LL Defl 0.00" in ----- L/999 BC 5.0 0.0 Shear // Grain in A -E 0.13 TC+BC 20.0 40.0 Total 60.0 Spacing 24.0" Plates for each ply each face. Lumber Duration Factor 1.00 Plate - MT20 20 Ga, Gross Area Plate Duration Factor 1.00 Plate - MT2H 20 Ga, Gross Area Fb Fc Ft Emin Plate - MS18 18 Ga, Gross Area TC 1.00 1.00 1.00 1.00 it Type Plt Size X Y JSI BC 1.00 1.00 1.00 1.00 A MT20 3.Ox 6.0 Ctr Ctr 0.22 E MT20 2.Ox 4.0 Ctr-0.5 0.20 Total Load Reactions (Lbs) C MT20 3.Ox 3.0 Ctr Ctr 0.81 it Down Uplift Horiz- C MT20 1.0x 3.0 Ctr Ctr 0.00 B 221 G B MT20 2.Ox 4.0 Ctr 0.5 0.33 F 1099 F MT20 3.Ox 5.0 Ctr Ctr 0.83 G = Gravity Uplift D MT20 1.0x 3.0 Ctr Ctr 0.33 D MT20 1.0x 3.0 Ctr Ctr 0.00 it Brg Size Required B 3.5" 1.5" REVIEWED BY: F 5.5" 1.5" MiTek USA, Inc. 6904 Parke East Blvd. LC# 1 Standard Loading Tampa, FL 33610 Dur Fctrs - Lbr 1.00 Plt 1.00 plf - Dead Live* From To REFER TO ONLINE PLUS GENERAL TC V 30 80 0.0' 1.9' NOTES AND SYMBOLS SHEET FOR BC V 10 0 0.0' 1.9' ADDITIONAL SPECIFICATIONS. TC V 233 467 1.9' CL-LB NOTES: Plus 1 LL Load Case(s) Trusses Manufactured by: Online Plus^'C Copyright MiTek®1996-2016 Version 30.0.063 Engineenng-Portrait 1272017 1.19:36 PM Page 1 Job Mart en Type Span P1-H1 Left OH Right OH Engineering 170207 F16 8 14100 11008 10000 0 0 T10990556 * Adam Gray Residence HO 1-0-0 HO 1-0-0 TC 1-5-4 111008 1 1x3- 2x411 5x6 3x3= E T 1-0-0 8 D 3.6 x311 F #;x6= 1x3- HGR W:308 Cant:3- 8 R: 88 R:4429 1-10-8 ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale:0.837'=1' MiTek® Online Plus" APPROX. TRUSS WEIGHT: 18.9 LBS Online Plus -- Version 30.0.063 RIDGWAY ROOF TRUSS RUN DATE: 27-APR-17 Membr CSI P Lbs Axl-CSI-Bnd Analysis Conforms To: ----------Top Chords---------- FBC2014 Southern Pine lumber design A -E 0.13 0 T 0.00 0.13 TPI 2007 values are those effective E -C 0.03 3 T 0.00 0.03 Design checked for 10 psf non- 06-01-13 by SPIB//ALSC UON --------Bottom Chords--------- concurrent LL on BC. CSI -Size- ----Lumber---- B -F 0.03 3 C 0.00 0.03 This truss must be installed TC 0.13 4x 2 SP-#2 F -D 0.03 0 T 0.00 0.03 as shown. It cannot be BC 0.03 4x 2 SP42 -------------Webs------------- installed upside-down. WB 0.54 4x 2 SP-#3 B -A 0.01 45 C NOTE: USER MODIFIED PLATES B -A 0.01 45 C This design may have plates Brace truss as follows: B -E 0.00 4 T selected through a plate O.C. From To F -E 0.54 2424 C monitor. TC Cont. 0- 0- 0 1-10- 8 F -E 0.54 2424 C Max comp. force 2424 Lbs or 22.51, 0- 0- 0 1-10- 8 F -C 0.00 8 C Max tens. force 4 Lbs BC Cont. 0- 0- 0 1-10- 8 D -C 0.00 14 C Connector Plate Fabrication or 22.51, 0- 0- 0 1-10- 8 Tolerance = 10% TL Defl 0.001, in ----- L/999 This truss is designed for a psf-Ld Dead Live LL Defl 0.0011 in ----- L/999 creep factor of 1.5 which TC 15.0 40.0 Shear // Grain in A -E 0.12 is used to calculate total BC 5.0 0.0 load deflection. TC+BC 20.0 40.0 Plates for each ply each face. Total 60.0 Spacing 24.011 Plate - MT20 20 Ga, Gross Area Lumber Duration Factor 1.00 Plate - MT2H 20 Ga, Gross Area Plate Duration Factor 1.00 Plate - MS18 20 Ga, Gross Area Fb Fc Ft Emin it Type Plt Size X Y JSi TC 1.00 1.00 1.00 1.00 A MT20 2.Ox 4.0 Ctr-0.5 0.20 BC 1.00 1.00 1.00 1.00 E MT20 5.0x 6.0 Ctr-1.0 0.79 C MT20 3.Ox 3.0 Ctr Ctr 0.35 Total Load Reactions (Lbs) C MT20 1.0x 3.0 Ctr Ctr 0.00 it Down Uplift Horiz- B MT20 3.Ox 6.0 Ctr Ctr 0.22 B 88 F# MT20 5.Ox 6.0-0.7 1.2 0.75 F 4429 D MT20 1.Ox 3.0 Ctr Ctr 0.33 D MT20 1.0x 3.0 Ctr Ctr 0.00 it Brg Size Required B 3.511 1.5'1 # = Plate Monitor used F 3.511 2.011 REVIEWED BY: MiTek USA, Inc. LC# 1 Standard Loading 6904 Parke East Blvd. Dur Fctrs - Lbr 1.00 Plt 1.00 Tampa, FL 33610 plf - Dead Live* From To TC V 30 80 0.01 1.91 REFER TO ONLINE PLUS GENERAL BC V 10 0 0.01 1.91 NOTES AND SYMBOLS SHEET FOR TC V 1433 2867 1.51 CL-LB ADDITIONAL SPECIFICATIONS. Plus 1 LL Load Case(s) NOTES: Plus 1 DL Load Case(s) Trusses Manufactured by: Online Plusn`0 Copyright MiTek®1996-2016 Version 30,0 D63 Engineering-Portrait 1272017 1:19:36 PM Page 1 Job Mask Q ian Type Span Pl-H1 Left OH Right OH Engineering 170207 F19 11 M100 151108 10000 0 0 T10990557 1 Adam dray Residence HO 1-0-0 HO 1-0-0 W TCR 2-7-8 1 5-1-8 1 6-5-4 1 8-1-0 1 10-7-0 1 13-1-0 1 15-10-0 1x3= 4x5= 3x4- 3x4- 1x3 ii 3x3= 3x3= 3x4= 4x6= A M N 0 P Q R D T B 1-0-0 C E 2x411 L K J I H G r 2x411 4x6= 3x4- 3x4- 1x3 11 3x3= 3x4= 4x6= W:308 HGR R: 939 R: 953 BC1-6-0 4-0-0 6-6-0 8-1-12 9-5-8 11-11-8 14-5-8 15-11- rd 15-11-8 ALL PLATES ARE MT2020 Scale:0.37V'=1' MiTek® Online Plus- APPROX. TRUSS WEIGHT: 98.5 LBS Online Plus -- Version 30.0.063 K -J 0.47 3696 T 0.40 0.07 RUN DATE: 27-APR-17 J -I 0.66 4126 T 0.33 0.33 REFER TO ONLINE PLUS GENERAL I -H 0.65 4126 T 0.33 0.32 NOTES AND SYMBOLS SHEET FOR Southern Pine lumber design H -G 0.44 3743 T 0.40 0.04 ADDITIONAL SPECIFICATIONS. values are those effective G -F 0.30 2404 T 0.26 0.04 06-01-13 by SPIB//ALSC UON F -E 0.01 0 T 0.00 0.01 NOTES: CSI -Size- ----Lumber---- -------------Webs------------- Trusses Manufactured by: TC 0.88 4x 2 SP42 C -A 0.21 932 C RIDGWAY ROOF TRUSS BC 0.66 4x 2 M31-MSR2700 A -L 0.70 1477 T Analysis Conforms To: WB 0.71 4x 2 SP43 L -M 0.32 1383 C FBC2014 M31-MSR2700 is SP-M31 M -K 0.38 814 T TPI 2007 or SP-2700f-2.2E K -N 0.19 813 C Design checked for 10 psf non- N -J 0.35 740 T concurrent LL on BC. Brace truss as follows: J -0 0.05 228 C Provide 2X6 continuous O.C. From To I -P 0.04 203 C strongbacks (on edge) every TC Cont. 0- 0- 0 15-11- 8 P -H 0.10 454 C 10.0 Ft. Fasten to each or 48.0" 0- 0- 0 15-11- 8 H -Q 0.19 411 T truss w/ 3-10d(0.131"x3") BC Cont. 0- 0- 0 15-11- 8 Q -G 0.18 799 C nails at truss member(s) . or 120.0" 0- 0- 0 15-11- 8 G -R 0.39 835 T This truss must be installed R -F 0.32 1378 C as shown. It cannot be psf-Ld Dead Live F -D 0.71 1510 T installed upside-down. TC 15.0 40.0 E -D 0.11 519 C Max comp. force 4126 Lbs BC 5.0 0.0 E -D 0.11 519 C Max tens. force 4126 Lbs TC+BC 20.0 40.0 Connector Plate Fabrication Total 60.0 Spacing 24.0" TL Defl -0.47" in I -H L/391 Tolerance = 108 Lumber Duration Factor 1.00 LL Defl -0.27" in I -H L/681 This truss is designed for a Plate Duration Factor 1.00 Shear // Grain in P -Q 0.28 creep factor of 1.5 which Fb Fc Ft Emin is used to calculate total TC 1.15 1.10 1.10 1.10 Plates for each ply each face. load deflection. BC 1.10 1.10 1.10 1.10 Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Total Load Reactions (Lbs) Plate - MS18 18 Ga, Gross Area it Down Uplift Horiz- it Type Plt Size X Y JSI C 939 A MT20 4.Ox 5.0 1.0-0.5 0.81 E 954 A MT20 1.0x 3.0 Ctr Ctr 0.00 M MT20 3.Ox 4.0 Ctr Ctr 0.91 it Brg Size Required N MT20 3.Ox 4.0 Ctr Ctr 0.83 C 3.5" 3.5" 0 MT20 1.0x 3.0 Ctr Ctr 0.33 E 3.5" 1.5" P MT20 3.Ox 3.0 Ctr Ctr 0.34 Q MT20 3.Ox 3.0 ctr ctr 0.62 Plus 2 Unbalanced Load Cases R MT20 3.Ox 4.0 Ctr Ctr 0.93 Plus 1 LL Load Case(s) D MT20 4.Ox 6.0 Ctr-0.5 0.95 Plus 1 DL Load Case(s) c MT20 2.Ox 4.0 ctr 0.5 0.50 L MT20 4.Ox 6.0 Ctr 0.5 0.93 Membr CSI P Lbs Axl-CSI-Bnd K MT20 3.Ox 4.0 Ctr Ctr 0.91 ----------Top Chords---------- J MT20 3.Ox 4.0-0.5 Ctr 0.69 A -M 0.43 1229 C 0.01 0.42 I MT20 1.0x 3.0 Ctr Ctr 0.33 M -N 0.52 3030 C 0.12 0.40 H MT20 3.Ox 3.0 Ctr ctr 0.62 N -0 0.55 4126 C 0.13 0.42 G MT20 3.Ox 4.0 Ctr Ctr 0.93 O -P 0.55 4126 C 0.13 0.42 F MT20 4.Ox 6.0 Ctr 0.5 0.95 P -Q 0.88 3980 C 0.33 0.55 E MT20 2.Ox 4.0 Ctr 0.5 0.28 Q -R 0.49 3088 C 0.12 0.37 R -D 0.50 1274 C 0.04 0.46 REVIEWED BY: --------Bottom Chords--------- MiTek USA, Inc. C -L 0.01 0 T 0.00 0.01 6904 Parke East Blvd. L -K 0.30 2363 T 0.25 0.05 Tampa, FL 33610 Online Plus"'0 Copyright MRek®1996-2016 Version 30.0.063 Engineering-Portrait 4272017 1:19:36 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 170207 FG6 1 H100 50606 10400 0 0 T10990558 Adam dray Residence HO 1-4-0 HO 1-4-0 TC 2-5-5 1 3-10-1 1 5-6-6 x5= 4x4= 4x4- #2x411 A E H C T 1-4-0 F 1� B D 2x4 0 F G x4= 4x5= 4x4- Cant:2- 1- 7 W:712 HGR R:2332 R: 0 U: 676 HC L3 2-5-53-10-1 5-6-6 ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale:0.776'=1' MiTek® Online Plus- APPROX. TRUSS WEIGHT: 38.9 LBS Online Plus -- Version 30.0.063 ----------Top Chords---------- TPI 2007 RUN DATE: 27-APR-17 A -E 0.92 2128 T 0.60 0.32 Girder Common E -H 0.56 1053 T 0.27 0.29 Loading BC Southern Pine lumber design H -C 0.05 0 T 0.00 0.05 Span 4- 0- 0 values are those effective --------Bottom Chords--------- Design checked for 10 psf non- 06-01-13 by SPIB//ALSC UON B -F 0.40 0 T 0.00 0.40 concurrent LL on BC. CSI -Size- ----Lumber---- F -G 0.43 2128 C 0.03 0.40 Use properly rated hangers for TC 0.92 2x 4 SP-#2 G -D 0.06 1053 C 0.00 0.06 loads framing into girder BC 0.43 2x 6 SP42 -------------Webs------------- truss. WB 0.64 2x 4 SP-#3 B -A 0.01 63 C This truss must be installed A -F 0.57 2306 C as shown. It cannot be Brace truss as follows: F -E 0.22 982 C installed upside-down. O.C. From To E -G 0.64 1356 T NOTE: USER MODIFIED PLATES TC Cont. 0- 0- 0 5- 6- 6 G -H 0.17 774 C This design may have plates or 48.011 0- 0- 0 5- 6- 6 H -D 0.60 1276 T selected through a plate BC Cont. 0- 0- 0 5- 6- 6 D -C 0.01 81 C monitor. or 48.41, 0- 0- 0 5- 6- 6 Max comp. force 2306 Lba TL Defl 0.0011 in ----- L/999 Max tens. force 2128 Lbs psf-Ld Dead Live LL Defl 0.0011 in ----- L/999 Connector Plate Fabrication TC 15.0 40.0 LL Cant -0.0511 in B -F L/530 Tolerance = 209 BC 5.0 0.0 Shear // Grain in F -G 0.25 This truss is designed for a TC+BC 20.0 40.0 creep factor of 1.5 which Total 60.0 Spacing 24.011 Plates for each ply each face. is used to calculate total Lumber Duration Factor 1.00 Plate - MT20 20 Ga, Gross Area load deflection. Plate Duration Factor 1.00 Plate - MT2H 20 Ga, Gross Area Fb Fc Ft Emin Plate - MS18 20 Ga, Gross Area TC 1.00 1.00 1.00 1.00 it Type Plt Size K Y JSI BC 1.00 1.00 1.00 1.00 A MT20 5.Ox 5.0 0.5-0.1 0.89 E MT20 4.Ox 4.0 Ctr Ctr 0.92 Total Load Reactions (Lbs) H MT20 4.Ox 4.0 Ctr Ctr 0.87 it Down Uplift Horiz- C# MT20 2.Ox 4.0 Ctr Ctr 0.12 F 2332 B MT20 2.Ox 4.0 1.5 Ctr 0.22 D 676 G F MT20 4.Ox 5.0-1.0 Ctr 0.86 G = Gravity Uplift G MT20 4.Ox 4.0 Ctr Ctr 0.92 D MT20 3.Ox 4.0-0.5 Ctr 0.93 it Brg Size Required F 7.811 2.61' # = Plate Monitor used D 3.511 1.511 REVIEWED BY: MiTek USA, Inc. LC# 1 Girder Loading 6904 Parke East Blvd. Dur Fctrs - Lbr 1.00 Plt 1.00 Tampa, FL 33610 plf - Dead Live* From To TC V 30 80 0.01 5.51 REFER TO ONLINE PLUS GENERAL BC V 30 40 0.01 5.51 NOTES AND SYMBOLS SHEET FOR TC V 267 533 0.0' CL-LB ADDITIONAL SPECIFICATIONS. Plus 2 Unbalanced Load Cases NOTES: Plus 1 LL Load Case(s) Trusses Manufactured by: Plus 1 DL Load Case(s) RIDGWAY ROOF TRUSS Analysis Conforms To: Membr CSI P Lbs Axl-CSI-Bnd FBC2014 Online Plus T1 0 Copyright MiTek®1996-2016 Version 30.0.063 Engineenng-Portrait 4272017 1:19:37 PM Page 1 Job Marken Type Span P1-H1 Left OH Right OH Engineering 170207 FG7 1*2P M100 160600 10400 0 0 710990559 Adam ray Residence HO 1-4-0 HO 1-4-0 TC2-2-12 1 4-10-8 1 7-4-8 1 8-7-8 19-11-8 111-2-6 1 13-8-8 I 16-6-0 SPL 3x4 4x5= 4x5= 4x5- 1x311 1x311 4x5= 4x5= 3x5= A E M N O P Q R C 1-4-0 8 D 2x411 F L 1< J I H G 2x411 4x5= 4x5 6x6= 4x5= 4x5= 4x5- 4x5= SPL Cant:2- 0- 0 W:508 W:508 R:1802 R:1073 BC 2-2-12 3-7-8 6-1-8 8-7-8 19-11-8 12-5-8 14-11-8 - b 16-6-0 E> ALL PLATES ARE MT2020 Scale:0.365"=1' MiTek®Online Plus" APPROX. TRUSS WEIGHT: 112.5 LBS OnlinePlus -- Version 30.0.063 L -K 0.15 1102 C 0.00 0.15 FBC2014 RUN DATE: 27-APR-17 K -J 0.29 2119 T 0.21 0.08 TPI 2007 i****i****4**t• J -I 0.40 2837 T 0.28 0.12 Girder Common * 2-Ply Truss * I -K 0.43 2921 T 0.29 0.14 Loading BC *************** H -G 0.30 2135 T 0.21 0.09 Span 4- 0- 0 G -D 0.04 0 T 0.00 0.04 2 COMPLETE TRUSSES REQUIRED. Southern Pine lumber design -------------Webs------------- Fasten plies together in values are those effective B -A 0.00 35 C staggered pattern. 06-01-13 by SPIB//ALSC DOW A -F 0.21 1836 C Connector Rows Spacing CSI -Size- ----Lumber---- F -E 0.07 645 C TC 10d Gun Nails 1 12.0 in TC 0.38 2x 4 SP-112 E -L 0.15 585 T BC 10d Gun Nails 2 12.0 in BC 0.43 2x 6 SP-/2 L -M 0.18 1628 C WB 10d Gun Nails 1 8.0 in WB 0.34 2x 4 SP-M3 M -K 0.27 1172 T 10d gun nails (0.131"x3") K -N 0.13 1178 C must be installed as noted Brace trues as follows: N -J 0.25 1062 T above, as each layeris O.C. From To J -O 0.02 193 C applied. TC Cont. 0- 0- 0 16- 6- 0 I -P 0.01 67 T Plus clusters of nail, where or 48.0" 0- 0- 0 16- 6- 0 I -Q 0.04 363 C shown. BC Cont. 0- 0- 0 16- 6- 0 Q -H 0.03 319 C Design checked for 10 pelf non- or 120.0" 0- 0- 0 16- 6- 0 H -R 0.15 671 T concurrent LL on BC. R -G 0.13 1187 C Use properly rated hangers for pef-Ld Dead Live G -C 0.34 1446 T loads framing into girder TC 15.0 40.0 D -C 0.10 964 C truss. BC 5.0 0.0 This truss must be installed TC+BC 20.0 40.0 TL Defl -0.11" in I -H L/999 as shown. It cannot be Total 60.0 Spacing 24.0" LL Defl -0.05" in I -H L/999 installed upside-down. Lumber Duration Factor 1.00 LL Cant -0.03" in B -F L/772 Max camp. force 2837 Lbs Plate Duration Factor 1.00 Shear // Grain in L -K 0.30 Max tens. force 2921 Lbs Fb Fc Ft Emin Connector Plate Fabrication TC 1.00 1.00 1.00 1.00 Plates for each ply each face. Tolerance - 20% BC 1.00 1.00 1.00 1.00 Plate - MT20 20 Ga, Gross Area This truss is designed for a Plate - MT2H 20 Ga, Gros: Area creep factor of 1.5 which Total Load Reactions (Lbs) Plate - MS18 18 Ga, Groes Area is used to calculate total it Down Uplift Horiz- it Type Plt Size R Y JSI load deflection. F 1802 A MT20 3.Ox 4.0 Ctr Ctr 0.79 D 1073 E MT20 4.Ox 5.0 Ctr Ctr 0.19 M MT20 4.Ox 5.0 Ctr Ctr 0.41 it Brg Size Required N MT20 4.Ox 5.0 Ctr 1.0 0.60 F 5.511 1.511 O MT20 1.0x 3.0 Ctr Ctr 0.46 D 5.511 1.511 P MT20 l.Ox 3.0 Ctr Cts 0.46 Q MT20 4.Ox 5.0 Ctr Ctr 0.10 LC► 1 Girder Loading R MT20 4.Ox 5.0 Ctr Ctr 0.30 Dur Fctrs - Lbr 1.00 Plt 1.00 C MT20 3.Ox 5.0 Ctr Ctr 0.81 plf - Dead Live* From To B MT20 2.Ox 4.0 0.8 Ctr 0.17 TC V 30 80 0.01 16.51 F MT20 4.Ox 5.0 Ctr Ctr 0.48 BC V 30 40 0.01 16.51 L MT20 4.Ox 5.0 Ctr Ctr 0.41 TC V 233 467 0.11 CL-LB K MT20 6.Ox 6.0 Ctr-1.2 0.43 BC V 0 -800 4.11 CL-LB J MT20 4.Ox 5.0 Ctr Ctr 0.32 I MT20 4.Ox 5.0 Ctr Ctr 0.12 Plus 4 Unbalanced Load Cases H MT20 4.Ox 5.0 Ctr Ctr 0.20 Plus 1 LL Load Case(s) G MT20 4.Ox 5.0 Ctr Ctr 0.43 Plus 1 DL Load Case(s) D MT20 2.Ox 4.0 Ctr Ctr 0.17 Mambr CSI P Lbs Axl-CSI-Bnd REVIEWED BY: ----------Top Chords---------- MiTek USA, Inc. A -E 0.38 1668 T 0.22 0.16 6904 Parke East Blvd. E -M 0.37 1812 T 0.25 0.12 Tampa, FL 33610 M -N 0.09 1206 C 0.06 0.03 N -O 0.05 2837 C 0.03 0.02 REFER TO ONLINE PLUS GENERAL O -P 0.12 2837 C 0.03 0.09 NOTES AND SYMBOLS SHEET FOR P -Q 0.12 2837 C 0.03 0.09 ADDITIONAL SPECIFICATIONS. Q -R 0.11 2667 C 0.02 0.09 R -C 0.11 1192 C 0.00 0.11 NOTES: --------Bottom Chords--------- Trusses Manufactured by: B -F 0.13 0 T 0.00 0.13 RIDGWAY ROOF TRUSS F -L 0.13 1668 C 0.00 0.13 Analysis Conforms To: Online Plus"'0 Copyright MTek®1996-2016 Version 30.0.063 Engineering-Portrait 4272017 1:19:37 PM Page 1 Job Mart Quan Type Span Pl-Hl Left OH Right OH Engineering 170207 FG14 2 M100 20807 10400 0 0 T10990560 Adam dray Residence HO 1-4-0 HO 1-4-0 TC 1 1-10-4 2-8-7 #2x4 11 4x4= #41x4- A E OC T 1-4-0 8 /��D 2x4 F 0,#2x4 11 4x4- HGR W:712 ant:6- 5 R: 0 R:1214 U: 238 BC - - - - 2-8-7 ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale:0.776'=r MiTek® Online Plus- APPROX. TRUSS WEIGHT: 18.4 LBS Online Plus -- Version 30.0.063 Plus 1 DL Load Case(s) TPI 2007 RUN DATE: 27-APR-17 Design checked for 10 psf non- Membr CSI P Lbs Axl-CSI-Bnd concurrent LL on BC. Southern Pine lumber design ----------Top Chords---------- This truss must be installed values are those effective A -E 0.12 0 T 0.00 0.12 as shown. It cannot be 06-01-13 by SPIB//ALSC UON E -C 0.24 440 T 0.12 0.12 installed upside-down. CSI -Size- ----Lumber---- --------Bottom Chords--------- NOTE: USER MODIFIED PLATES TC 0.24 2x 4 SP42 B -F 0.08 440 C 0.00 0.08 This design may have plates BC 0.08 2x 4 SP42 F -D 0.08 0 T 0.00 0.08 selected through a plate WB 0.24 2x 4 SP-#3 -------------Webs------------- monitor. B -A 0.01 84 C Max comp. force 787 Lbs Brace truss as follows: B -E 0.24 515 T Max tens. force 515 Lbs O.C. From To F -E 0.11 488 C Connector Plate Fabrication TC Cont. 0- 0- 0 2- 8- 7 F -C 0.17 787 C Tolerance = 20% or 32.411 0- 0- 0 2- 8- 7 D -C 0.00 40 C This truss is designed for a BC Cont. 0- 0- 0 2- 8- 7 creep factor of 1.5 which or 32.411 0- 0- 0 2- 8- 7 TL Defl 0.0011 in ----- L/999 is used to calculate total LL Defl 0.0011 in ----- L/999 load deflection. psf-Ld Dead Live Shear // Grain in A -E 0.19 TC 15.0 40.0 BC 5.0 0.0 Plates for each ply each face. TC+BC 20.0 40.0 Plate - MT20 20 Ga, Gross Area Total 60.0 Spacing 24.011 Plate - MT2H 20 Ga, Gross Area Lumber Duration Factor 1.00 Plate - MS18 20 Ga, Gross Area Plate Duration Factor 1.00 at Type Plt Size X Y JSI Fb Fc Ft Emin A# MT20 2.Ox 4.0 Ctr Ctr 0.12 TC 1.00 1.00 1.00 1.00 E MT20 4.Ox 4.0 Ctr Ctr 0.35 BC 1.00 1.00 1.00 1.00 C# MT20 4.Ox 4.0-0.8 Ctr 0.36 B MT20 2.Ox 4.0 Ctr Ctr 0.71 Total Load Reactions (Lbs) F MT20 4.Ox 4.0 Ctr Ctr 0.38 it Down Uplift Horiz- D# MT20 2.Ox 4.0-1.6 Ctr 0.21 B 238 G F 1215 # = Plate Monitor used G = Gravity Uplift REVIEWED BY: MiTek USA, inc. it Brig Size Required 6904 Parke East Blvd. B 3.511 1.511 Tampa, FL 33610 F 7.811 1.511 REFER TO ONLINE PLUS GENERAL LC# 1 Standard Loading NOTES AND SYMBOLS SHEET FOR Dur Fctrs - Lbr 1.00 Plt 1.00 ADDITIONAL SPECIFICATIONS. plf - Dead Live* From To TC V 30 80 0.01 2.71 NOTES: BC V 10 0 0.01 2.71 Trusses Manufactured by: TC V 233 467 2.51 CL-LB RIDGWAY ROOF TRUSS Analysis Conforms To: Plus 1 LL Load Case(s) FBC2014 Online Plus^®Copyright M,Tekd>1996-2016 Version 30.0.063 Engineenng-Portrait 4272017 1:19'37 PM Page 1 Job MarkQuan Type Span P1-H1 Left OH Right OH Engineering 170207 FG15 1*2P M100 131000 10400 0 0 T10990561 Adam Gray Residence HO 1-4-0 HO 1-4-0 0 0 0 TC rJT121 3-3-8 1 5-9-8 1 8-0-8 m 10-6-8 13-2-4 � #2x4 I 4x5= 4x5= 4x5= 4x5= 4x5= j4x5�- 2x4 11 A E O P Q R C I 1-4-0 B D 2x4110 F N M L K J i H 2x411 #2x411 4x5- 4x5- #2x411 #2x4 11 4x5- 4x5= #2x4 II Cant:5- 0 n Cant:5- 0 W:508 W:508 R:1528 R:1528 BC - 2-0-8 4-6-8 5-9-8 B-0-8 9-3-8 11-9-8 13-2-4 0 0 L13-10-0 r�J ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale:0.416"=1' MiTek®OnlinePlus- APPROX. TRUSS WEIGHT: 91.6 LBS Online Plus -- Version 30.0.063 Q -R 0.11 1563 C 0.01 0.10 MiTek USA, Inc. RUN DATE: 27-APR-17 R -G 0.16 530 C 0.00 0.16 6904 Parke East Blvd. *• G -C 0.16 0 T 0.00 0.16 Tampa, FL 33610 • 2-Ply Trues • --------Bottom Chorda •��*'�i*�*�'��* B -F 0.16 0 T 0.00 0.16 REFER TO ONLINE PLUS GENERAL F -N 0.16 0 T 0.00 0.16 NOTES AND SYMBOLS SHEET FOR Southern Pine lumber design N -M 0.17 1221 T 0.12 0.05 ADDITIONAL SPECIFICATIONS. values are those effective M -L 0.25 1935 T 0.19 0.06 06-01-13 by SPIB//ALSC UON L -K 0.26 1935 T 0.19 0.07 NOTES: CSI -Size- ----Lumber---- K -J 0.25 1935 T 0.19 0.06 Trusses Manufactured by: TC 0.16 2x 4 SP-#2 J -I 0.17 1221 T 0.12 0.05 RIDGWAY ROOF TRUSS BC 0.26 2x 6 SP-#2 I -H 0.16 0 T 0.00 0.16 Analysis Conforms To: WB 0.15 2x 4 SP-#3 H -D 0.16 0 T 0.00 0.16 FBC2014 __-----------Webs------------- TPI 2007 Brace truss as follows: B -A 0.05 523 C Girder Common O.C. From To F -E 0.08 798 C Loading BC TC Cont. 0- 0- 0 13-10- 0 E -N 0.15 643 T Span 2- 0- 0 or 48.011 0- 0- 0 13-10- 0 N -0 0.09 870 C 2 COMPLETE TRUSSES REQUIRED. BC Cont. 0- 0- 0 13-10- 0 0 -M 0.10 435 T Fasten plies together in or 120.01• 0- 0- 0 13-10- 0 M -P 0.05 527 C staggered pattern. L -P 0.03 138 T Connector Rows Spacing psf-Ld Dead Live K -Q 0.03 137 T TC 10d Gun Nails 1 12.0 in TC 15.0 40.0 Q -J 0.05 527 C BC 10d Gun Nails 2 12.0 in BC 5.0 0.0 J -R 0.10 435 T WB 10d Gun Nails 1 8.0 in TC+BC 20.0 40.0 R -I 0.09 870 C 10d gun nails (0.1311•x3••) Total 60.0 Spacing 24.011 I -G 0.15 643 T must be installed as noted Lumber Duration Factor 1.00 H -G 0.08 798 C above, as each layer is Plate Duration Factor 1.00 D -C 0.05 523 C applied. Fb Fc Ft Emin Plus clusters of nails where TC 1.00 1.00 1.00 1.00 TL Defl -0.06" in L -K L/999 shown. BC 1.00 1.00 1.00 1.00 LL Defl -0.0311 in L -K L/999 Design checked for 10 psf non- Shear // Grain in B -F 0.27 concurrent LL on BC. Total Load Reactions (Lbs) Use properly rated hangers for it Down Uplift Horiz- Plates for each ply each face. loads framing into girder F 1529 Plate - MT20 20 Ga, Grose Area truss. H 1529 Plate - MT2H 20 Ga, Gross Area This truss must be installed Plate - MS111 20 Ga, Grose Area as shown. It cannot be it Brg Size Required it Type Plt Size X Y JSI installed upside-down. F 5.5" 1.511 AN MT20 2.Ox 4.0 0.9-0.1 0.35 NOTE: USER MODIFIED PLATES H 5.5•• 1.5•• E MT20 4.Ox 5.0 Ctr Ctr 0.19 This design may have plates O MT20 4.Ox5.0 Ctr Ctr 0.22 selected through a plate LCN 1 Girder Loading P MT20 4.0 x 5.0 Ctr Ctr 0.13 monitor. Our FCtra - Lbr 1.00 Plt 1.00 Q MT20 4.Ox 5.0 Ctr Ctr 0.13 Max comp. force 1935 Lbs plf - Dead Live* From To R MT20 4.Ox 5.0 Ctr Ctr 0.22 Max tens. force 1935 Lbs TC V 30 80 0.01 13.81 G MT20 4.Ox 5.0 Ctr Ctr 0.19 Connector Plate Fabrication BC V 10 0 0.01 13.81 C# MT20 2.0x 4.0-0.9-0.1 0.35 Tolerance = 206 TC V 233 467 0.1• CL-LB 8 MT20 2.Ox 4.0 0.8 Ctr 0.26 This truss is designed for a TC V 233 467 13.7• CL-LB FN MT20 2.Ox 4.0 Ctr Ctr 0.13 creep factor of 1.5 which N MT20 4.Ox 5.0 Ctr Ctr 0.22 is used to calculate total Plus 2 Unbalanced Load Cases M MT20 4.Ox 5.0 Ctr Ctr 0.14 load deflection. Plus 1 LL Load Cases) L# MT20 2.Ox 4.0 Ctr Ctr 0.12 Plus 1 DL Load Case(s) K# MT20 2.Ox 4.0 Ctr Ctr 0.12 J MT20 4.Ox 5.0 Ctr Ctr 0.14 Membr CSI P Lbs Axl-CSI-Bnd I MT20 4.Ox 5.0 Ctr Ctr 0.22 ----------Top Chords---------- H# MT20 2.Ox 4.0 Ctr Ctr 0.13 A -E 0.16 0 T 0.00 0.16 D MT20 2.Ox 4.0-0.8 Ctr 0.26 E -0 0.16 530 C 0.00 0.16 O -P 0.11 1563 C 0.01 0.10 # = Plate Monitor used P -Q 0.05 1935 C 0.01 0.04 REVIEWED BY: Online Plus"'0 Copyright MiTekO 1996-2016 Version 30.0.063 Engineering-Portrait 4/272017 1:19:38 PM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 170207 FG28 1*2P M100 151108 10000 0 0 T10990562 R Adam Gray Residence HO 1-0-0 HO 1-0-0 TC1 2-9-8 1 5-5-4 1 8-1-0 19-1-8110-6-4 1 13-2-0 1 15-11-8 #2x411 4x8= #2x411 4x5= 4x5= #2x4 I I 4x8- #2x411 A T U N 0 V W C T 1-0-0 B D 3x4= S R H G Q p 3x4- #2x4 11 4x8- #2x4 I I #2x4 11 4x8- #2x411 W:308 HGR R: 957 R: 957 ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale:0.376'=1' MiTek® Online Plus- APPROX. TRUSS WEIGHT: 91.7 LBS Online Plus -- Version 30.0.063 B -A 0.01 162 C 2 COMPLETE TRUSSES REQUIRED. RUN DATE: 27-APR-17 B -T 0.34 2913 C Fasten plies together in +++++++++++++++ S -T 0.01 77 T staggered pattern. * 2-Ply Truss * T -R 0.40 1708 T Connector Rows Spacing *************** R -U 0.03 308 C TC 10d Gun Nails 1 12.0 in R -N 0.08 737 C BC 10d Gun Nails 1 12.0 in Southern Pine lumber design H -N 0.01 117 C WB 10d Gun Nails 1 8.0 in values are those effective G -0 0.04 172 T 10d gun nails (0.13111x3") 06-01-13 by SPIB//ALSC UON O -Q 0.09 810 C must be installed as noted CSI -Size- ----Lumber---- Q -V 0.02 239 C above, as each layer is TC 0.29 2x 4 SP-#2 Q -W 0.38 1618 T applied. BC 0.81 2x 4 SP-412 P -W 0.01 83 T Design checked for 10 psf non- WB 0.40 2x 4 SP-#3 W -D 0.34 2924 C concurrent LL on BC. D -C 0.01 160 C Use properly rated hangers for Brace truss as follows: loads framing into girder O.C. From To TL Defl -0.40" in R -H L/455 truss. TC Cont. 0- 0- 0 15-11- 8 LL Defl -0.2311 in R -H L/797 This truss must be installed or 48.011 0- 0- 0 15-11- 8 Shear // Grain in V -W 0.14 as shown. It cannot be BC Cont. 0- 0- 0 15-11- 8 installed upside-down. or 120.0" 0- 0- 0 15-11- 8 Plates for each ply each face. NOTE: USER MODIFIED PLATES Plate - MT20 20 Ga, Gross Area This design may have plates psf-Ld Dead Live Plate - MT2H 20 Ga, Gross Area selected through a plate TC 15.0 40.0 Plate - MS18 20 Ga, Gross Area monitor. BC 5.0 0.0 it Type Plt Size X Y JSI Max comp. force 4910 Lbs TC+BC 20.0 40.0 A# MT20 2.Ox 4.0 Ctr Ctr 0.12 Max tens. force 4910 Lbs Total 60.0 Spacing 24.011 T MT20 4.Ox 8.0 Ctr Ctr 0.71 Connector Plate Fabrication Lumber Duration Factor 1.00 U# MT20 2.Ox 4.0 Ctr Ctr 0.12 Tolerance = 206 Plate Duration Factor 1.00 N MT20 4.Ox 5.0-0.8 Ctr 0.17 This truss is designed for a Fb Fc Ft Emin O MT20 4.Ox 5.0 0.8 Ctr 0.18 creep factor of 1.5 which TC 1.15 1.10 1.10 1.10 V# MT20 2.Ox 4.0 Ctr Ctr 0.12 is used to calculate total BC 1.10 1.10 1.10 1.10 W MT20 4.Ox 8.0 Ctr Ctr 0.68 load deflection. C# MT20 2.Ox 4.0 Ctr Ctr 0.12 Total Load Reactions (Lbs) B MT20 3.Ox 4.0 Ctr Ctr 0.84 it Down Uplift Horiz- S# MT20 2.Ox 4.0 Ctr Ctr 0.12 B 957 R MT20 4.Ox 8.0 Ctr Ctr 0.71 D 958 H# MT20 2.Ox 4.0 Ctr Ctr 0.12 G# MT20 2.Ox 4.0 Ctr Ctr 0.12 it Brg Size Required Q MT20 4.Ox 8.0 Ctr Ctr 0.68 B 3.511 1.511 P# MT20 2.Ox 4.0 Ctr Ctr 0.12 D 3.511 1.511 D MT20 3.Ox 4.0 Ctr Ctr 0.85 Plus 2 Unbalanced Load Cases # = Plate Monitor used Plus 1 LL Load Case(s) REVIEWED BY: Plus 1 DL Load Case(s) MiTek USA, Inc. 6904 Parke East Blvd. Membr CSI P Lbs Axl-CSI-Bnd Tampa, FL 33610 ----------Top Chords---------- * -T 0.12 0 T 0.00 0.12 REFER TO ONLINE PLUS GENERAL T -U 0.22 4464 C 0.07 0.15 NOTES AND SYMBOLS SHEET FOR U -N 0.29 4464 C 0.07 0.22 ADDITIONAL SPECIFICATIONS. N -0 0.17 4910 C 0.08 0.09 O -V 0.19 4387 C 0.06 0.13 NOTES: V -W 0.24 4387 C 0.06 0.18 Trusses Manufactured by: W -C 0.12 0 T 0.00 0.12 RIDGWAY ROOF TRUSS --------Bottom Chords--------- Analysis Conforms To: B -S 0.45 2814 T 0.36 0.09 FBC2014 S -R 0.51 2814 T 0.36 0.15 TPI 2007 R -H 0.81 4910 T 0.62 0.19 Girder Common H -G 0.77 4910 T 0.62 0.15 Loading BC G -Q 0.78 4910 T 0.62 0.16 Span 2- 0- 0 Q -P 0.53 2824 T 0.36 0.17 P -D 0.45 2824 T 0.36 0.09 -------------Webs------------- Online Plus-O Copyright M7ek®1996-2016 Version 30.0.063 Engineering-Portrait 4/27/2017 1:19:38 PM Page 1 __F Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 170207 FG20 1 M100 40000 10400 0 0 T10990563 Adam Gray Residence HO 1-4-0 HO 1-4-0 TC 4-0-0 3x4jj j4x411 A C 1-4-0 B D 3x3 F x5 11 HGR W:508 R: 219 R:1189 Cant:4- 4 BC 3-5-0 - - e-n-n ALL PLATES ARE MT2020 Scale:0.847"=1' MiTek® Online Plus- APPROX. TRUSS WEIGHT: 20.7 LBS Online Plus -- Version 30.0.063 truss. RUN DATE: 27-APR-17 Membr CSI P Lbs Axl-CSI-Bnd This truss must be installed ----------Top Chords---------- as shown. It cannot be Southern Pine lumber design A -C 0.30 33 T 0.00 0.30 installed upside-down. values are those effective --------Bottom Chords--------- Max comp. force 927 Lbs 06-01-13 by SPIB//ALSC UON B -F 0.39 33 C 0.00 0.39 Max tens. force 33 Lbs CSI -Size- ----Lumber---- F -D 0.39 33 C 0.00 0.39 Connector Plate Fabrication TC 0.30 2x 4 SP-#2 -------------Webs------------- Tolerance = 20% BC 0.39 2x 6 SP-#2 B -A 0.50 212 C 0.00 0.50 This truss is designed for a WB 0.71 2x 4 SP-#3 D -C 0.71 927 C 0.04 0.67 creep factor of 1.5 which is used to calculate total Brace truss as follows: TL Defl 0.00" in ----- L/999 load deflection. O.C. From To LL Defl 0.00" in ----- L/999 TC Cont. 0- 0- 0 4- 0- 0 Shear // Grain in F -D 0.99 or 48.0" 0- 0- 0 4- 0- 0 BC Cont. 0- 0- 0 4- 0- 0 Plates for each ply each face. or 48.0" 0- 0- 0 4- 0- 0 Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area psf-Ld Dead Live Plate - MS18 18 Ga, Gross Area TC 15.0 40.0 it Type Plt Size X Y JSI BC 5.0 0.0 A MT20 3.Ox 4.0 Ctr Ctr 0.80 TC+BC 20.0 40.0 C MT20 4.Ox 4.0-0.2 Ctr 0.69 Total 60.0 Spacing 24.0" B MT20 3.Ox 3.0 Ctr Ctr 0.68 Lumber Duration Factor 1.00 D MT20 3.Ox 5.0-1.2 Ctr 0.97 Plate Duration Factor 1.00 Fib Fc Ft Emin REVIEWED BY: TC 1.00 1.00 1.00 1.00 MiTek USA, Inc. BC 1.00 1.00 1.00 1.00 6904 Parke East Blvd. Tampa, FL 33610 Total Load Reactions (Lbs) it Down Uplift Horiz- REFER TO ONLINE PLUS GENERAL B 220 NOTES AND SYMBOLS SHEET FOR F 1190 ADDITIONAL SPECIFICATIONS. it Brig Size Required NOTES: B 3.5" 1.5" Trusses Manufactured by: F 5.5" 1.5" RIDGWAY ROOF TRUSS Analysis Conforms To: LC# 1 Girder Loading FBC2014 Dur Fctrs - Lbr 1.00 Plt 1.00 TPI 2007 plf - Dead Live* From To Girder Common TC V 30 80 0.0' 4.0' Loading BC BC V 30 40 0.0' 4.0' Span 4- 0- 0 TC V 233 467 4.0' CL-LB Design checked for 10 psf non- concurrent LL on BC. Plus 1 LL Load Case(s) Use properly rated hangers for Plus 1 DL Load Case(s) loads framing into girder Online PlusTM 0 Copyright MiTek®1996-2016 Version 30.0.063 Engineering-Portrait 127!2017 1:19.38 PM Page 1 Job Mark Quan Type Span Pl-Hl Left OH Flight OH Engineering 170207 FG21 2 M100 20000 10400 0 0 T10990564 R Adam Gray Residence HO 1-4-0 HO 1-4-0 0 0 0 0 TC 1-8-7 N 2x4 I I 2x4 11 G C A T ° 1-4-0 D 2x41 H 0 3x4 ii Cant:3- 9 HGR W:308 R: 0 R:1048 U: 71 BC 1-8-7 0 0 0 0 N 2-0-0 ALL PLRTES ARE x'2020 Scale:0.540"=1' MiTek® Online Plus- APPROX. TRUSS WEiGHT: 11.1 LBS Online Plus -- Version 30.0.063 Plus 1 DL Load Case(s) truss. RUN DATE: 27-APR-17 This truss must be installed Membr CSI P Lbs Axl-CSI-Bnd as shown. It cannot be Southern Pine lumber design ----------Top Chords---------- installed upside-down. values are those effective C -G 0.06 26 T 0.00 0.06 Max comp. force 811 Lbs 06-01-13 by SPIB//ALSC UON --------Bottom Chords--------- Max tens. force 26 Lbs CSI -Size- ----Lumber---- D -H 0.25 26 C 0.00 0.25 Connector Plate Fabrication TC 0.06 2x 4 SP42 -------------Webs------------- Tolerance = 20% BC 0.25 2x 6 SP-#2 D -C 0.18 107 C 0.00 0.18 This truss is designed for a WB 0.24 2x 4 SP-#3 H -G 0.24 811 C 0.03 0.21 creep factor of 1.5 which is used to calculate total Brace truss as follows: TL Defl 0.001, in ----- L/999 load deflection. O.C. From To LL Defl 0.00" in ----- L/999 TC Cont. 0- 0- 0 2- 0- 0 Shear // Grain in H -H 0.86 or 23.9" 0- 0- 0 2- 0- 0 BC Cont. 0- 0- 0 2- 0- 0 Plates for each ply each face. or 23.9" 0- 0- 0 2- 0- 0 Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area psf-Ld Dead Live Plate - MS18 18 Ga, Gross Area TC 15.0 40.0 it Type Plt Size X Y JSI BC 5.0 0.0 C MT20 2.Ox 4.0 Ctr Ctr 0.31 TC+BC 20.0 40.0 G MT20 2.Ox 4.0-0.7 Ctr 0.45 Total 60.0 Spacing 24.0" D MT20 2.Ox 4.0 Ctr Ctr 0.58 Lumber Duration Factor 1.00 H MT20 3.Ox 4.0-1.2 Ctr 0.78 Plate Duration Factor 1.00 Fib Fc Ft Emin REVIEWED BY: TC 1.00 1.00 1.00 1.00 MiTek USA, Inc. BC 1.00 1.00 1.00 1.00 6904 Parke East Blvd. Tampa, FL 33610 Total Load Reactions (Lbs) it Down Uplift Horiz- REFER TO ONLINE PLUS GENERAL D 71 G NOTES AND SYMBOLS SHEET FOR H 1048 ADDITIONAL SPECIFICATIONS. G = Gravity Uplift NOTES: it Brg Size Required Trusses Manufactured by: D 3.5" 1.5" RIDGWAY ROOF TRUSS H 3.5" 1.5" Analysis Conforms To: FBC2014 LC# 1 Girder Loading TPI 2007 Dur Fctrs - Lbr 1.00 Plt 1.00 Girder Common plf - Dead Live* From To Loading BC TC V 30 80 0.0' 2.0' Span 4- 0- 0 BC V 30 40 0.0' 2.0' Design checked for 10 psf non- TC V 233 467 1.8' CL-LB concurrent LL on BC. Use properly rated hangers for Plus 1 LL Load Case(s) loads framing into girder Online Plus"'®Copyright MiTek®1996-2016 Version 30.0.063 Engineenng-Portrait 4272017 1:19:39 PM Pagel ONLINE PLUS GENERAL NOTES & SYMBOLS 108 PLATE LOCATION FLOOR TRUSS SPLICE LATERAL BRACING ( 3X2, 4X2, 6X2 ) Designates the location for Center plates on joints continuous lateral bracing(CLB)for unless otherwise noted support of individual truss members in plate list or on drawing. only.CLBs must be properly Dimensions are given in anchored or restrained to prevent inches(i.e.1 1/2"or 1.5") simultaneous buckling of adjacent or IN-16ths(i.e. 108) (W) =Wide Face Plate truss members. (N) =Narrow Face Plate PLATE SIZE AND ORIENTATION DIMENSIONS BEARING The first dimension is All dimensions are shown in When truss is designed to 3x5 11 the width measured FT-IN-SX(i.e.6-8.5"or bear on multiple supports, perpendicular to slots. 6 08 08).Dimensions less interior bearing locations The second dimension is than one foot are shown should be marked on the truss.Interior support or the length measured in IN-SX only(i.e.708). n< temporary shoring must be parallel to slots.Plate orientation,shown next 6-08-08 W=Actual Bearing in place before trusses are to plate size,indicates g installed.If necessary,shim direction of slots in Width(IN-SX) bearings to assure solid connector plates. 708 R=Reaction(lbs.) contact with truss. U=Uplift(lbs.) Metal connector plates shall be applied on both faces Mitek Industries Inc. bears no responsibility for the of truss at each joint. Center the plates, unless erection of trusses,field bracing or permanent indicated otherwise. No loose knots or wane in plate truss bracing. Refer to"Building Component Safety contact area. Splice only where shown. Overall spans Information"(BCSI 1)as published by Truss Plate assume 4"bearing at each end, unless indicated Institute,218 North Lee Street, Suite 312,Alexandria, otherwise. Cutting and fabrication shall be performed Virginia 22314. Persons erecting trusses are cautioned using equipment which produces snug-fitting joints and to seek professional advice concerning proper erection plates. Unless otherwise noted, moisture content of bracing to prevent toppling and"dominoing". Care lumber shall not exceed 19%at time of fabrication and should be taken to prevent damage during fabrication, the attached truss designs are not applicable for use storage, shipping and erection.Top and bottom chords with fire retardant lumber and some preservative shall be adequately braced in the absence of sheathing treatments. Nails specified on Truss Design Drawings or rigid ceiling, respectively. It is the responsibility of refer to common wire nails, except as noted.The others to ascertain that design loads utilized on these attached design drawings were prepared in accordance drawings meet or exceed the actual dead loads imposed with"National Design Specifications for Wood by the structure and the live loads imposed by the local Construction"(AF&PA),"National Design Standard building code or historical climatic records.When truss for Metal Plate Connected Wood Truss Construction" hangers are specified on the Truss Design Drawing, (ANSI/TPI 1), and HUD Design Criteria for Trussed they must be installed per manufacturer's details and Rafters. specifications. FURNISH A COPY OF THE ATTACHED TRUSS DESIGN DRAWINGS TO ERECTION CONTRACTOR. IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER TO REVIEW THESE DRAWINGS AND VERIFY THAT DATA, INCLUDING DIMENSIONS & LOADS, CONFORM TO ARCHITECTURAL PLAN /SPECS AND THE TRUSS PLACEMENT DIAGRAM FURNISHED BY THE TRUSS MANUFACTURER. MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 MiTekTel: 813-972-1135 Fax: 813-971-6117 JOBSITE PACKAGE IMPORTANT DOCUMENTS ENCLOSED PLEASE REVIEW AWARNTNGThe handling, storing, installing, restraining and diagonal bracing of structural building com- ponents requires specialized training, clearly implemented procedures, and careful planning and communication among the contractor, crane operator and installation crew. Handling and installing components without appropriate training, planning and communication greatly increases the probability of an accident resulting in property damage, serious personal injury and/or death. Prior to component installation,the documents should be examined and disseminated to all appropriate personnel, in addition to proper training and a clear understanding of the installation plan, any applicable fall protection requirements, and the intended restraint and bracing requirements.Trusses over 60 feet in length are very dangerous to install and may require com- plex temporary and permanent bracing. Please consult a Registered Design Professional. Examine the building,the building's structural framing system, bearing locations and related installation conditions. Begin compo- nent installation only after any unsatisfactory conditions have been corrected. Do not cut, modify or repair components. Report any damage before installation. The enclosed documents are offered as minimum guidelines only. Nothing contained in this jobsite package should be construed in any manner as expanding the scope of responsibility of, or imposing any additional liabilities on, the component manufac- turer. ADVERTENCIA: EI manejo, almacenamiento, instalacion, restriccion y arriostre diagonal de componentes estructurales de construccion requieren entrenamiento especializada, procedimientos claramente impiementados y planificaron y comunicacion clara entre el contratista, operador de grua, y los obreros de instalacion. EI manejar a instalar los componentes sin entrenamiento suficiente, planificacion y comunicacion adecuadas aumenta la probabilidad de un accidente que resulta en dareo a propiedad, herida seria o muerte. Antes de la instalacion de componentes, los documentos adjuntos deben ser examinados y difundidos a todo el personal apro- piado, ademas del entrenamiento pertinente y un claro entendimiento del plan de instalacion, de todo requisito aplicable de la proteccion contra la caida y de los requisitos previstos de arriostre y restriccion. La instalacion de trusses mas de 60 pies de largo es muy peligrosa. Consulte a un Profesional de Diseno Registrado. Examine la estructura, el sistema armazon estructural de edificio, ubicaciones de soporte a las condiciones de instalacion cor- respondientes y comenzar con la instalacion de los componentes solo despues de haber corregido toda condicion insatisfactoria. No corte, modifique ni repare los componentes y informe cualquier dano descubierto antes de proceder a la instalacion. Los documentos adjuntos se ofrecen solamente como directrices minimas. Nada de to incluido en este paquete debe interp- retarse de manera que exceda el alcance de la responsabilidad del fabricante de componentes, ni en forma tal que imponga responsabilidades adicionales sobre este. To view a non-printing PDF of this document, visit www.sbcindustry.com/jobsitecs. BCSIRBI SUMMARY SHEET GUIDE FOR HANDLING INSTALLING RESTRAINING AND BRACING OF TRUSSES SPANS OVER K MAY_REQUIRE00 PLEX PERMANBF BRACING. PLMS ALWAYS CONSULT A PROFESSIOI JAL ENGI I,IEE GENERAL NOTES NOTAS GENERALES HOISTING RECOMMENDATIONS FOR TRUSS BUNDLES Trusses are not marked in a RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES. M try to kientt/y Las trusses no talion marados de nirgGn rrtodo que the frequency or location of temporary lateral beMffique la frmknda o bcalmckin de resbiccibn lateral ®Warning!Don't overload the crane. restraint and diagonal bradng.Follow the y arriostre diagonal tenporales.Use las recon endadones iAdvertenda!!No sobrecargue la grima! recommendations for handling,Installing and de mane)o,Instaladon,resbiaf6n y ardostre temporal de temporary rrsbaining and bracing of trusses, los trusses.Vea el folleto BM .na B rDa P�A�ica � Never use banding alone to lift a bundle. Refer to�)C!;InP to ood Practice for Dara el Mateo.In_aalaci6n.Restriccibn yArrlD�lgs Do not lift a group of individually banded bundles. Handling.lnstalliag.Restraining A Bratlro gf Trusses de Madera Conectados con Piacas de Melaliii Nunra use solo los empaques para levantar un paquete. Metal Plate Connected Wood Trusses*for para infonnaddn mAs detallada. No levante unru de g po paquetes empagtmeandos detailed Information. Los dlbujosdedisei,odelos busses puedenespedfiarLas individuahnentes. Truss Design Drawings may specify locations of kualtzaclonmes de resWcd6n Lateral permanente o refuerm 17f A single lift point may be used tot bundles permanent lateral restraint or reinforcement for en los marbros lndividuales del truss.Vea la hoja resumen L!with trusses up to 45. i Individual teas members, Refer to the AML SCSI-B3-Restirkd6n/Arritis_tre Permanente_de C prdas Two lift Warning!Do not over load supporting ga UimmaN Cheat - Permanent Restraint/ y Miemhrgs Seamdarios'•i para mors infartuaridn.EI Pants may be used tot bundles wiUr Bracing of Chords S Web Members***for more rests de los disenos de amostres pemwnentes son la trusses ea to 50', structure with truss recare. Information,NI other permanent bracing design resporsadlidad del Disdiador del Edlfido. Use at least 3 lett anpoints0'for twirl es wtt m apoyada con No queue a trusses,la estruchxa trusses greater than 60'. a oda con e! B the responsibility of the Building Designer. PoY paquete de busses, Puede usar un solo lugar de levantam para QThe consequences of Improper handling,erect- paquetes de trusses hasty 45 pies. Place truss bundles in stable position. ing,Installing,restraining and bracing can result Puede usar dos puntode levantar para Puse taquetes de losses en wry posicr6n In a collapse of the structure,or worse,serious paquetestwsta 601 estable. personal injury or death. Use palo mendstres puns de levantar para EI resultado de un manejo,levantamiento, paquetesrobsIle 60 pies.instalacion,restriction y arrisotre inconrecto puede INSTALLATION OF SINGLE TRUSSES BY HAND ser ida de la estrucbmra o a6n peor,heridos o INN INSTALACI6N DE TRUSSES INDIVIDUALES POR LA MANO QTrusses 20' ©Trusses 3J or t 0r less,sup- less,support at e ©Banding and truss plates have sharp edges.Wear Port at peak. quarter lxwints, gloves when handling and safety glasses when Soporte Sote de cutting banding. del pito los los cuartos Empaques y placas de metal limen bordes LTusses de 7 de trarrw los afilados.Lleve guantes y lentes protectores amando 20 pies o I F Trusses up in 20' -a- busses de 30 I.0.Trusses up to 30' � torte los empaques. Trusses pasta 20 pies po mends. Trusses hasty 30 pies HOISTING OF SINGLE TRUSSES—L.EVANTAMIENTO DE TRUSSES INDMOUAL.ES' HANDLING -- MAN EJO , Q Hgld earn truss in position with the erection equipment until top chord tem is installed and tete truss Ifapaary lateral restraint fA Avoid lateral bending.—Evtte W flexion lateral. s stened to the bearing mi`�' :il ® Use special care in UUlice cu dado Sostenga sada truss en position con equipo de gnia hara que la resW tiro lateral temporal de la windy weather or especial en dias cuerda superior este Instalado y el truss esta asegurado en los soportes. near power lines ve ntosos o cerca de and airports, tables eleztricos o de ®Warning!Using a single pick-point at the peak aeropuertos. can damage the truss. iAdverbencia!EI use de un sob Lugar ear el pito para levantar puede hacer daflo al truss. Spreader bar for truss HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES oro•a k_ The contractor Is responsible for property RECOMENDACIONES PARA LEVANTAR TRUSSES receiving,unloading and storing the losses INDMDUALES ", I at the jobsite. EI conhatista tiene la responsabliidad de Q Use proper rig- Use equirr,apropiado tru"le.,rz-► ngoi recibir,descargar y almacenar adecuada- ging and ho!strreq para levantar a Tagars bP T mente len trusses en la obra. equipment, impr'ovisac _TRUSSES TRUSSES ST TO TD' _y rauuEs HASTA 711 PEES •' ,- �.� 1.:: I Twin i sprar barfN ,' ' Il S 2M twr Io 12 to T _I ebwe w ttillE.dc m�X. . —�j mi6helpM � TRUUSSESSSEStsUPP To.O' —► 11 :. * �>3�• ` TRt/E5E9 HASTA SO Pits t c, i SpireIr bV. m ver trues*-.0 If mases are to be stored horizoMalry,place TEp nB TRUSSES Ue TO AND OVER eD' _0 blocking of sufficient height beneatis the TRUSSES HAST.Y 806RE fo PEES stack oftrssseredfor at 10'txrcenter G Do braced re No rtical rene TEMPORARY RESTRAINT & BRACING For trusses stored far Doge than ate week, untraced bundles vt:rticalmermte los , cover bundles to prevent moisture gain but upright, trusses sueltos. RESTRICCION Y ARRIOSTRE TEMPORAL allow for ventilation. Refer to B.GSI Guide to .nod Practice for Q Refer to BCSI-62 summary Sheet-Truss Handiirw.Installing Restraining&Bracing Installation&Temporary RestmainLBracing*•i �Lateral Chord of Metal Plate Comreccexl YJggd Trusses,. for more infornmatlon. III nt (TCTLR) for more detailed Information pertaining to Vea el resumer BCSI-B2-Instalacibn de 20 min. handling and jobsite storage of trusses, +`,. �• Trusses y Restriod6n/ mbstre T mooral••i para rubs Informad6n, ; Si los trusses estaran guanlados horizon- talmeme,ponga bloqueando de altura locate graad braces for first truss directly- suhciente detras Ile la pila de los trusses a 3 Ilse with ali rows tN top chord temporary latn), hasta 10 pies en el centra. eral restralyd(see table in the next column}. .90° Do not store or, No almacene en Coloque los amostres de tiers para el primer Para trusses guardados por mors de,ma uneven ground. Berra desigual, truss directamente en thea con cads una de Bre first truss semana,cubra los paquetes para prevenir las Was de restriction lateral temporal de la .4 securely before aumento de humedad pero pemtito venti- cuerda superior(vea to tobla en la pr6xima erection of additional laci6n. ` columna). busses. Vea el folieto SCSI Cavia de Buena Practica Do not walk on unbraeed Dara el ftanejg_Instalacidn.ResMcc16n yg ,. trusses. ritxtra de los Trusses de Madera'xineclados can Placas de Metal—para informacibn obs No camine en trusses detailada sobre el manejo y almacenado de suettos. los trusses en Area de trabajo. - HO VANOS MAS DE 60'PIES PUEDEN REQUERIR ARRIOSTRE PERMANENTS COMPLE fO.POR FAVOR,SINPRE CONSULTE A UN INGENIERO PROFESSIONAL BCSI•B1 SUMMARY SHEET GUIDE FOR HANDLING INSTALLING RESTRAINING AND BRACING OF TRUSSES SPANS_OVER_6Q'MAYREQUIRE COMPLEX PERMANENT*BRACING,PLEASE ALWAYS CONSULT A PROFESSIONAL ENGINEER STEPS TO SETTING TRUSSESRESTRAINT•BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES LAS MEDIDAS DE LA INSTALACIbN DE LOS TRUSSES RESTRICC16N Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 ®Refer to BCSI-67 Diagonal Bracing V,Install ground bracing.2)Set first truss and attach securely to ground bracing.31 Set next 4 Summary Sheet 10'or 15" t +� Repeat Diagonal Bracing trusses with short member temporary lateral restraint(see below).4)Install top To diagonal -Temporary A „may; bracing(see below),5)Install web member plane diagonal brad to stabilize the first five trusses Darman a t ai / �t�►-- every 15 truss spates(3I Ala rg 1 "`-r rat -" •. ..•�•.•:.::� . (see below).61 Install bottom chord temporary lateral restraint and diagonal tracing(see below). Bracing for Parallel -•ter 9,.i 7)Repeat process on groups of four trusses untilall trusses are set. Chord Trusses— for more information. 1)Instate los arnostres de tierra.2)Instale el prinero truss y ate segurantente at arriostre de i} tlerra.3)Instate los pr6ximos 4 trusses con restriction lateral temporal cle miemiro corto(vea Vea N resumen BGSt_ I ' abaju).4)Instate el arrWre diagonal de la cuerda superior(yea abajo).5)Instate arriosbe R7-Retwkcb / AppN Diagonal Brace to diagonal para los pianos de los miembros secundarips pat estabilice los primems cillco trusses Arriostre Temporal vertical webs at end of (vea abajo).6)instate ia restricci6n lateral temporal y arrtostre diagonal para la cuerda inferior Y Permanente Data cantilever and at bearing All Lateral Restraints (vea too),7j Repita este piocedimiento en grupos de cuat o trusses hasta clue todos to,trusses Trusses de Cuerdas locations, lapped at least two trusses esten instalad-us. Paralelas* para *Top chord Temporary Lateral Restraint spacing shall b ®Refer to BCSF82 Summary Sheet-Truss installation&Temporary R,estraint/Brackso • for more mAs information. . , 10'o.c.max.for 3x2 chords and 15 o c for 4z2 chorda information. Vea el resilmen B St-B--lnstalad6n dL Trusses y RestriccibillArriostre T m xoral*••pera mes INSTALLING — INSTALACION ; information. olerance[:tee(Aftor-Plane. Max. Truss RESTRAINT([BRACING FOR ALL PLANES OF TRUSSES rolera ncias para Fuera-de-Plano. ' Bow Length RE.STRICCION/ARRIOSTRE PARA TODOS PLANOS DE TRUSSESDI50 D(ft) Length_y Alar Bow 314" 12.5' This restraint&bracing method is for all trusses excepE 3x2 and 4x2 parallel chord trusses 114' t' 718^ 146- Este metodo rue mstncci6n y arriostre es para todo trusses excepto trusses de roerdas paralelas �•.B Lengm~` 112' 7 3X2 y 4x2. Ma:,Bow 1^ 16.7' 1)TOP CHORD—CUERDA SUPERIOR _ _- • 314' 3' Truss Span T Chord Temporary Lateral Restraint CTLR S Lanpth Pa Top Do+ ry R ) V�rW o 1 4 1-tq" 20.6' L de Tramp Es iamiento del Arriostre Temporal de to Cuenca Superior g Plumb 1-114' 5' 1-316' 22.9 Up to 30' 10'o.c.max. Haste 30 10 mbxlmc, Tolerances for 1 I f 1-112' 6' 1-112" 25.0' 30'to 45' 8'o.c max. LJ aural-Plumh. tl 1-314^ T 1-3/4" 29.2' 30 a 45 8 'es m6xi no 7oleranuas para D/60 max 45'to 60' 6'o.e.max. Fuera-cle Plomada. ,; 2' te' T x33.3' 45 a 60 6 mSxinxi 60'to BO'* 4'o.c.max. CONSTRUCTION LOADING—CARGA DE CONSTRUlca6N 60 a fig r 4 es ©Do not proceed with conslrudion until all lateral restraint and ?,.a yam. 'ter :Consult a Professional Engineer for muses longer than W. bracing is securely and properly in place, � 'Consulte a un Irgenkro Profesbnal para trusses mss de 60 pies. 1i No procecla con la construction hasta clue todas ias restric- Metrrlel HagM clones laterales y los arriostres erten colocatlos en fomes! Gypsum B-rd r See�I.5 IT'for TCTLR options. apropiada y Segura. !J lea N ••'pard Ms oriclones de TCiLI:. Do not exceed maximum stack heights.Refer to BCSI-B4 Sum- Ply—.d«osa 16" Refer to BCST-83 Sum- -- Gmary ar+ar- n stn Adan Load ino*"*for more information. Wr ® mary Sfteet-Pett178t1erit _. - C n•— -- AMShndNes ee 2 bun I Restraint/Bradno of(]anis I4 No exceda las alturas m5ximas de mont6n.Vea el resumen Concrete Block r Web Members:**for Gable BCSI-84 Carta de Construction-1-para mss informad6n. End Frame restraint/bradrlg/ ; - Clay Tie 77-high reinforcement information. I Ear Para infonTwi6n sobre restrico6n/arriost e/refuerzo Repeat diagonal para Armazonet Hashales braces for each via el resumen BCSI-B3 eat of 4 trusses. Do not overload small groups or single trusses. -Restricrionl n nctr Ground bracing not stern for clarity. No sobrecargue peclueios grupos o trusses individuales. Repita los Permanente de Ciwrda5 v Never stack materials near a peak, M��'" arra cads gru o des Nunca amoMone los materiales ren'a de un pico. para sada gnrpo de 2)WEB MEMBER PLANE—PLANO DE LOS MIEMBROS SECUNDARIOS 4 trusses• Q Place bads over as many trusses as possible. Q Coloque las cargas sobre tantos trusses tomo sea postble Diagonal 0Position toads over toad bearing walls. LATERAL RESTRAINT Bracing Coloque las Argas sobre las paredes soportantes. &DIAGONAL BRACING Web Members 1unbradrlgnal ALTERATIONS—ALTERACIONFS shown to tinily. jARE VERY IMPORTANT Refer to SSI-BS Summary Sheet-Truss Damage.Jobstle Modifications 9 Installation Errors.•*• 1LA RESTRICa6Nlea el resumer 13L51-85 Dafios de Trusses Modificaciones en to Dbay.Enci ores de Inctalaon.•"y LATERAL Y EL Do rot cut,alter,or drill any structural member of a truss unless specifically permitted by the ARRIOSTRE Truss Design Drawing. DIAGONAL No conte,altere o perfore ningiln miembro estnrcturalde un thus, Bottom Chords a memos que este especificamente permitido en el Dlbujo sial SON MUY Diseho del Truss. IM PORTANTES! Diagonal ref ®Trusses that have been overloaded during construction or altered without the Truss anufacturer's every 10 truss prior approval may render the Truss Manufacturers limited warranty null and void. Q 10'-15'max.Same sparing as spaces(20 max') Trusses clue se han sobrecargado durable la construction o han silo atterados ski le autorizad6n bottom chord Lateral Restraint Some chord and web members not previa del�Fabrxante de Trusses,pueden hater nolo y sin efede la gararnia lmitada del FatricarKe shown for clarity. 3)BOTTOM CHORD—CUERDA INFERIOR •Contact the Component MMvalacOsnr for mon la/ermatlon er cernaid[•proMslorW Ehglrteer for Assist— nn-To view a non-printing PDF of this document,Mia www.sacindustrycom/61. Lateral Restraints-2x4x12'or 11011:T11e Tram Maruremrs and nsM DeOVe rely m the presunpllm that the C*'"otor mrd Pare ap"tor(If apokable) lus are greater lapped over two trusses. pMe,to cWadrtf b W drhke Ole work 11 ewe aped W rb on any ewes PodeG 1r the canv* r lekevn n neer asustona In roma aspet of me 0"btr -rod Poled,It rhoAd seek atanhrtee corn a Wnpre*party.The ffww s aro precedes owned In Vie doomed en fended to evure rut the wean rsnln m wayftm iiiaWed MN pia ae t, Into plan SAFELY. There romnmen I&O"br hr,0eq,IletaWp,re"ni o coq hadrp umm are boW wan Me mneme epebxe of W-kV Bottom pesrnrta enahad wed,truce demyi,meaOaclure ail IrWMadon,int meet,due W the retue of reopmablllea mrolved,be Pee w f310rdS only M a GUIDE b tae W a Aeric kAdalp DEWOv P es CanVKty.it l5 rest lnWx*d that rt lrarvnW4M M be MaPeted M Y`. - s g,e m the auodinp Desperi duo Wmtftoon for Fwsdlma,ve0arg,rertra N aro Naw Vann ant r docs nes Padua ee of dram eatvaent meVeh fa ratrerrYrgltradrq and pmNWng Ammy fa the raft,opiums,floes,roars and M the Irxrrrand X; Mvcum mwng mmporten a deDesNrrD W the Carramor.The,WTCA and TPI opramr dsdaim ant naponntinly fa"_Pm WOV can to use,AwbarWn,P munm m lite ramraflerdaeas ass wam mon mraare0 h-er inn Diagonal Braces every r 1 10 truss spaces(20'max.) Y� TRUSS PLATE INSTITUTE 10'-15' 6300 Enterprise Lame•Madison,w1 53719 218 N.Lee St,Steam .312•Alndn,VA 22314 Some Chard and Web members f 606/2744919•wwwsbdndustry.Com 703/6113-1010.—Apnst.orp max. not shown for clarity. e1wAaNllxl7 07072, HOJA RESUMEN DE LA GUTA DE BUENA PRACTICA PARA EL MANEJO I STALACION RESTICCION Y ARRIOSTRE SEB VANOS MAS DE 60'PIES PUEDEN REQUERIR ARRIOSTRE PERMANENTE COMPLE36.POR FAVOR,SINPRE CONSULTS A UN INGENIERO PROFESSIONAL BTruss Installation '& Temporary 2 Instalactoo"n de Trusses & RestricciWArdostre Temporal FOR TRUSSES UP TO 2'-0" ON-CENTER AND 80'-0" IN LENGTH PARA TRUSSES HASTA 2 PIES EN CENTRO Y HASTA 80 PIES DE LONGITUD A Spans over 60'require more complex temporary installation re- straint/bracing.Consult a registered design professional. Los tramos mas de 60 pies requieren restricci6n/arriostre de instalaci6n temporal mas complejo. Consulte a un profesional registrado de diseno. DANGER! Disregarding handling, installing,restraining and bracing safety recommendations is the major cause of truss erection/installation accidents. EI no seguir las recomendaciones de manejo,instalaci6n,restricci6n y arnostre es la causa principal de los accidentes durante la ereccOn/instalaci6n de trusses. 3�_►:.. y �►s VOTM Lateral restraint is NOT adequate without diagonal bracing. Diagonal' La Restricci6n Lateral NO es adecuada sin el Arriostre Diagonal. bracing ter:. _ a. Lateral restraint Q Always diagonally brace for safety! iSiempre arriostre diagonalmente para segundad! MAXIMUM SPACING FOR TOP CHORD TEMPORARY LATERAL RESTRAINT(TCTLR) EL ESPACIAMIENTO MAXIMO PARA LA RESTRICCI6N LATERAL TEMPORAL DE LA CUERDA SUPERIOR(TCTLR) The graphic at left shows the maximum on-center spacing(see*at TCrLR shown in green. left)of TCTLR based on truss span from the table in Step 2 on page 2. TMA es rrrasbado Diagonal bracing en verde. • Ground bracing not shown for clarity. shown in red. Arriostre diagonal es • Apply diagonal bracing or structural sheathing immediately. For spans rnon'adoenrojo. over 60'applying structural sheathing immediately is the preferred method. EI dibujo a la izquierda muestra el espaciamiento maximo en el centro (vea*a la izquierda)del TCTLR basado en los tramos de trusses de la 6, 4'0.°.m tabla en el Paso 2 en la pagina 2. max, m4, Mk SS • No se muestra el arriostre de tierra para clandad. rens UPto� upl°8p' • Aplique inmediatamente el Arriostre Diagonal o el Entablado pMs Up l03a Up x095 op Chord Tempora Estructural(structural sheathing). Para tramos mas de 60 pies el Lateral Restraint metodo preferido es entablarlos inmediatamente. CHECK THESE ITEMS BEFORE STARTING ERECTION/INSTALLATION AND CORRECT AS NEEDED REVISE ESTOS PUNTOS ANTES DE EMPEZAR LA ERECCION/INSTALACIUN Y CORRbALOS CUANDO ES NECESARIO Q Building dimensions match the construction documents. ® Trusses are the correct dimension. Las dimensiones del edificio concuerdan con los documentos de construcci6n. Los trusses son la dimension correcta. Q Bearing supports(e.g.,walls,columns,headers,beams,etc.)are accurately Q Tops of bearing supports are flat, level and at the correct and securely installed, plumb and properly braced. elevation. Los soportes que sostienen cargas(ej.,paredes,columnas, vigas de cabezera, La parte superior de los soportes de cojinete son plans, vigas,etcetera)son instalados seguramente y con precision,y son nivelados y niveladas y a la elevaci6n correcta. arnostrados apropiadamente. Q ]obsite is clean and neat,and free of obstructions. Q Hangers,tie-downs,restraint and bracing materials are on site and La obra esta limpia,ordenada y sin obstrucciones. accessible. Los colgadores(hangers),soportes de anclaje(tie-downs)y materiales Q Ground bracing procedure for first truss is based on site de restriccOn y arriostre estan accesibles en la obra. and building configuration. Q Erection/installation crew is aware of installation plan and lateral El procedimiento de Arriostre de Tierra para el primer restraint/diagonal bracing requirements. truss es basado en el terreno y la configuraci6n del EI personal de erecci6n/instalaci6n es consciente del plan de instalaci6n edificio. y los requisites de restricci6n/arriostre. Interior ground level is too far Q Multi-ply trusses, including girders,are correctly fastened together prior to from truss for exterior lifting into place. T ground bracing,use Los trusses de vans capas, incluyendo travesanos,son fijados juntos Cor- interior ground bracing. rectamente antes de levantarlos en lugar. Si el nivel dei terreno es Q Any truss damage is reported to truss manufacturer. Refer to SCSI-B5."* demasiado lejos para Do not install damaged trusses unless instructed to do so by the buildingusarArriostre de Tierra designer,truss designer or truss manufacturer. E terw;�• exterior,use Arriostre Algun dano a los trusses ha sido reportado al fabricante de trusses. Vea el de Tierra interior. resumes BCSI-BS.***No instale trusses dafiados a menos que se dijeren el disenador del edificio, el dise6ador del truss o el fabricante del truss. Memp 090902 STEPS TO SETTING TRUSSES PASOS PARA EL MONTAJE DE TRUSSES Establish Ground Bracing Procedure: Exterior or Interior 1■ Establezca el Procedimiento de Arriostre de Tierra:Exterior o Interior First truss lot gable First truss end frame)of braced of braced group of trusses Attach ground group of trusses 2x bracing(or end jacks in a hip set application) brace vertical Ground to and wall by brace ratting to 2x_ diagonal blocking typ_ Ground Mace Ground vertical Attach brace vertical to wall rs j/ Braced truss(or �—girder truss in hip application) Ground EM Mace diagonal diagonal Ground brace lateral Property Mace wall with :riven restraint 4G,,.d adequate diagonals and floor grounnnd Shu m Secondfl ~anchorage,perpendicular stake Horizontal t Horizadal be member attached to walls,etc backup ground floor.Nola:Second floor of atem stake member End diagonal First if ' shall have adequate capacity to = wiN multiple stakes brace support faces from ground braces. _ EXTERIOR GROUND BRACING INTERIOR GROUND BRACING JJJMRIOR GROUND BRACING TO END ARRIOSTRE DE TIERRA EXTERIOR ARRIOSTRE DE TIERRA INTERIOR DE TIERRA INTERIOR A LA PARED 2■ Determine the locations for TCTLR and Ground Braces Determine las ubicaciones para TCTLR y los Arriostres de Tierra TCTLR,typ. U Use truss span to determine spac- Maximum Top Chord Temporary Lateral Restraint Spacing" ing for top chord temporary lateral Truss Span TCTLR Spacing r restraint(TCTLR)from table at right. Use el tramo del truss para determi- up to 30' 10'on-center maximum nar el espaciamiento para restricci6n 30'-45' 8'on-center maximum lateral temporal de la cuerda supe- 45'-60' 6'on-center maximum rior(TCTLR)en la tabla a la derecha. 60'-80'a 4'on-center maximum *Consult a registered design professional for trusses longer than 60'. **For trusses spaced greater than 2'o.c.,see also BCS I-610. •=Plelt break a Undertr over 11'pddalCTLR) TCTLR a 5'-0' 5'-6- 5'-6' 8'-10, 3'-4' 4 4' ' 0"or greater 33-0.Span Truss attachment Tress required at supporta) 0 Locate a ground brace vertical at each [✓f Locate additional TCTLR at each pitch TCTLR location. break. Locate additional TCTLR over bearings if the Localice una vertical de arriostre de Localice TCTLR adicional en cada rotura heel height is 10"or greater. tierra en cada lugar de TCTLR. de inclinaci6n. Localice TCTLR adicional sobre los soportes si la altura del talon(heel height)es de 10 pulga- das o mos. 3 Set First Truss and Fasten Securely to Ground Braces ■ Coloque el Primer Truss y Fijelo Seguramente a los Arriostres de Tierra 0 Set first truss(or gable end frame)and fasten securely to ground braces and to the wall,or as directed by the building designer. Examples of first truss installed include: Coloque el primer truss(o armaz6n hastial)y fijelo seguramente a las verticales de arriostre de tierra y a is pared, o como se dirige el disenador del edificio. Ejemplos del primer truss instalado incluyen: TCTLR TCTLR locabons,typ. locations,typ. TCTLR \ / locations,typ. EXTERIOR GROUND BRACING INTERIOR GROUND BRACING ARRIOSTRE DE TIERRA EXTERIOR ARRIOSTRE DE TIERRA INTERIOR A, First truss must be attached securely to all bearings and to all required ground braces prior to removing the hoisting supports. EI primer truss tiene que ser sujetado seguramente a todos soportes y a todas arriostres de tierra requerldos, antes de quitar los soportes de levantamiento. 4Set Trusses 2,3,4&5 with TCTLR in Line with Ground Bracing ■ Coloque los Trusses 2,3,4 y 5 con TCTLR en Linea con los Arriostres de Tierra Q Attach trusses securely at all bearings,shimming bearings as necessary. Examples of first five trusses set include: Sujete seguramente los trusses a todos los soportes, rellenar s6lidamente los soportes como sea necesario. Ejemplos de los primeros cinco trusses colocados induyen: See options below See options below See options below EXTERIOR GROUND BRAaNG pff0U1OR GROOM BRACING ARRIOSTRE DE T7ERRA EXTERIOR ARRIOSTRE DETl9W AOR E'TMThe following three(3)Short Member Temporary Lateral Restraint options require that the diagonal bracing be installed continuously. Las siguientes tres opciones para instalar la Restricci6n Lateral Temporal de los Miembros Cortos requieren que el arriostre diagonal esta instalado continuamente. Option i Option 2 Option 3 Short member temporary lateral restraint installed on Short member temporary lateral restraint installed Proprietary metal restraint products* top of trusses between trusses Opci6n 3 Opci6n 1 Opci6n 2 Productos de metal para restricci6n patentados* Restricci6n lateral temporal de los miembros cortos Restricci6n lateral temporal de los miembros cortos *These products are specifically instalados enama de trusses instalados entre trusses designed to provide lateral 27"+ 11/2"minimum Use 2-16d deformed shank restraint and are not just for Imo► end distance nails minimum at each F22117� 1%i ul adas "221/2' restraint-to-truss connection. spacing.See manufacturers P g specifications. distancia de Use tomo minimo 2-16d 221/2" extremo minima clavos largos(shank nails)en *Estos productos son disen"ados Do not use split cada conexi6n de restricci6n- especificamente para proveer 2 nails at every members. a-truss. restriccOn lateral y no son connection No use miembros solamente para espaciamiento. 2 clavos en rajados. Vea las especificaciones del sada conexi6n fabricante. 221/2" 221/2 Do not use split 27"+ members. 221/2" No use miembros raiados. A QWT70911 Each truss must be attached securely at each bearing and all TCTLR installed before removing the hoisting supports. Cada truss bene que ser sujetado seguramente en cada soporte y todas las TCTLR instaladas antes de quitar los soportes de levantar. LATERAL RESTRAINT/BRACING MATERIAL AND CONNECTIONS CONNEXIONES Y MATERIALES DE RESTRICCI6N/ARRIOSTRE LATERAL Q Minimum size of bracing and lateral restraint material is 2x4 stress-graded lumber or approved proprietary metal restraint/bracing,unless oth- erwise specified by the building designer. EI tamano del material de restricci6n lateral y arriostre Bebe ser por to menos 20 madera graduada por esfuerzo o restricci6n/arriostre de metal patentado aprobado,a menos que especifique el disefiador del edificio. Q All bracing and lateral restraint members must be connected to each truss with at least 2 nails(see minimum sizes shown below),except for the short member restraints shown in Step 4,Option 2(see above),which require 2-16d deformed-shank(i.e.,ring-or screw-shank)nails. Todos los miembros de restricci6n lateral y arriostre benen que ser conectados a cada truss con un minimo de 2 clavos(ver los tamanos mintmos mostrados abajo)excepto para las restricoones de miembros cortos mostrados en el Paso 4, Opci6n 2(vea arnba), cuales requieren 2-16d davos con largos des loci(0.1280") formados(Ej. Largos de anillos o tornillos). 12d(0.128x3.25") Q Drive nails flush,or use double-headed nails for easiest removal. 16d(0.131x3.5") Clave los clavos al raso, o use clavos de dos cabezas para quitarlos mas facilmente. So• Install Top Chord Diagonal Bracing ■ Instale el Arriostre Diagonal de la Cuerda Superior Attach diagonal bracing to the first five trusses. Examples of diagonal bracing on first five trusses include: Coloque el arnostre diagonal a los primeros cinco trusses. Ejemplos de arriostre diagonal en los primeros cinco trusses induyen: See Start Member See Start Member Temporary Lateral Temporary Lateral _ Restrain detail Restrain detail options page 3. See Start Member option page 3. Temporary Lateral Restrain detail opt"m page 3. i /- s ERIERIOR GROUND BRACING BNrERsoa GRORM ARRIOSYRE W TZERPA EX79MM ARRIOSTRE DE TIEUM INTERIOR Q Or start applying structural sheathing. Example of structural sheathing installed on first five trusses. O empiece en aplicar el entablado estructural. Ejemplio de entablado estructural instalado en los primeros \ cinco trusses. 6 Install Web Member Diagonal Bracing ■ Instale el Arriostre Diagonal de Miembros Secundarios Temporary web member diagonal bracing acts with the top chord and bottom chord temporary lateral restraint and diagonal bracing to form trian- gulation perpendicular to the plane of the truss and prevents trusses from leaning or dominoing. EI arriostre diagonal temporal de los miembros secundarius trebaja con la restriccidn lateral y el arriostre diagonal temporales de la cuerda superior e inferior para formar una triangulacidn perpendicular al plano del truss y evita que los trusses se inclinen o caigan tomo dominos. Q Install diagonal bracing at about 450 on web members(verticals whenever possible)located at or near rows of bottom chord lateral restraint.Web diagonal bracing must extend from the top chord to the bottom chord. Repeat at the interval shown in the Figure below. Instale el arnostre diagonal a aproximadamente 45 grados en los Diagonal miembros secundarios(verticales cuando sea posible)colocados en o bracing cerca de las filas de restricadn lateral de la cuerda inferior.Arriostre diagonal para los miembros secundarios tiene que extender de/a web members cuerda superior a la cuerda inferior. Repita a los intervalos mostrados en la Figure a la derecha. FiTOTMThe requirements for web member permanent individual truss member restraint are specified on the truss design drawing(TDD). Refer to BCSI-133 for more information.— 1 Los requisitos para la restriccidn permanente de miembros individuales I Bottom chords de truss para miembros secundarios son espeaficados en el dibujo del disen"o de truss. vea el resumen BCSI-83 para mas informaadn."' Diagonal braces every 10 truss spaces(201 max.) 10-15'max.Same spacing Note:Some chord and web members as bottom chord lateral restraint not shown for clarity. Mono trusses,deep flat trusses and other types of trusses with deep ends also require tem- porary lateral restraint and diagonal bracing on the long web members at the deep end of the truss. I Los trusses de una sola pendiente, trusses pianos y profundos y otros tipos de trusses con extre i mos profundos tambien requieren restricadn lateral temporal y arriostre diagonal en los miembros secundarios largos al parte profundo del truss. SPAT IS OVER 60' MAY REQUIRE COMPLEX PERMAI B 1T BRACING. PLEASE ALWAYS CONSULT A PROFESSIONAL ENGINEER A ..""i"t—.Disregarding Permanent Restraint/Bracing 1s a major cause of truss � held perfor- -J The TDD provides information on the assumed support for the bottom chord. mance problems and has been known to lead to roof or floor systems collapse. Ef TDD provee informao6n sobre e!soporte supuesto para la cuerda inferior ,ADVERTENCIA'Descudar el Amostre/Restricodn Permanente es una causa pnnopal de problems de rendunientodel truss en Campo y habia conocido a Nevar at derrumbamientodel Install bottom chord permanent Lateral Restraint at the spacing indicated on the TDD sistema del techo opiso. and/or by the Building Designer with a maximum of 30'on center. A�_#b.r'I(until Spans over 60'may require complex permanent bracing.Please always consult a Instate Restriccion Lateral permanente de to cuerda inferior at espaciamiento Registered Design Professional. indicado en el TDD y/o por el Disenador del Edificio con un maximo de 10 pies en el Tharmos sobre 60 pies pueden requenr amostre permanenter complelo.Por favor, centro. siempre consulte a un Prdesional Registrado de Diseno. _ RESTRAINT/BRACING MATERIALS&FASTENERS Diagonal MATEwLES Y CIERRES DE RES7RIQCI6N/ARRrosTRE Bracing CEJ Common restraint/bracing materials include wood structural panels,gypsum board sheathing, Bottom Chords stress-graded lumber,proprietary metal products,and metal pudins and straps. Materiales comunes de arriostrar/restnngir vnduyen paneles estructurales de madera,entablado de yeso,madera graduada por esfuerza,productos de metal patentadas,y vgas de soporte y Liras de metal. '] i• :, Lateral Restraint 2x4xt7 Lumber tiff ,McNmum NMI Site Mxxmum Number of 510 5520' or greater lapped over Nails per Connection <_10' 510' two trusses - 2x4 gress-gaded IOd(0 128x3') 1D' Some chord and web members not 12dto128,.25'7 ��1-��'}�tI}{_-.-_.��I��I�-J�� shown for clarity 1Io(C 131)(3 512M.)j V V Lateral Restraint and Diagonal Bracing used to brace the Botbm Chord Plane. - 10010 128x3') i2d(01284 25'1 3. PERMANENT BRACING FOR THE WEB MEMBER PLANE ed t0 131x35') 3. ARRIOSTRE PERMANENTE PARA EL PLANO DEL MIEMBRO SECUNDARIO alkdnedq nR tren o�r a a fi ad,cion r,., Web Member Permane r'c_ ng collects and transfers buckling restraint forces and/or lateral Ti. .saw;,: ,..:_.I;s,;,1 maiai b Sod,a hood>ti u tuiy pate>.mom oda •rdu�,r, bads from wind and sesm,c forces.The same bracing can often be used for both functions. PgxielAY molal rest,Sun 4,;.,nn IxnAid:.and mel:a Inn6n.a,d snnl,s ate p,wnfed try lne eaMvn�ore>..r-�<. Arnostre Permanente de tis Miembros Secundarius recogen y pasan fuerzas de restnca6ri de PERMANENT BRACING FOR THE VARIOUS PLANES O F A TRUSS forcer y/o cargos laterales de viento y fuerzas sismvcas.A menudo el meer mo amostre puede s usado para ambos funcrones. ARRIOSTRE PERMANENTE PARA VARIOS PLANOS DE UN TRUSS loop Chord Individual Web Member Permanent Restraint&Bracing ❑� Permanent Bracing is important because it, i Rin Restriccion y Arriostre Permanente de Miembros Secundarius Individuaks a)prevents out-of-pane buckling of truss Q Check the TDD to determine which web members(if any)require restraint to resist buckling. members, Member Revesa el TDD para determmar cuales miembros secundanos Is;aigunos)requieren restncoon b)helps maintain proper truss spacing,and c)resists and transfers lateral loads from Plane para resistor el facer. wind and seismic forces. Restrain and brace With, +• on eaanna.eam EI arriostrer Permanente es mportante A.Continuous Lateral Restraint&Diagonal Bracing,or exn ori ce.eoa poTue, B.Individual Member Nkb Reinforcement. a)mpide el forcer fuera-de-piano de los Resfrinja y arroostre inn, oaaaerae..nns miembros del truss, A Restncacin Lateral Continua y Amostre Diagonal,o b)ayuda en mantener espaoamienfo B-Refuerzo de Miembros Secundanos Individuales. apropado de los trusses,y C)re ste y pass las cargos tolerates de Satan Chad A.Continuous Lateral Restraint(CLR) viento y fuerzas sismicas aplrcadas at Plan &Diagonal Bracing sstema del truss. Structural A.Restriccion Lateral Continua(CLR)y Arriostre n• Sneathng on Diagonal Trusses require Permanent Bracing Top Chad within ALL of the following planes: ' Rant El Attach the CLR at the locations shown on the TDD. 1.Top Chad Plane Sujiete el CLR en las ubvcaciones mostrados en el TDD. 2.Bottom Chord Plane Install the Diagonal Bracing at approximately 45a to the CLR and postion so that it crosses the 3.Web Member Plane _ web in dose proximity to the CLR Attach the Diagonal Brace as close to the Top and Bottom Trusses requieren Amostre Permanente Chords as possible and to each web it crosses.Repeat every 20'or less. dentro de TODOS tis siguientes pianos: I Instals el Ainostre Diagonal a aproximadamente 45 grados at CLR y to cdoque para que truce 1.Piano de to Cuerda Superior to cuerda muy terra del CLR.Slrlete el Arriostre Diagonal Como cercano a las cuerdas infeno,1 1.Plano de to Cuerda Infero superior caro sea posible y a sada cuerda que to crura.Repita cads 20 pies o menos. 3.Piano del Miembro Secundario A:CkU,)wlel!Without Permanent Bracing the truss,or a portion Of its members,will buckle(i.e., EXAMPLES OF DIAGONAL BRACING WITH CONTINUOUS fail)at bads far less than design. LATERAL RESTRAINT A:&;Ji'a_AJ Sin el Amostre Permanente,del truss,o un parte de tis miembros,torceran(eI. cartruas Permanent Continuous~ fallarSn)de cargos muchas menos que las cargos que el truss es disetlado a lkevar. a—1 =trent Lateral Restraint 1. PERMANENT BRACING FOR THE TOP CHORD PLANE 1. ARRIOSTRE PERMANENTS PARA EL PLANO DE LA CUERDA SUPERIOR D° Q Use plywood,oriented strand board(OSB), Bracng or wood or metal structural purlins that are property braced. Use contradlapado,panel de hbras onentadas L. (OSB),o vigas de soporte de madera o metal `' Sim que son amostrados apropiadamente. The Truss Design Drawing(TDD)provides Note Some chord and web members information on the assumed support for the top Group of 3 Trusses not,shown for clarity chord. El Dibulo del Disetlo de Truss(TDD)proveep y•x a oro y in me To chord tone at eaesb Structural informacan sobre el soporte supuesto para to R—lied by Nr Eag idnN.V." Diagonal Sheathing q5° cuerda superior. •'° Brace El Fastener size and spacing requirements and grade for \ the sheathing,purlins and bracing are provided in the �� - \„ Diagonal Lateral building code and/or by the Building Designer. Braces Restraint EI tamano de cierre y requisites de espaoamiento y �_•__- _ grado para el entablado,wgas de soporte y amostre son prowstos en el codigo del edihcro y/o por el Disena- do del Edihao. ` Oaecm, lateral Restraint Group of 2 Trtsset aa.ched 2. PERMANENT BRACING FOR THE BOTTOM "73 lateral Restraint&Diagonal Bracing can also be used CHORD PLANE `i'"'1 with small groups of trusses(i.e.,three or less).Attach 2. ARRIOSTRE PERMANENTE PARA EL PLANO DE LA CUERDA INFERIOR the Lateral Restraint&Diagonal Brace to each web u Use rows of continuous Lateral kestran',wrth Dagona!Bracing,o/psum board sheathing or rigid member that they cross. ailing. Restnwdn Lateral y Amostre Diagonal fambien puede ser usado con grupos pequenos de Use hlas de Restncoon Lateral Continua cm Arriostie Diagonal,entablado de yeso o trusses(e).Ines o menos).Sujete to Restriction Lateral y el Amostre Diagonal a Cada miembro techo rigido. secundano que tis cruzan. RESTRICCION I ARRIOSTRE PERMANENTE DE LAS CUERDAS Y LOS MIEMBROS SECUNDARIOS SCSI-63 SUMMARY SHEET PERMANENT RESTRAINT I BRACING OF CHORDS AND WEB SPA[AS OVER 60' MAY REQUIRE COMPLEX PERMAI-IDIT BRACIPIG, PLEASE ALWAYS COI ISULT A PROFESSIOIJAL E11W]EER r ALWAYS DIAGONALLY BRACE THE CONTINUOUS LATERAL RESTRAINT! Gable End Frames and Sloped Bottom Chords iSIEMPRE ARRIOSTRE LA RESTRIccibN LATERAL CONTINUA DIAGONALMENTE! Gable End rases an y loped B t t om Cho Pendientes B.Individual Web Member Reinforcement 8.Refuerzo de Miembros Secundarfos Individuales E, The Gable End Frame should always match the profile of the adjacent trusses to permit instal- T-,L-,Scab,I-,U-Reinforcement,proprietary metal reinforcement and stacked web products provide an lation of proper Bottom Chord Plane restraint&bracing unless special bracing is designed to akemative for resisting web buckling. support the end wall. T-,L-,=1-,U-Refuerzo,refuerzo de metal patentando y produchs de miembros secundanos E!Armaz6n Hastial srempre debe encajar el perfil de los trusses contiguous para pemtitir la insta- amontonados proveen una akemativa para resstir el torcer de los miembros secundarios. lao6n de resifixo6n y anicestre aproprada de la Cuerda Inferior a menos que arriostre especial es dsefiado para saportar la pared de extremo. &Aman - Cha eq PWW Make �RaYMerteniertt �eeap Rleibroenre�) ProAtd Truss Mt liv_Np lflankrorrrerw V"I Exanrre or rated gaae end wall © The followingtable maybe used unless more twat sce sas Garde End crane} y specific information is provided. La siguiente ta1Na puede ser usada a menos que informaci6n mos especnca esta prowsta. A C,I'- L:NeI,Using a flat Bottom Chord Gable End Frame with adjacent Trusses that have sloped Bottom Chords is prohibited by some building codes as adequate bracing of this condition is WEBe. e. SINGLE PLY dAficuR and sometimes impossible.Special end wall bracing design considerations are required by the Budding Designer if the Gable End Frame profile does not match the adjacent Trusses. Vale Type A iia M Wee ■aeatn Ifaitrun A .?""=s;q EI use de un Armaz6n Hastial de la Cuerda Inferior con Trusses contiguos cuales �� 01 RNNIrosOIN orm of woo CLR Treat RllelausrN LattWr M slit Crstiai d wee benen Cuerdas Inferiores pendrentes es prohibdo poi algurros uSdigas de edificbs Paque ar- RIYlanae d RaYalaprneet a will nostre adecuado de esta condid6n es dfiol y a veces imposible.Considerandnes especia/es de w� T L 1tweP I dsefio para el amostre de la pared de extremo son requendos por el Disetlador del Edificio si el Zia 2c4 20 2x4 90%of web or per*/del Armaz6n Hastial no hate Jrrego con!os Trusses caitguos. llbr 24 2c6 24 SarreSpeciesaceidbwdtnh 1 ed(0 PERMANENT BRACING FOR SPECIAL CONDITIONS 2m® 2r6 2>m ZtH andgradea 8'(t�mm)oiend oats(0137x3.6') 2x4 2-20 w1c,Loan of web member, f0 6'(150 mm) ARRIOSTRE PERMANENTE PARA CONDICIONES ESPECIALES 2 Rows 2x5 – _ am- web me^her whirl vmr is ante tee Sway Bracing—Ardostre de'Sway' — — — gra L_ "Sway"braong is installed at the discretion of 'Ua,mrn ahm la woo WIP is U(e.ahill the Building Designer to help stabilize the truss system r' *or ScabRat0waier:ore2loraer10dGaraftN12WIa9(150—)w-c4nWainchrwilixmim bweb and minimize the lateral movement due to sand and seismic loads. PERMAWliTLA1Fi F STR"ANDOIACOWI wEBREINF0RCF14D f REQWFl) /-i Amostre de"Sttey"esta instalado por la dscrecr6r+del BR/QNOp t_+I Dsenador del Eddido para ayudar en estabilizar el sistema de trusses y para minimaar el movimiento lateral debido a cargas de viento y Argas sls hens. ~ i ;`,, ❑� Sway bracing installed continuously across the building also serves to distribute gravity loads between trusses of varying stiffness. t P157FICCON LATFAL FFMA\?1TE Y klPI057E ^-- i Arriostre de sway"que es instalada conhnuadamen[e al troves del edrficio lamb in es usade p AXW ES p lEPIDO REFUBIZO DE MIBIBRO 0 REQl�lIDO I� pard distribuir las cargas de gravedad entre trusses de rigidez vanando. Permanent Restraint/Bracing for the Top Chord in a Piggyback Assembly (] Some Truss Manufacturers mark the locations of the web Lateral Restraint or reinforcement on Restriccidn/Arriostre Permanente Para la Cuerda Superior en un Ensamblaje de the truss using tags similar to those above. Piggyback Aiguncs Fabncantes de Trusses marcan en el truss las ubic000nes de refuerzo o Restncci6n Li Provide restraint and bracing by: Repeat Diagonal Lateral de moemb-os secundarios con ehquetas smilares a las amba. a using rows of 4x2 stress-graded lumber Bracing at 10 CLR and Diagonal Bracing,or irdersals or less. Web Member Plane Permanent Building Stability Bracing to Transfer Wind&Seismic Forces a connecting the CLR into the roof as specified. Arriostre de Estabilidad Permanente del Edificto del Plano de Miembros Secundarios paraCLR at diaphragm,or s acing Desplazar Fuerzas de Viento y Fuerzas Sismicas a adding Structural Sheathing or Bracing specified The web member restraint or reinforcement specified on a TDD is required to resist budding Frames,or on the under vertical bads.Additional restraint and bracing is typically required to transfer lateral loads a some other equivalent means. Truss Design due to wind and/or seismic forces.This restraint and bracing is typically provided by the Building Provee restnai6n y amostre por: Dere Designer. a usando blas de 4x2 CLR madera grad - La i estricddn o refuerzo de merribros secundanos especificada en un TDD es requerido a resistir uada por esfuerza y Amostre Diagonal,o el torcer bajo cargas verticales.Restnai6n y arnostre adidonal es requendo tipicamente para a cone Lando el CLR at diafragna del pasar cargas laterales debidas a fuerzas de vielto y/o fuerzas ssnicas.Esta restnoclon y amostre edmo,o es tipicamente provisto por el Dtsenador del fdifido. a alladiendo Entablado Estrudural o Arm zanes de Amostre,o e aislunos otros metodos egwvalentes. Dogonal Br W coo}Diaphragm b rckmq Refer to the TDD for the maximum assumed spacing for attaching the Lateral Restraint to the top d.� Gable n0 chord of the supporting truss. Frame Refiere al TDO para el espaciamiento maxrno supuesto para suiletar la Restrica6n Lateral a la boot cuerda superior del truss soportante. Cap DapnrapmC�l The TDD provides the assumed thickness Ttisses 6lodolq of the restraint and minimum connection horizontal requirements between the cap and the Rale:Top pa _ ; lr pa!iotacemeM supporting truss or restraint 4e CLR required only severing not shmn `_ EI TDD prime el grosor supuesto de/a A Bracing Frame or 1a curry. Structural Sheath- - resUlaibn y los requisites de conexi6n minimus entre/a apo y el truss SoppRaMe ///// Ing rr installed 0Same Truss Designers provide general 7Chord o la restncd6n. mill m Iter ty inters Resilient design tables and details to assist the Build- Bracing Frame ing Designer in determining the Bracing erma 'W-_orStructural Gable enaviall pnent Ouponal Bracing required to transfer lateral loads due to Sheathing wind and/or seismic forces from the Gable Locate n line with Bonar Ceara g Designermanentr Supporting CLR a as specl6M tiY the Building Designer. ,, End Frame into the roof and/or ceding Trusses diaphragm. Algunos Disenedores de Trusses proveen - tablas y detalles de dselb generates para asstir el Disenador del Edificio en determinar el Ar- a- nostre requerido para p3sar cargas laterales debidas a fuerzas de vtento y/o tuerzas sismicas del Armazon Hastial at diafragma del techo. To view a non-printing PDF of this document,visit www.sbandustry.com/b3. Para ver un POF de este documento que no se puede amprmn,visna www.sbcmdustrycom/153. ,� TRUSS PLATE INSTITUTE 6300 Enlrpise Lane•Mad—,VA 53719 218 N.lee St.,Ste.312•Naandna,VA 22314 606/2744849•www sbc;r i,, Ycom 70316833010-www.tpmt.org RESTRICCION I ARRIOSTRE PERMANENTE DE LAS CUERDAS Y LOS MIEMBROS SECUNDARIOS TRAMOS MAS DE 60'PIES PUEDEN REQUERIR ARRIOSTRE PERMANENTE COMPLEJO.FOR FAVOR,SIEMPRE CONSULTE A UN PROFESIONAL DE DISENO REGISTRADO B4Loading Cargas de ConstruccOn Construction loads are those loads imposed on the unfinished building as a result of the construction process. Typical construction loads include the weight of the workers, equipment, and building materials, to name a few. For example, a bundle of plywood r sheathing or gypsum board stacked on trusses temporarily creates Y =t - construction loads. Cargas de construcci6n son las cargas que estan impuestas a los edihdos incompletos como resultado del proceso de construcci6n. Cargas de construcci6n tipicas incluyen el peso de los trabajadores, el equipo y los materiales de construcci6n, etcetera. Por ejemplo, un paquete de entablado contrachapado o tabla de yeso apilados temporalmente sobre los trusses crean cargas de construcci6n. © Make sure that the truss assembly is properly restrained and braced according to the guidelines in BCSI-Bl"`and BCSI-B2"' before placing any construction loads on them. Construction loads shall only be placed on fully restrained and braced structures. Aseg6rese que el montaje del truss esta adecuadamente restringido y arriostrado segOn las pautas en BCSI-BI"' y BCSI-B2"' antes de colocar alguna carga de construccOn en la estructura. Solamente coloquen Cargas de construcci6n arnba de estructuras cuales son restringidos y arriostrados completamente. WARNING! Stacking excessive amounts of construction materials on floor or roof trusses is an unsafe practice. Prop- erty damage, personal injury and/or death are possible if this warning is not heeded. iA-C)VL i.1 L-N(I A%Apilando cantidades excesivas de cargas de construcci6n sobre trusses de piso u techo es una pr6c- tica peligrosa. Dano a la propiedad, herida personal y/o muerte son posibles si no sigue esta advertencia. 1117,717*M Trusses that have been over-stressed due to excessive construction loading will usually show excessive sagging (deflection) and at least a portion of this deflection will remain even after the load has been removed. In more severe cases, broken truss members and/or failed truss joints may result. Los trusses que han sidos demasiado estresados debido a cargas de construcci6n excesivas usualmente demuestran una desviaci6n excesiva, y por to menos una parte de este desviaci6n se quedaran a6n despues de que la carga se haya quitada. En casos mas severos, miembros quebrados del truss y/o junturas falladas pueden resultar. CONSTRUCTION LOADING 2QS AND DON'TS @ DONT exceed stack heights listed in the table. QUE HALER Y NO HALER CON LAS CARGAS NO exceda la altura de mont6n indicada en la tabla DE CONSTRUCCION que sigue. Maximum Stack Height for Material on Trusses DONT stack materials on unbraced Maximus Altura de Mont6n para Material encima de los Trusses trusses. Material- Material Height-Altura NO amontone materiales sobre Gypsum Board- Tabla de Yeso 12"- 12 pulgadas trusses que no esten arriostrados. Plywood or OSB- Madera Contrachapada u OSB 16"- 16 pulgadas Asphalt Shingles- Teja de Asfalto 2 bundles-2 paquetes Concrete Block- Bloque de Horming6n 8"-8 pulgadas Clay Tile- Teja de Arcilla 3-4 tiles-3-4 azulejos Note:Limit stacking periods to approximately one week,unless alternative information is provided by the Building Designer,Truss Designer or Truss Manufacturer. (� DONT overload the trusses. Lateral Diagonal NO sobrecargue los trusses. Restraint Bracing Properly restrain and brace trusses before stacking construction materials on them. Structural Sheathing WonstLoad 090520 • • ,eneral detail for repair of broken webs, chords, and damaged or missing chord splices that meet the following conditions: Webs must be SPF or better and 2x6 or smaller. "Chords must be SPF or better and 2x6 or smaller. Scab must be the same size as the broken member. 'Scab must be same grade or better as the broken member. No more than two broken or cracked members per truss. 'Truss must be single ply. Perimeter of chord break area must be a minimum distance X from any heel or peak, and minimum of 6" away from any interior joint locations. Perimeter of web break area must be a minimum distance X from web joint. =Maximum length of damaged area (not to exceed 12"). S= Overall length of scab(shaded). Must be equal or greater than 2(X)+C. C=Minimum length of scab at each end of break area. tefer to following table for minimum length of scab,and minimum number of nails at each end of break area and maximum axial force of broken member. =or all lumber, plates,web bracing,etc., refer to original drawing sealed by Robbins Engineering,Inc. Apply all nails so as to avoid damaging of lumber and loosening of plates at joints. Minimum end distance of 2"must be provided for all nails. Use 1 row of 10d common nails spaced 3"on center into 2x3 scabs. W SCAM Z:4 or 255 suss 'Use 2 rows of 10d common nails spaced 3"on center in each row and MMM x MN. xW03ER MAX. FORCE t lbmt MNDM z Nat_ Num OF MAX. EDRM (lbs) ;taggered into 2x4 and 2x5 scabs. DISTANCE OF NAILS AT AT 1.15 IAAD DLSTARM HAIIB AT EACH AT 1.15 IAAD 'Use 3 rows of 10d common nails spaced 3"on center in each row and (in t EAS END CE DORATICN tin.t END CE BRW DURATION ;taggered into 2x6 scabs. 14 4 460 10 4 460 DOTE:Apply scab to one face of truss using nailing as specified above. 20 6 690 16 B 920 f desired,two scabs may be applied, one to each face of truss;use 6" 26 B 920 22 12112760 sail spacing if scabs are applied to each face. 32 12 1100 34 16 33 12 1380 34 20 44 14 1610 40 245o 16 1040 46 2B\� X 56 18 2070 52 32 Mtn 62 20 2300 58 36 -- 4140 ro 68 22 2530 64 40 4600 2XIS SC11H5 C =12" maximum x PINIPIIP Z PIN. NTJEHLR PAZ. FORCL `;.�'�y,�,Vk,a & F4r`i� --- ___ DI9TANCL OF NAILS AT (lbs) AT 1.15 :+ ` ;•y�,G S44t^•, rw!I - -- xin. EACH LAID OF LOLD DURATION 12$ ac" - -- 10 6 690n ` 16 12 1380 22 1e 2070 S S ,; , ;",; TATE Cly 28 24 2760 rr,0� X 32 28 32204 Q�r�/ 5. R 1^L�..` 36 32 3680 ri11;1_1!0NAIL 40 36 4140 Pf+i—i.f.i qie 3_3n:TL LIICE-059 6 \e��tir TOP AND BOTTOM CHORD 01 44 4600 IF obbins Erk9hewing PITCHES VARY. 48 44 5060 444?arta P-U*Blvd Gpb 52 48 0520 amaa.n 3MTO 5 FL iCYlr1 VMM Z�1p�co\ S' Truss manufacturer must be notified if field conditions do not match this general detail. ROBBINS LOCK caw+cta Rae, (20 !a le+..dee+-ASrr A653 Ss Dees b) Robe:.r+o..Ca e.as 1e.sspole+darr rot r+* erec+wl a w..es. Designed 8 MG R 0 B B I N S sho be 1I; N—a on can +one a ;rh a.ec" ie s Cents, the daa w"ese re* awc:q er Pn ws 0.50-10. 3 C, 111111-It9 Y' eh.e1 anawl'ee M N/C1ee (e)er d uses ane.ww N6cMee e s Ou04entd by IM hues rol el orect.9l3 meowo rio DN.e.3ne 700. e d Mots 0.tss.,.e F0 oft .Ah the chaos a hwitteMoer a I+* woasa�wc.eae� s3Trs. Cr.sons erec4nq rr..ews en ce.coe.e le 511.5 o.ek 0111/or nes+.No ewes knots a ecla Plel. nMocr aso_5ywr v'°res•°^° ed^wr conc- a^ 'we erection ehsc:q to p- on I-ppe) Checked By: PO o*whoo sus.1.Owee spa*owl*a•eeai�91 ot eech on&wren oM 'm1:1e+q: Goa shall n Urex to y.+ar ev"ooe tw<r'9 +oerka ert 7ls.tp~ear.elee Cwrtinq oro Nsr+coV—VVM to p -r wd en 0w:an*M .tpe91-thPWW and.eect� TOP end eaiaU l ade.n.t 1111 oMyaeb Engineering Inc. w,� aedecq .1.,-rarirq)o nb old gote.T105 design W"orte in I.oc In Me.eeelce er ~h+1v w.Iqk«x+o.reso«+1411Y. It Is the occordonce with 7wilbld 0 ', soecx.w:a*Its wese-c.ees 4.10w IPM r of others to 02CWWA u.a the ftm;w 1eeft'ta"d O1 this Rev. Date: 12/02/05 old As Fosrstingi(AA). 'Uew^SpecXteua* +a Lq+r _1 k wit. 0 d m nwt a escwd the odw11+deod woos W Osssd by the qr"U"a d +1e F.a.eee 28000, TonVo. rL 33602 Co.wcred Wood Theses'('rot), and ++u0 Design aeerlo la t.umod +rerrecs_ n.Kees 1 Vowed by Ins wcol eets.q code a hwo•;col cemoe:c nco.dt W9. No: co-69 FURNISH A COPT OF THIS DESIGN TO ERECTION CONTRACTOR IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER AND TRUSS FAB. TO REVIEW THIS DRWG. A VERIFY THAT DATA INCLUDING DIM. 8 LOADS CONFORM TO ARCH. PLAN/SPECS X FAB. TRUSS LAYOUTS. General detail for repair of broken, damaged or cut chords of PC42 floor trusses that meet the following conditions. • Chord size must be maximum 4x2 and southern pine species. • Scab must be at minimum the some size and grode as broken chord. Wide face of scab must be attached to narrow face of chord member. • Truss must be single ply. • No more than two broken or cracked chords per truss. • Perimeter of break area must be minimum of X distance from end of truss. and minimum of 4" away from any plates at panel points. All plates must be intact and fully embedded. C = Maximum length of damaged area or cut section not to exceed 12". S = Overall length of scab member must be equal or greater than 2(X)+C. """�t`"' X = Minimum length of scab member at each end of break area. ' Refer to following table for minimum length of scab, and minimum number of nails at each end of break area and maximum axial force of broken member. For oil lumber, plates, web bracing, etc. refer to original drawing sealed by Robbins Engineering Inc. 3o4rwFE ©F � 1 Apply all nails so as to avoid damaging of lumber and loosening of -.+�$•�o R�°••{>`.�` plates at Joints. y`'►.�`;JaNAL�N•k`� 2) Attach the scab with one row of 10d common nails at 3" on center into 4x2 chord members. PWFP-:i °TI rL bc 091126? Robs Ewgnma ltm Axial force and number of nails may be doubled or X distance divided by 2, if scabs applied to each E%4=a�ea:Z6,vd I face of truss at the some location. Minimum end distance of 3" must be provided for all members. FL aen 45556 TOTAL NUMBER OF NAILS AT EACH END X QNCHES) MAXIMUM AXIAL FORCE IN CHORD OF BREAK MEMBER(LBS.) MINIMUM SCAB LENGTH 4 18 512 6 24 768 8 30 1024 X C X 10 36 1280 12 42 1536 14 48 1792 16 54 2048 18 6D 2304 C, 20 66 2560 22 72 2816 24 78 3072 e- X � X Truss manufacturer must be MINIMUM SCAB LENGTH notified if field conditions do not match this general detail . Rt7�NS LOCK ewMectw 0wtes (20 9d go..w.w-AW11 A653 ss fr.a•o) Reeea..119_ Co.nems�e repo sJbXty for the~;on d tn,ees. Deslgned By MG R 0 B B I N S �..w•pp•ed en Oath,�.j a a �,.C..�, U W—W 1 - a~ b pe,nwMnt d�. �_ �_91 wloen otlMre:se by a+.cbe(e)w J•nw.Yant_ Ureew other.tse 1rb{celee by os pu0aehe0 a 1M TnMs 0wle Mllvl•.SlS D'Ond.10 pi.e.SuAe 200. e �• os elote iw plaw run pores) ems+ Use 04flft w hen,MlaAJ a It" Modeor. s is—ok 53719. pw9oft«.ding tnnnke we cowboMd to seek peak one / w net.NO wow kavas or .aM+a pta•cw+toct enft lyc* prde"W" o ice CwXwn'^9 0.0" -ethos twoci, to 0-6.6 topple q Checked By: TAA eey.n«• st o .won 0a1 soon.wan»e .-eee.;,9.a eocn ens.wits ane -ow i.6 -. C-e Wh m be sew, to we•ent ow^ " *.-6,g*.-6,glob.ieotieri Yw"w otrM.eiee.Cu" e tobr:eotiom wMs to oe•wmW on eeugp t ►wor,x140 4 end wedlon.Top one botlan eha.es slave Oe eeepoot" Engineering Inc. .h h p.oduea..9-f;J*4)dMs one pbtes. T1is Oe:9n nos p eft ed i. b—ed in the observe•of 10M011: w 49W Mw , e"WCti". It i. the occwewue.14k leaionoc D904A Swciriwk-s 1w sea.-cave.kw0s. 'ss"wbwy of cows to o.aw+ain I" th design woft w"is e m dw Rev. Date: 5/17/04 ►.0.»+c 2800M Tempa, FLMW one its Fostwirps•(1f9A), bsei9n SOecar"Uorw la Li9M Meld Rae OM." get*"meet w get*" t1M oafual dew woes ,Vo"d by We Nnxty and the Comwead Wood T"""'(TR),ora IPA Design CA-i. Ior Trvssw holt— 1:w kwOe i.nposee by the weer bldOrq Code w histo.ica cllrn W Wwdl- FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR Owg. No:GD-62—FL IT 5 THE RESPONSIBILITY OF THE BUILDING DESIGNER AND TRUSS FAB_ TO REVIEW THIS DR9G. Et VERIFY THAT DATA INCLUDING DIM. & LOADS CONFORM TO ARCH. PLAN/SPECS do FAB. TRUSS LAYOUTS. PERMANENT WEB BRACING SEE INSIDE DESIGN MANUAL FOR BCSI PERMANENT BRACING INSTALLATION INSTRUCTIONS AND FOR FURTHER INFORMATION. CONSULT THE ENGINEER OF RECORD FOR EXPLICIT INSTRUCTION REGARDING PERMANENT BRACING CONTINUOUS LATERAL CONTINUOUS LATERAL BRACING BRACING (1 X4) 1x4#3 HEM—FIR OR BETTER CONTINUOUS LATERAL BRACING TO BE EQUALLY SPACED, ATTACH WITH(2)8d NAILS. BRACING MATERIAL TO BE SUPPLIED WEB AND ATTACHED AT BOTH ENDS TO A SUITABLE SUPPORT BY ERECTION CONTRACTOR. ,,r-T—BRACE TBRACE THESE DETAILS APPLY TO 1.5"WIDE WOOD TRUSSES. WEB • USE A 2x4 T BRACE IF THE TRUSS DESIGN SPECIFIES ONE LATERAL BRACE(MID POINT OF WEB). • USE A 2x6 T BRACE IF THE TRUSS DESIGN SPECIFIES TWO LATERAL BRACES (AT THE THIRD POINTS OF THE WEB). • USE A CONTINUOUS PIECE FOR THE TTBRACE, OF THE SAME GRADE AS THE WEB AND COVERING AT LEAST 90%OF THE WEB �"1Nt�1M v LENGTH. �� , +, • CENTER THE T BRACE ON THE WEB AND FASTEN WITH 10d COMMON NAILS SPACED 4" ON CENTER. .2i w si -�:• a O; V gip•"• �• ©� w ia1rf"!I ut l4� SCAB WEB BRACING SC B BRACE SCAB BRACE SAME SIZE, GRADE, AND LENGTH AS WEB MEMBER. ATTACH WITH 10d NAILS @ 4"O.C. BRACING MATERIAL TO BE SUPPLIED BY ERECTION CONTRACTOR. 1l MAP SHOWING SURVEY OF THE SOUTHERLY 75.00 FEET OF ALL OF THE FOLLOWING: LOT 44 EXCEPT THE EAST 15.00 FEET THEREOF, LOT 46, AND THE UNNUMBERED LOT ADJACENT AND WESTERLY THEREOF, BLOCK 10, ATLANTIC' BEACH SUBDIVISION "A" AS RECORDED IN PLAT BOOK 5, PAGE 69, OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA. OFFICE COPY 10 0 40 SCALE: 1" = 20' c LOT 41 z I c LOT 43 rn LOT 45 1 1 1 o F UND i/2� I ON _. P E, NOT LE BLE _��- WOOD LANDS15.00 0.2' TIMBER 35.00rWOOD 0.1' \ FENCE 0.1' FOUND 5/8" 50.00, 15 PALM(+) 4' METAL RAIL FENCE RESAR, L85488 14,41 14 PALM(+) 12 PALM(+) o 12" LAUREL OAK 12 o f I I O 13*PALM(+) m m LA n11 LAUREL OAK S 01 CL O� cin°D c cn FEET �o 0 Z ST 15.0 0 EXCEPT THE EA 130.00 �' 1 OUTH 1 m �? c LOT 44 LOT 46, AND THE Or ADJACENT �- THEREOF, THE UNNUMBERED FEET OF WESTERLY THEREOF, EX EPT ALL THE OF ALL v SOUTHERLY 75.00 FE 26• LAUREL OAK T 1 C., ' (FIELD) > 97.1 1 ( A a a FOUND 1/2' 1 ON A 97.0 Ay PIPE. NO CAP ck SET MAGNAIL de 35.00 T' DISK. LB3672 �l1 .17 50.00 10"PALM(+) �� c _L I 0 � rno I o Lor 42 Io 17 n ?s0?� f'---- LOT 44 -- e: =-1 I 23' WATER OAK 12PALM(+) O m 24' WATER OAK 26' LAUREL -4 D� � Z 24" WATER OAK v Op f ^pCn 1 0 0 M, o rn m 1� IMPROI EMENTS o v 0 10 INTERIOR Dth NOT LOCA T OF ALL : THE SOUTHERLY 75.0 � F�4,EXCEPT m FOLLOWING: L T W OF THE THEREOF, LOT THE EAST 15.00 FEET I 46, AND THE UNNUMBERED LOT WEST LY THEREOF B9. ADJACENT AND 1 4' METAL RAIL FENCE ss, 14" (+) ssa hal 13"PAL.M(+) 16PALM(+) `. 1.0 3 0.6' 15.00 Aj 17 MAGNOLIA ,+ 35.00 FOUND 1/2''IRON 1' SO.DOf PIPE. NOT LEGIBLE SET ,i • 83.81 ' PIPE.L836072 8.81' g3.82� (FIELD) 0.6' �FIRE HYDRANT WOOD POWER POLE STOP SIGN SET 1/2" IRON PIPE, L0672 WOOD POWER POLE EIGHTH STREET do GUY ANCHOR NO ES: 440' PUBLIC RIGHT OF WAY (PAVED) 1. THIS IS A BOUNDARY SURVEY WITH TREE LOCATION. 2. INTERIOR ANGLES AS PER FIELD SURVEY. 3. NORTH PROTRACTED FROM PLAT. 4. NO BUILDING RESTRICTION LINES AS PER PLAT. 5. (+) DENOTES PALM FRONDS 15 FEET AND ABOVE FR M BASE OF TREE. THIS SURVEY WAS MADE FOR THE BENEFIT OF THE PROPERTY SHOWN HEREON LIES IN •FLOOD ADAM R. GRAY & JILLIAN J. GRAY AND DOSS, ZONE "X"' (AREA OUTSIDE THE 0.2% ANNUAL KENNEY, SAFER, HAMPTON & JOOS, P.A. CHANCE FLOODPLAIN) AS WELL AS CAN BE DETERMINED FROM THE FLOOD INSURANCE RATE MAP NUMBER 12031CO409H, REVISED JUNE 3, 2CI13 FOR DUVAL COUNTY, FLORIDA. "NOT VALID WITHOUT.THE SIGNATURE AND DONN . BOATWRIGHT, P-3.m - THE ORIGINAL RAISED SEAL OF A FLORIDA FLORIDA LIC.-SURVEYOR and MAPPER-No. LS 3295 LI ENSED SURVEYOR ;AND MAPPER." FLORIDA LIC. SURVEYING do,MAPPING BUSINESS No. LB 3672 C 4ECKED BY: DATE: D IAWN BY: DAF BOATWRIGHT LAND SURVEYORS, INC. DECEMBER 7, 2016 FILE: 2016-1454 1500 ROBERTS DRIVE, JACKSONVILLE BEACH, FLORIDA 241.-8550 SHEET 1 OF 1 I r MAP SHOWING SURVEY OF THE SOUTHERLY 75.00 FEET OF ALL OF THE FOLLOWING: LOT 44 EXCEPT THE EAST 15.00 FEET THEREOF, LOT 46, AND THE UNNUMBERED LOT ADJACENT AND WESTERLY THEREOF, BLOCK 10, ATLANTIC BEACH SUBDIVISION "A" AS RECORDED IN PLAT BOOK 5, PAGE 69, OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA, I 1.0 20 40 SCALE: 1" 20' LOT 41 z c LOT 43 � I A LOT 45 � FUND 1/2" 1 ON �._--- "o WOOD P E, NOT LE BLE LANDSCAPE 15.00' 0.2' TIMBER S5-0 WOOD %.1; FOUND 5/6" " ,'' FENCE 0.1' EBAR, LB5488 50.00 R14.41' ' 75 PALM(+) 4" METAL RAIL FENCE 14"PALM(+) 12 PALM(+) 012" LAUREL OAK I --1 m I O 13"PALM(+) HT1 O .r, n v(-n �� 11" LAUREL OAK p —I o cn FEET ",-, c o LOT 44 EXCEPT THE EAST 15.00 130.Oa' T 46, AND THE SOUTH .,� 5 m THEREOF, LO UNNUMBERED LOT ADJACENTI FEET OF THE m AND WESTERLY THEREOF, ,FEET OF ALL THE C I SOUTHERLY 26"LAUREL OAK ,z 97.11., T U (FIELD) 112 FOUND T U^ SET MAGNAIL 97"0L0 CA1 ON DISK. L83672 35.00n� PIPE, N 1 .17 10"PALM(+) (: .1� 50.00' � rn I �p I o c:: LOT 42 IC17 n � . _ -=- �?-• �------LOT 44 G7 � 16* WATER OAK. 23" WATER OAK 12 PALM(+) O �1 D24" WATER OAK 26" LAUREL OAK C I { T1 Z 24' WATER OAK v •. C V I o � mI I rn E o C INTERINILOTOCA D D o FEET OF ALL �-DTHE SOUTHERLY 75.0 T 44 EXCEPT OF THE FOLLOWING: L -THE EAST 15.00 FEET��1THEREOLOT F, LOTrn I 461 AND THE NNAND WESTE'RB YRED THEREOF 89. ADJACENT I 4' METAL RAIL FENCE Ss, 14 PA (+)*) 1101, 26"LIVE OAK 0.5 !7 I 13"PALM(+) 0.6' 15.00' p, 16 PALM(+) 0 35.00' 17i4fAGNOLIA : � FOUND1/2" IRON Oj 50.00 PIPE, NOT LEGIBLE SET1/2" IRON s.s1' 93.81 ' PIPE. LB3672 93.62' (FIELD) 0.6' FIRE HYDRANT WOOD POWER POLE STOPSET 112- IRON WOOD POWERI POLE PIPE, LB3672 & GUY ANCHOR EIGHTH STREE NOTES: _ Pf}BIC-RIGHT OF WAY (PAVED) 1. THIS 1S A BOUNDARY SURVEY WITH TREE LOCATION. _ 2. INTERIOR ANGLES AS PER FIELD SURVEY. 3. NOR H PROTRACTED FROM PLAT. 4. NO BUILDING RESTRICTION LINES AS PER PLAT. 5. (+) DENOTES PALM FRONDS 15 FEET AND ABOVE FROM EASE OF TREE. THIS.SURVEY WAS MADE FOR THE BENEFIT OF THE PROPERTY SHOWN HEREON LIES IN FLOOD ADAM R. GRAY & JILLIAN J. GRAY AND DUSS, ZONE "X" (AREA OUTSIDE THE 0.2% ANNUAL KENNEY, SAFER, HAMPTON & JOOS, P.A. CHANCE FLOODPLAIN) AS WELL AS CAN BE DETERMINED FROM THE FLOOD INSURANCE RATE MAP NUMBER 12031CO409H, REVISED JUNE 3, 2013 FOR DUVAL COUNTY, FLORIDA. "NOT VALID WITHOUT THE SIGNATURE AND DONN W. BOATWRIGHT, P.S.M. THE ORIGINAL RAISED SEAL OF A FLORIDA FLORIDA LIC. SURVEYOR and MAPPER No. LS 3295 LICENSED SURVEYOR AND MAPPER." FLORIDA LIC. SURVEYING & MAPPING BUSINESS No. LB 3672 CHECKED BY: DATE: DRAWN BY: DAF BOATWRIGHT LAND SURVEYORS, INC. DECEMBER 7, 2016 FILE: 2016-1454 1500 ROBERTS DRIVE, JACKSONVILLE BEACH, FLORIDA 241-8550 SHEET 1 OF 1 MAP SHOWING SURVEY OF THE SOUTHERLY 75.00 FEET OF ALL OF THE FOLLOWING: LOT 44 EXCEPT THE OFFICE COPY EAST 15.00 FEET THEREOF, LOT 46, AND THE UNNUMBERED LOT ADJACENT AND WESTERLY THEREOF, BLOCK 10, ATLANTIC BEACH-SUBDIVISION "A" AS RECORDED IN PLAT BOOK 5, PAGE 69, OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA. 10 0 40 SCALE: 1" = 20' V�/1 - c z LOT 41 z c LOT 43 � I m LOT 45 i o i 1 A I F UND 1[2" 1 ON WOOD s NOT LE BLE LANDSCAPE f 5 y ., ..,, - ., , f, r 15.00 0.2' 35.00 WOOD 0.1' , FOUND 5/8" ,+ FENCE 0.1' REBAR. L65488 50.0 15 PALM(+ 14.41 ) 4' METAL RAIL FENCE ' 74"PALM(+) 12 PALM(+) 12" LAUREL OAK '� I 13"PALM m ;a. 1 t>s O) /^^11 i" LAUREL OA f�. .1; �''d' t- � 6 v � � � G tT .. o ST n 6 44 E 0 130.00 �oo o L07 E T 46 AND HE ,)AGENT OF, THE HE U UM RED ALL THE . o I AND WE TE OF ALL ` SOUTHERLY 75.00 FE 26" LAUREL OAK cn I LD) c 97.11' (FIE n I O V J SET MAG NAIL A / 9 7.04 r; FOUND C 1 ON DISK, LB3672 35.00' .h�: PIPE. NO CAP c= 1 .17 50.00' t0 LM(+) Op`1' I o LOT 42 aro rn I l o C-) 2S, r 0 ?� {---LOT 44-- 16" WATER OAK 23`WATER OAK 12PALM(+) 24" WATER OAK 26" LAUREL OAK v D Z " WATER OAK V 70 z ac: < v o m O v o INTERIOR IMPRA EM61SQ v Qp I o N07 LOC THE SOUTHERLY 75.FEET 0 T 44 EXCEPT FOLLOWING: L OF THE THEREOF, LOT A THE EAST 15.00 HE UNI 46, AND qU TND WEST< B Y THEREOF �,9. ADJACENT A I SSS 4' METAL RAIL FENCE 14 PA r.+) 56,, 26'1.IVE OAK 0.51 - � s 4� 13PALM(+) " + f n 15.00. �jDc 17 MAG' IA ( FOUND 1�2" IRON 1' PIPE. NOT LEGIBLE SET 112" IRON ; PIPE. L93672 9 2' IEL 0.6' FIRE WOOD POWER POLE STOP SIGN ET 1/2" 1 WOOD POWER POLE PIPE. L83672 & GUY ANCHOR EIGHTH S "T R EET - - -- -- WAY (PAVED) NOTES: ,40� PUBLIC _RIGHT, OF 1. THIS IS A BOUNDARY SURVEY WITH TREE LOCATION. 2. INTERIOR ANGLES AS PER FIELD SURVEY. 3. NORTH PROTRACTED FROM PLAT. 4. NO BUILDING RESTRICTION LINES AS PER PLAT. 5. (+) DENOTES PALM FRONDS 15 FEET AND ABOVE FROM BASE OF TREE. I THIS SURVEY WAS MADE FOR THE BENEFIT OF THE PROPERTY SHOWN HEREON LIES IN FLOOD ADAM R. "GRAY & JILLIAN J. GRAY AND DUSS, ZONE "X (AREA OUTSIDE THE 0.2% ANNUAL KENNEY, SAFER, HAMPTON & JOOS, P.A. CHANCE FLOODPLAIN) AS WELL AS CAN BE DETERMINED FROM THE FLOOD INSURANCE RATE MAP NUMBER 12031 CO409H, REVISED JUNE 3, 2013 FOR DUVAL COUNTY, FLORIDA. "NOT VALID WITHOUT THE SIGNATURE AND DONN W. BOATWRIGHT, P.S.M. THE ORIGINAL RAISED SEAL OF A FLORIDA FLORIDA LIC. SURVEYOR and MAPPER No. LS 3295 LICENSED SURVEYOR AND MAPPER." FLORIDA LIG SURVEYING`& MAPPING BUSINESS No. LB 3672 CHECKED BY: DATE: DRAWN BY: DAF BOA 1 RIGHT LAND SURVEYORS, INC. DECEMBER 7 2016 FILE: 2016-1454 1500 ROBERTS DRIVE, JACKSONVILLE BEACH, FLORIDA241-8550 SHEET 1 OF- 1 MAP SHOWS THE Sour NG S EAST SOUTHERLY 75.dd FEET OF URVEY OF R IED E LO 0 Rla,t.A I AU11 A E E . PACEpA�$�LpF H SUBDIVISION DJA� 7• LOT 46, TOGET R WITH THE UNPLATTED STRIP LYING 89 v tDQ�(rJ�.A ��EP�$� SBOUNDED ON ,HF, ',O0..7H BY THE SOUTH Lt OF LOT 46, PROJECTED WESTERLY, AND BOUNDED ON T 140 HE N(RTH LIN 0 SPROJECTED WE57PI.Y. ALS IN BLOCK 10. P No, I SUBDIVISION "A" ATLANTIC BEACH, ACCORDING TO.THE PLAT RECORDED 3 P°_AT BOOK 5, PAGE 69, OF THE CURRENT �r?R IC RECORDS OF AL COUNTY, FLORIDA, AND TOGETHER WITH THE WEST 1/2 OF LO- 44, BLOCY 10, PLAT ala. 1 SUBDIVISION 'A" ATt ATTIC BF`.ACH. ACCO INC TO THE PLAT RECORDED IN PLAT BOOK 5. PAGE 69, OF THE CURRENT PU!--LIC RECORDS OF D At COUNTY, F(DRIDA. PARCEL 2: PAGNEv 0T 44, 8L K 10, PLAT No, I SUBDIVISION 'A- ATLANTIC BEACH, ACCORDING TO THE PLAT THEREOF, RECORDED IN PIIAT -400K 5, : 2 U9LIC RECORDS OF DUVAL COUNTY, FLORIDA` LESS AND EXCEPT THE EAST 15 FEET fit` SAID ;_CIT 44, Bt.00K 10. = 20' LAZA FOUND 5/8- RESA � f3Q RIGtIX—OF War Area 3401.6 SO FT NO IDENXIFIF,AITIOM _ z IN CONCRETE l } i o iS LOT 4m LWO1343 i LCObgki . 6) ' D I/2 I PIPE i WOOD FOUND I" 1R ralPf " LANDSCAPE-, � h ^w ON FQ#t4Y1? tf2" 6' ,p.2 TIMBER N0 tDENTiF9CAT1i71V M.! NOT LE BLE "ASSOC. 5U ___---- ASL.ft t1 4B 50.11¢6. ) { 8' i ( QO woo (0.6"' FE E 0.�le f t 7iALM(+) 12-PALM(+) 15�q j� ¢ k� 'MEtA r24 L4UREL OAK " w tFE f�A rttNr. WAI;. is P A Rf I. 4 Wt/ .ALUM. FENCE fAUREL OAKr 13�ALM(+) Cn rn � o LOX 46 Q LOT PT THE EAST f 5.00 FEk7 O . t�*t THERE .,Iy 46, AND THE SOUTH 136.00 b UNNUMBERED IJT ADJA NX4.E C3 4 �, EPT ALLHE f _ 7,1, OF ALL fa i C m6'LAUREL OAK C; SET MAGN414 A 8 r, x _<DISK L0�2 EO(1ND ON " LOT 42 *� ts'wa 44 CS *1 23-WA ry b Y xaa x I! y 1yq a.l, Q 24'wgTEw.„ art c f,wRFLM DAlei _ i_ t d 1 " %4 r� . . LECTRtC o t` o 'JMMTERIOR IMPRO MENT. �, t73 RETE NOT LOCA THE SOUTHERLY 75.0 FEED" OF ALL � t � � 6 � 1 OF THE FOLLOWING:` L T 44 EXCEPT t ri ,V4E EAS"( 15.00 FEfkr THEREOF, LOT rl 46, ANO THE UN BER ED LOT '' ADJACENT AND WESTE RLY THEREOF 2' e9•' 1 ' , Rt ®mMET4! RAIL FENCE 1 CpNORLXE »'IucNaae *L t61PALM(+) 2s2rvE aaK fS1+ SET Lf , 50. "fz5, 00' (fLt.1 (1 . L _ AIR4iF 55,0177' N: .u. FOUND 5/'4" `�� FOUND 112- /RON PIPE IPE. NOT LEGIBLE NO IDENTIFIC4 N �FIRE HYDRANT �3�2�lELD)NO 10E"N7lFIC,ATION FOUND 7/2" IRON IIP(, IN CONC,PE11 S SET t L. 367 WOOD P /2 IRON Guy y 4 PIPE.: LB3677 �F POWER NOTES: MAI LCGFm+ft 1. THIS S A 0 ttxa uo. Tr SCALL 2. INTER OR b � r OF » T I� T-- �t,� w 3. NOR PR b4Ql4 I $1, 2014 Att 40' PUBLIC RIGHT OF WAY (PAVED) WFC €LECTRrCfutlt.rtr atN sI 4. NO B ILDI R 5. (-F) D NOT iwNL lasp TC SIS RAt - I>r.. a' oo fTh r. FROM 8A E Q n raa. 12 32: W __..e r.. .. AL tgASPItIIA F;"IME a7C� J. 2OtJ. ARt A5F'ICLLS i#C' t'" AND E`-TA --- THE PR, PE csstn L� A 90'24'00" CERTIFIED TO: ZONE 1, + ! `5� 1 R = 87'36*00' AP AS VENTURE. LLC, A fLTJ IDA tw, UAPOD T�I:S LIMITED LIABILITY COMPAh"! CHANCE FL Dp I�l� � ' A At�A �YWAS MADE FOR K N 4EY. SAFER. HAM �4 � DETERM! ED T t s o KENNEY & JILLIAN J. dit�1411IT FRmatc� C ►.� MAP NU BE I URAN of SAFER, .RAMP XND lbLIt ' 2013 FO D E 3, + COUNTY, F'L'ORIDA. I hereby certify Viot this survey meets the 'NOT VALID WITH UT minimum tr_chnicol 4tondords Gs set forth by THE ORIGIN L R THE SIGNA the Florida Boort of Land Surveyors, pursuaml to LICENSED SED SEAL OF FLORIDA a I RVE OR AND MAP ' Ion 6?Z b2fi Florida Stat and Chapter DavN W. !V CHECKED BYFLORIDA UG. .S.M. $ DRAWN TNG, INC. FLORIDA LIC. SUR 11 2 5 FILE. 2 BQ I L FI.��N � 90 3672 16— 454 o Ro - S VEYORSt ,. LLE 8 CH, FLORIDA 7 2016 sC�.4?:,B551G- THIS SURVEY NOT VALID UNLESS THIS PRINT IS EMBOSSED WITH 'THE SEAL OF THE A` OQLz Q4 OD0- wQuU ,ZZ ,trl Wz� ,PJO'SL — -�-- ----- - `4 -Fu \--- ,zz_' _-- I I s I I p N I I w w V 1 Z tKN 0 w0 I I LU I I I �p \ I / ------ ------ v —,zz �\ � I v-- -- ------- ------------ ---- W I 1 -------- -- N i GG 1 z U U 1 >------------ — I � I- I UQ sr V L I 1 ,zi 1 I I I 1 I o4791 1 j i/ 9tr I I "l w — - ,9 N 3 Nd' B.RI-• Sc N ,ll O 3 Q - 0 a a N S�-4 '.fizY PRIVE NOTE: ALTHOUGH EVERY EFFORT HAS SEEN TAKEN GALVALU TO PREPARE THESE DRAWINGS TO COMPLY METAL ROOF WITH LOCAL BUILDING CODES, CONTINUOUS (TYPICAL CODE CHANGES MAY REQUIRE ADDITIONAL -- -- -— LOUVERED DRAWINGS, ENGINEERING SERVICES, AND VENT(TYP) OR CHANGES TO THESE DRAWINGS TO MEET CODE COMPLIANCE. POSSESSION OF THESE 12 PLANS ACKNOWLEDGES THAT THE PURCHASER 12 ION THIS INFORMATION 1 FO OF R`1 Q HAS SEEN INFORMED fED 1 AND ASSUMES THE RESPONSIBILITY t0 PROVIDE ALL ADDITIONAL REQUIREMENTS OF LOCAL BUILDING OFFICIALS TO MEET COMPLIANCE. 12 HARDI-LAP - SIDING (TYP) 12 3 V I" MHr 9'-1" fE Ht Vu u 2x6 COMER TRIM (TYP) FIXED SHUTTER - (TYPICAL) DECORATIVE HARD(-LAP 15R(TYPICAL)"A" (TYPICAL) SIDING (TYP) 12 w 2x6 CORNER Q 3 TRIM(TYP) P.T. WOOD J 4 GUARDRAIL 12-'-1 IE HT (TYPICAL) -- -- FIN FLOOR 2x10 TRIM --— (TYPICAL) cN�t O tt 10'-1" le H7 TuTuTHr4= 11111111111110 ' DEGORATIVE� BRACiGET (TYPICAL) a EE nFil BRIGIG VENEER (TYPICAL) n ^' 0 BRIGIG VENEER � � �1E] IIE I I I 12"xl2" COLUMN (TYPICAL) (TYPICAL) FIXED 514UTTER (TYPICAL) 12"x12" COLUMN (TYPICAL) FIN FLOOR __ FIN FLOOR - 0------ tQ GRADE FIN GRADE FIN STEPS TO GRADE AS NEEDED FRONT ELEVATION SCALE: 1/4" 1'-0" GALVALUME MCT A I 12 12 - - - - - - LOUVERED GALVA UME VENT (TYP) METAL ROOF (TYPIC L) ~ U 12 12 — V-11"i M HT HARDI-LAP 2x8 TRIM SIDING (TYP) AT HEAD OF � GARAGE DOOR � 2x6 CORNER TRIM (TYP) — 2x8 TRIM } (TYPICAL) p BRICK mlcA ROWLOCK (TYPICAL) � FIN FLOOR FIN GRADE VENEER (TYPICAL) ETACHED ARAGED O ONNT CALE 1/4 _ V -011_0 U U v m+• E p L O c- c Z-:5,6-0. N._L N.:r+ = yrt.c p .. �,v o _) v o - c o. rt,,o .. U =�ecod n :`3 rn� cm,� L- o�No L cocaQ O m h o cV ,d ; vm o E. o Ov E+ Emd. . v ,.' o� NN 3NmN E mo me CL oort .c � : II EIGHTH ST AND SHERRY DR ATLANTIC BEACH L 32233cn L REF# 169983 - 0000 W z I� a - W _ o >0= 0 J Q r^ — V J z V J W I� Q` (j) li Al <. U W N I HHJ IN Q i f- Building Deptwx : _ - �t QC N�.woo . t O }}NN� lor PIN FLOOR _ III >n FIN FLOOR FIN GRAPE FIN GRADE I. IN B GOVERNING BUILDING G CODES: FLORIDA BUILDING CODE 5th EDITION (2014), RESIDENTIAL INDEX OF DRA I NFPA 70 - 2011 NATIONAL ELECTRIC CODE I OCCUPANCY: GROUP R (RESIDENTIAL) CS COVER SHE CONSTRUCTION YPE• V_B I . SP SITE PLAN 1 SLAB N I . p LA u co 2 FIRST F LOO PLAN .. b N c co SQUARE FOOTAGE TABULATION ._ -3 SECOND FL OR PLAN II .� .. w t.L 4 STRUCTUR SECTION & STAIR DETAILS W .w FIRST FLOOR LIVING 2106 cJ WALL SECTI N -17 Z: S SECOND FLOOR LIVING 921 6 WALL SECTI NS 0 TOTAL LIVING 3027co cn 7 EXTE RI OR- E EVA TIONS U I rr ENTRY 138EXTERIOR E E VATI O N S � ~ ~ = Z CO V R E PATIO 1 639 FLASHING TAILS U , W UJ I COVEREBALCONY 145 10 ELECTRIGAA LANSDETACHE o 1-- a GARAGE 440 1 Plan TOTAL C EKED 3912 1 DETACH ARAGE PLAINS # I<1579 17-1002 A Y I ID os c E G I: I E E 12 DETACH ARAGE ELEVATIONS SHEET NUMBERti r III v U c c t._ N � ++ � p N 7 O E E 7O cv700)U .Oo .c fnv_c•m>N � �� . c '02in IV 0 -a T �oa w o cv-0 8-N o» 0 d._L Nom. •_ �+.c v moo.;,a_ia Tv o O a o aE L.0� p oo „ o — U N r� =,I==o c -0 0. a.�c N cc v to dr wa Q o c+ a O'-o�'E N o no N N - v v o` E- c c+'c yv 3` 0 7N ;vvN cV p oE O..O da Y vv+•cvv p �Y cao=— a Orange Park, FL uj W Q '^ UJ J 10 PA A/G A/G ) Q 145 16 li . rrc.xrs.r laig� N0" I II 13' n1 WATER OAK - is ;n 1 � N � Q II 1 20 N ra , A FENCE BY O t N ER S N :. 1 ` C1pCU_Z- ` _W_H=ww0 VZ10 (NOT'A PART OF THESE PLANS) W WATEOAK a ”PALM(+) W 06 cc 24 WATER OA 24 V✓ATEROAK 26" LAURQOAK cm GARAGE ilding Dept: N 14' 14PA ) 20 13' 16CONG DRIVE 41: w� _50 NOT -�., E— _ �= 31> . �..� o p _ u -E v _0 a p 4 ' 14'- _ v c=THOUGH EVERY EFFORT HAS BEENTAKEN ,,cv �as EA � odcO c_ a> v a 6 � -4u t0 PREPARE THESE DRAWINGS t0 COMPLY fA ` at-18o v rv.o lo olWITH co �o00U .5-Svo>iLOCALBUILDING CODES CONTINUOUS a » s av o +».vac r o a �p . dMAD CHANGES MAYRE DIRE ADDITIONAL . Q CL ,a•S ODRAWIN ENCINEERINCSERVICESANDE.T. v � v o._ �o 0a €0 U OR CHANGES TO THESE DRAWINGS TO MEET0C �cco v.acc O3x3 A/C PADS CODE COMPLIANCE POSSESSION OF THESEOc— c o Eoo maoPLANS ACKNOWLEDGES THAT THE PURCHASER 2(VERIFY LOCATIONS o c� � mm�_v�S � HASBEEN INFORMED OF THIS INFORMATION oVa Ld v o� 3d� o AN Ho �c EON SITE) �qmcCvo wcd,�E o 0D ASSUMES THE RESPONSIBILITY t0 vo+ .o_ � o O- vnor_ PROVIDE ,4LL. ADDITIONAL REQUIREMENTS OF LOCALU B ILDING OFFICIALS TO MEET I 3 COM PL ANcE. r ----------------- t- -Illy 1 1 �d,J — w 1 - I— I �r r , :. N 1 ' CON( BLOCK a BL -I FOUNDATION I ON W UJ W I I D ALL I' ON GONC FTG W/ 1 RODS CONt PER L - t S TAILS r —I 5 ENCS DE F- (TYPICAL) C:3 a , I 4 8 -8 5 -�4 26 -m i I i w I ` I \-411 r.,ONC _ r I I e I s>_,ae I _ PROVIDE - I I RECESS SLAB I _ _ m I FTS As - N 6 AT SHOWER _ I 0 ' NEEDED I >WWO 6 �, � VSLOPE FOR _ I I _� I D ,INAc�E FOR STEPS r Q DEEPEN EDGE RA I TO d I GRADE — I I (TYPICAL) I I ' � I I 1 FLOOR PLUG I (VERIFY LOCATION I I I W/BUILDER) vj I W I i Q 0 _ I I W I I I I e I � _ r J 0 211-011 41- 8 -411 S COME BLOCK FOUNDATION WALL ON CON FT W/ RODS:CONT PER ENG'S DETAILS I _a - I 0 • , CNI ELECTRIC At KITCHEN ISLAND L I tt a I � 0 i I I i 4" GONE SLAB W/ I 6x� Im/I(d w.w1'q. I ON 6 MIL VISQUENE I I Building DSPC. OVER GLEAN WELL IT COMPACTED 1•Eh�'1 E TREATED FILL>. RE µ I I , I I i I (` ALIGN W/CENTER DEEPEN EDGE RECESS SLAB OF SIDE DOOR cv . . ( ro AT - - . � (TYPICAL) ROWER AT = I I DETACHED a GA RAGE , I I _ - 1 = 0 CNI „: CONC i I I I SLAB ;. I 231-811 31-101, I I r I a 2 - - ----- --- -- I 'I 2 1 - � . I I I , 811 lU GONG BLOCK ATI I a , FOUND ON Wu. - ALL . . _ \-4" CON( 1 ON LONG FTG W/ B 9LA = , RODS CONT F'ER I I I _ I dD , o I . ENCS S DETAILS .- W 4 .o L � I , A ` I M (TYPICAL) 1 I M ----- ----'------ -----i �------- ----I T N Z � N L- -- - --- --- -- -- --- - o W J 1 a) PROVIDE FTG �.. W LL' AS NEEDED ANS A W FOR STEPS PL RE DRAWN IN ACCORDANCE WITH TO GRADI= o LI J ' 1 1 : U FLORIDA 5UILDING CODErr a 5th EDITION o ED N �201�� N It S I �' RE 1�ENTIAL m U) m lo 7r Lo �-- PLANS ARE WN .. Z DRAWN BASED ON .o 50 0 FINISHED FLOOR OF HOUSE BEING lo 20 ABOVE FINISHED GRADE. a v c U; W D ACTUAL HEIGHT ABOVE GRAD TO 3 W , v DETERMINED ON SITE BY BUILDER � Q PRIOR TO CONSTRUCTION. FIELD ADJUST SLA65' FLAN PLANS AS NECESSARY. Plan K1579 SCALE: 1/4" = V-O" # F_ Job # 17-1002 S ATTACHED,4C�-ISD N I1 � Crt EERS DRAWINGS DETAILS FOR FTG SIZES AN D x v v c c 00 _ - I : d+ _ 1� ++ _ _ _W 'O . 11 2 S 2 4 E rnv ; rn r 50 -5 v o Ta E v T O c_ o 0 n O c voa>mov 1_ a _ u v o— ._ fn _a> c 15 4 6 -(0 11 2 7 10 o> voo. v . c0o.- w +.•. c - a> ov_ Q Q c� 0o, TL`s O : •.+._.. N O•_.N O N .0 All 1 n u 1 n 1 n II _ n a _ u _ n a cET8� v0 � - 3 -3 3 -3 10 3 3 4 2 � � �L �3_ 0� 0 1 6 -- ---- ---- v 0= O o ----- _ �. U � o rn :noo. . 3 r- ca L_ , U L:c v o Q c a> 1 I a> c w 1� 3 � O O rs +� o c E 1 C2) 3060 SH ... (2).3060 SH v ,> �> rn �p x3 A/C PADS a o U 3 D � _U it V-0" N � rn � v v L11 (H ADS 8 0 AFF) 6 I �> _ O AFF) E 8 0 2 (HEADS � � T_ o _ 0 E+. c $ C IFY LOCATIONS �> .� VER L f a 0 I I I JJ J ; n u u i c v H v v 0 N `v x18 TRANS W/ (2) 36 xl8 TRANS R _ � _ rncy._ c E _ W/`!2) 36 RA I I li ON SITE) E a€ 0 HO v._ oo v II L 1r U 1 Y o0.«.avU,O QY (6 BETWEEN) > (6 BETWEEN) i ELECTRIC TANKLESS 3080 1 _ I EN$ARN (VERIFYON SITE) HEATER _ _ OPENNMETERLO LOCATION CAS WATER DOOR O I @ > a0 ill a0 I c4 _ P r q ; x6 WALL 2x6 WALL I' I @ 1 '2x6 Wgi LL 1 P •V. ( 1 i —1 m tt I i000 N _ 28 MEDIA 041 cc ,. CESS ——-- W 2 �✓' x6 x6 WAL<- I 2x6 x6 .� I L S IN 1�'I Z r 1 II ` I ' 3 ( 1 CEIL) T T 1 ' _ r T T ^ � I ; N r I I I — X w 4 _ 12 = I I _ W o to Q„ _X� `CNIS I II I �I I II CEIL � @ 9 2 ) 25 6 w 5 4 z 1 1 I I 11 OV _ — 1 8 2 6 2 IS) 11 10x12 FALSE .. � 0x12 FALSE cp a0 L E I I : W I I I I DECORATIVE 11 II DECORATIVE -_— 6 A�' fly( _ a RA VE IS d SOFFIT t0 PATIO p I > BEAM r s- BEAM AROUND'n I I � � CEILING INC D : tY EL R i II _ P _ I I `' _ (12 1 HT) lE 001"I PERIMETER C t I O-. I PER EER B I I V II 3 Z 10 s AFF m Lu INN I ) I ELl ( I c I L lS P EL E •Z _ tlJ: �b _ r AB Lu 18"d SOFFIT TO v 1- 3 _ _ _ z6 d SOFFIT ol CEILING AROU _ ND c>J f-- 1 IS d SOFFIT TO (J• I _ —— —— — � w +—I' _ O t0 C 1 1 I- E L NG F'ERIMETE ( TTM _ 3 - CEILING AROUND R B T'T _ r Q G T T _ FIX L ED MM i @ I I _ PERIMETER (5TTM 10 8 AFF) 1 I _ B _ I 70 8 0 AFF _ _ � x x --- — 1 FALSE - - 10x 2 F L E101-am N _ w O � I I AFF) O I N I, I .9 w DECORATIVE Ii - I I i I NG AM I H ., 1 E BE I X 9 0 CEIL AM (TY ) _ BE P L I ^ BOXED TO N —"1 I � At SHOWER VENTED WOOD I I _ ~L— �t I L z _ .. MATCH WIDTHOVER1 I d W W O _ INDO I i , 1 i , .. 1 I I II 11 II II II I 11 OF COLUMN - - - - - L 4 _ _ g �¢ 11 � PER BUILDER I I 3 6 2 8 2 2 2 6 3 15 �0 0 6 0 x @: I: . I 4 w = w STEPS TO 1 (TYPICAL) _ —�1 I i � _ iI 0 N to= _ � I _ C A5 � ., I: I RADE WN @ 2680 II I I 1 11 - NEEDED 12x12 COLUMN 26 I L 1 Q I N PKT I` I L I I I (TYPICAL) I I _ �4 (RISERS NOT ,4TNI I_ � ao o L — ——L 1 TO EXCEED (10 I 1 i II I 2680 i 11/2 EACH) - E L BARN OLu LINEN VANITY DOOR I' i I ——— — 3 CAB I : II II ojs cc N dl- 1y 3 2880 m I I I I GAS IIIA I` 1 RANGE , BARN X II fNINCrt - N Ili @ I . ° rk 10'-I" I' (STEP CEIL) I I I II I GAS RANGE w/ 1 �Q 0 Q Q ( CE I I I I 4 8 I II I U ( I VENTED HOOD - - 4 IS AND w@ 1 1 I I I I L I � rLr_ 111 10x12 FALSE Z_I = I O ^ m8x8 FALSE I ----- I �— —J_ — — w0 CO aD I tt — —— }k DECORATIVE DECORATIVE X 1 - I —— - — al SEAMS — -- — — W- BEAM ITYP) r O = - ` - - - - - TT Ttr` d r _ O a 11 r- 9 4 ----=---- --- ¢6 d SOFFIT TO m r @ I I- --I _ � lo -- ,- 11 ` CEILING IBTTM 1 ap 3 0 2'-8" _ "40 1�---- 1111 ( ,... 11 r L _ - _ 18 d SOFFIT TO I I � 8-0 FF I ; I 3 T 3 I 1 „ I � � @ @ = TYP' CEILING AROUND I 12 -1 3 I I I I o -I _I Ll _ @ LINE OF PERIMETER (BTTM CEIL i . cA _ 11 CANTILEVERED � I _ 9 -0 AFF) I I � is d-SOFFIT t0 . N I I � . ,n _ Bulldln Dept. , SECOND FLOOR I 9 P S D L E _ CEILING AROUND f � . .. 1 II I It i.. 1i I 'II 1 If 1 II .. 14 ' . 1 'I -0 2 -14 1 .2 6 -6 1 1 6 -2 6 -0 1 ABOVE �4 P1=RIMETER`(BTTM r 1 @ 101-811 AFF) r 26 80 , r _ m 3 I 1"�1 BARN OW ——— ——— EL _ N N - SU f REF o I 1 2880 I 28"d MEDIA _ @a= _ I I _ C O EN _ _ CStEP EIL) � I �> - _ �w -T— 'IY @ -N BARN C @ cp RECESS @ Z I I I @ I l I 3 ALIGN W/ CENTER I I @ B '� DOOR @ 2x6 WALL I 1 e 1 aD 1 1 A OF SIDE DOOR _ 28 --------- - :�- .:coat � — I I @ i I - �r x > I PEGS 2 680 l7 w At 1 L-- —J DETACHED I I _ T PIG I O p GARAGE ANt SHELVES, STEP AS P RY ELVE .. _ � 1 I I .10 1 N _ 1 r NEEDED I 1 1 , _ (101-111- 1 - it:. O A WALL GABS - 10-1i CEIL) (RISERS 4 L_ - --- ----- @ CES!_) 1 rJ CEIL � NOT To _ XC _ 1 E EED 1 u p 1 1 n cel 1, 1 11 _ tel' 1 � _ 8 10 �(• 6 ry � 6 2 6 0 11i211 EA) 1 _ I W,a► K 1 ; �_ I= p _ 3080 IN wZ (IV-I* BARN FIXED I I II -- — AS T _ GLASS O _ 6 r (1 1 CEIL) 1r" 7 SING _ - 1 D n W FO`t' .o l � 1 0 AFF II I 1 ,_ 3 ' - _ � i ,I BUILT IN II � El � s 0 cEiLrtc Is � 1 At SHOWuBB E IN O I ER tN AILS __JL --I 3 DR W`' PER SL 2x6 2x 1 _ n II SCALE: r 11-011 L— N _ 1 1 12"x52 I 2044 SH (2) I , F_ I D 1 „ _ u _ n - 1 ( A g 5 -8 31-61 3 13 0 — FIXED VE � D0+ N SHUTTERS II 8 0 AFF) e OFFICE/ (HEADS ( - GUARD HE L I ,u 61 3 � 1 _ SUIT '�2 � so-On AFF) ( �,- RAIL 1 ... @ 2 I II �, � t- II t x CIO 1 CEIL)` '�t 2 cq_ I 2x6 2x6 W 5 121 pII11 11(2) 12 x52 C2) 12 x52 1n p ENTRY.... FIXED FIXED = ® �3 -6 -1 SHUTTERS 1 SHUTTERS _ = 1 4 3 (HEADS 0 (HEADS 0 @ _ —- �_ 1 - LINE OF I I 8-0 AFF) 8-0 AFF) 'D w @ = x i @= 1 _ c - CAN'tILEYERED @ ' I I ENG BEAM I a0 , ( l BALCONY I 1 I - _ v (TYPICAL)ICA ) _ I P L ABOVE ---I i I ► �' ,n PLANS ARE DRAWN IN N 1 Z � N L M—— 2x6 2xb L � ACCORDANCE W ITH � co - 1 FLORIDA O I L R A BUILDING I 8 IN L C x12 COL D C� O D t2 L I 1 I 3060 � .J (TYPICAL) _. I (HEADS* 5th EDITION (2014), a .. W 8 0 ,AFF) W LL StEt's to GRADE REST NT n� I�4L . AS NEEDED I I s; fr RISERS NOT TO 0 V 1 IC 1 i AC A t�OGE ED EACH) n s _ { 6 I" Q I g 5 NOTES. .; LLJ I. 1 N (/��\J J/�� /A\ 1 - ALL EXTERIOR WALLS ARE DRAWN AT 6" \ 1� 11 '-:..11. 1 11 1_ II 1_ 11 ". SQ. FTG. TA UAT I NOMINAL To REPRESENT 2x6 STUD FRAMED 00 ro 0 3 2 3--a" 3--v 2 9 6 6 6 6 � ON WALLS. INTERIORW 11 WALLS ARE DRAWN At 4 m \ � U: 1 F NOMINAL t0 REPRESENT 2x4 STUD F �-'' ._ �_ p _ 11 FIRST FLOOR LIVING 2106 D RAINED WALLS 13 10 9 1 S (UNLESS NOTED OTHERWISE). ACTUAL SI EGOND FLOOR L I V IN 921 �, SPACING AND OF TOTAL LIVING 3021 GRADE LUMBER t0 BE USED .. � Z 11 �.... SHALL B .Q 50 5 ENTRY E DETERMINED 51' BUILDER PRIOR TO :131 ++ v` CONSTRUCTION v _ RU ON SHALL CONFORM ONF GO O RM t0 PATIO AL COVERED P L c v I1.� o )�QT 163 LOCAL BUILDING CODES. 3 O N< W COVERED BALCONY - 9 45 v DEt � ACHED GA RAGE S N TAKEN 440 FF HAS BEE EI/ERY EFFORT ALTHOUGH 2 - ATTIC ACG 11 11 p Q TO PARE THESE DRAWINGS t0 COMPLY TOTAL COVERED ; 3914 ESS TO BE 22 X30 MINIMUM (SEE 1'� F IRST F BUILDER FOR PULL-DOWN STAIR FRAMING WITH LOCAL BUILDING CODES, CONTINUOUS REQUIREMENTS). MAY QLllly� ADDITIONAL CODE CHANGES RE Plan : K1579 .. ICS AND C,�1 �/�� = I -011 DRAWINGS, ENG SERVICES,, SCALE: 3 - GARAGE-TO-HOUSE INTERIOR DOOR t0 WINGS t0 MEET ; OR CHANGES t0 THESE Qin PLANS ARE DRAWN S DON BE: f SSION OF THESE FINISHED SOLID WOOD DOOR W/ 1 MIN THICKNESS #• 17-1,002_ CODE 'COMPLIANCE. POS51E SHED FLOOR OF H BEING - OR SOLID OR HON YCOM - PLANS ACKNOWLEDGES tHAa'fi THE PURCHASER 2011 1= B CORE STEEL �►BOIIl= FINISHED E. OR,20 MINUTE FIRE-RATED HAS BEEN INFORMED OF :TP IS INFORMATION ACTUAL HEKsHT ABO GRADE t0 BE - AN ASSUMES THE RE PONSIBILITY TO (ANY DOOR CHOSEN SHALL HAVE A D p�t�RMMED ON SITE Y BUILDER VI ALL ADDITIONAL REQUIREMENTS PRIG TO CONSTRUE r FIELD ADJUST SELF-CLOSER) PROVIDE T OF LOCAL BUILDING OFFICIALS TO MEET PLANS AS NECESSAR 4 - ALL SHOWER GLASS (FIXED GLASS, COMPLIANCE. PARTITIONS E DOORS) A t RE OBE TEMPERED GLASS L SSE BUILDER FOR PRODUCT SPECS). ....:: .... r I U, C C N N rn NOTE: • E v 3 v+ v v o v o,�. .v r U cmc Via, _ 7 0 C ALTHOUGH EVERY EFFORT' HAS BEEN to ao vn > KEN !n oo moc TO PR EPARE THESE DRAWINGS TO CO MP LY Ytq .co�arn-swd.c WITH LOCAL BUILDING CODES CONTINUOUS Qwoa� -_O vvcc_� .rQV Q v�cc� -v wowv�o� ....ocn-a .,l a 0; ADDITIONAL ADD(TION4L _wOo — Q No s_ y CODE GRANGES MAY REQUIREOo , c— p n;a— v v ._ oEa,c DRAWINGS ENGINEERING SERVICES, AND vo._ 0 _' o . � CEo —wa o n vOR CHANGES t0 THESE DRAWINGS t0 MEET O .wc oc a� o0 oCODE COMPLIANCE. POSSESSION OF THESE o c . cwo o v 2N 2 PLANS ACKNOWLEDGES THAT THE PURCHASER on 2 Nmv o FO MAtiON vmmHASBEEN 1N=0ROF CHIS IE r�.Ec otvyvso 0 v 0 AND ASSUMES THE RESPONSIBILITY TO PROVIDE ALL ADDITIONALREQUIREMENTS RE REM1=NtS OFOCA _ L L BUILDING- OFFICIALS t L O MEET t999 Wells Road 1 COMPLIANCE. L E Orange 32073 I---- I r 1 I LE Rs IN OF FIRST -- FLOOR STRUCTURE —-J 1----- - --- OW (TYPICAL) W w BEL P L 1 z 1 I 1 IV-13-1 1 I u 2 - _ 1 - 4 2 2- 8 11 t 10 I Q �4 W 1 lA i I I 5 l I , x CESS FOR R � e SECOND FLOOR STRUCTURE EBUILT-INSOPEN 28 d RECESS , — , _ FOR BUILT INSCANtlLEVERS 5 BEYOND 9 PER BLDR 0 _ U f FIRST FLOOR STRUCTURE PER I R B LDER I I _ a0 , i r , z 2x6 W W Q I L IN E of FIRSTQ C9 1 1 FLOOR STRUCTURE II i CE IL) _ = BELOW (TYPICAL) N I J K �4 N 3 W 6 Cal-ill �006 6 10 ry N ,. F � m WALL Ht L U f14 � I Q- 1 I ,n u1 ao z=' II i_ 11 it —U I -if-Oil 21-411 2 6 1 _ R TIME +- DE RA ol C4GOI _Q (L FALSE.BEAM 0 x 1 SUIT 3 - , �. 't 6.IIJ �.. �. � , GUARDRAIL � 1 _I cc d•Q (VOLUME CELL) - - .HDR U (STYLE XTO BE . _ i II 4 VERIFY DEPTH SECOND Fla.. OR STRUCTURE 5 ,n SELECTED) BUllding Dept: 111 _ LU to 9 I 11 Y CANT LE VE> � ;BE C)ND 3:_l � OF HVAC CHASE _ WALL _ RECESS FOR 0REE R FIRST FLOOR STRUCTURE 1 W/ HVAC OPEN N Ht B L S O N 1 N CONTRACTOR PE OR __ TRA r PER BLDR r 2x6 . x VI �" N FOR 1 RECESSR ' _ _ - HVAC ; 3 -. _ 1 UILT INS PER - r CHAS o u N E I _ 0 N' !ll C BUILDER 3 +1 N N ck N O4 CEIL) _ N L N Q lu co 1„I :E-1 LU 1 N - z LOFT r II o to I � _ I C9 1 X U1 _ ti (Cil 1 _ z II ' I I ) _ I L �o s 1 G I ) � EL ry GUA 1 FU W til a RDRA L RR LL ATTIC (TYP) AS'NEEDED -. P � p ACCESS Z I� II r- I I Z � 70 FIT TUB 2 4 LL _Ljjf Iz INTERIOR II '. I 11'. I II I II 6 i �� I II 0 1 1- II 11 - - - 2 4 -11 n i ii 3 ro 10 S 5 2 3 8 3 8 4 2 tt 6 SCALE: 1/4 i . �0 _ PURR WALL OPEN t0 = PE ... N - _ - AS NEEDED cA 1 3@68 FOYER �t _ �0 TO PIT tU B FRENCH �4O W BEL z ... N II 2X6 x O 2 6 W II _ I N GUA / _ RD VAULT VAULT � .: . L II _ 1 2@ _ r H 30 S I 1 HANDRAIL T N (TEMPERED) N , E PERED 4/12 INT 4/12 INT II 3 _ _ 9 9 1 , ® _ r CH _ A E D ITCH ItGH _ P P II WA 1� WALLLL _ 0 r 6 8 AFF) x C4 i- 1 _�.- 5 1 Ht i 1 - Ht II 1 I II 11 .. ,. 1 I II 111 11 n n _ 21-roll i .31-811 3 � 3- 0 3 6 5 S 7 4 2 II _ 6 ol DECORATIVE _ 2 2x6 —�.1 I FALSE.BEAM _ 0 II m 2 FX 2030 FX 2030 FXD @30 D NG AM D BE P.T.P.T• WOO I I (HEAD .HEAD HE D �4 T 3068 OXER O 3 A B N GU I _ _ _ RDRA L . AFF) AFF 6 8 �) 6 S 6 s _ MATCH WIDTH FRENCH 0 (TYPICAL). MA W D _ I A 11 II N COLUMN WAL I OF L FURR L 1 _ 1 (TYPICAL) I � I NEEDED (VOLUME GEIL) _ CANTILEVER �: AS I ( II TO EFLUSH A GON 6 B L Y 3 L M At SIDE �. � � ACROSS CV -- --- ---- II INTERIOR ,ANS ,4 INtER R 1�L RED DRAWN IN .: R►4 rn 0 CV ----- --- —I— — c- 1ust ——=—— I I ACCORDANCE WITH M RD X6 xb p w FLORIDA Ui` INCA CO S LD DE ._ J 1 3050 SH 5th (TIO __ w 1D N (2014) LL COQ I ED 1 1P.T. oo ,, w 12 GO P D _ 12x COLUMN 6 s AFF) S I NT(Q (TYPICAL) �-3,4�COl�hl' GUARDRAIL R D L I , I (TYPICAL) P AL) W O V (81-11, iE HT) I 1 i Q b - o W NOTES 4 (o I�� N i i I' 1EXTERIOR ALL WALLS ARE DRAWN At 6 '^ m NOMINAL TO REPRESENT 2x6 STUD FRAMED 00 a: VJ n' li 14- Q WALLS. INTERIOR WALLS A U 1 It 1 d 11 1.. 11 1 II AL ER R LL RE DRAWN AT 4 m ii 10 3 0 31-011 2-7-B 6 11 6 if 6 0r NOMIN t0 REPRESENT 2x4 STUD M A AL REPRE EN D FRA EDW LLS I"- i tUNLESS NOTED OTHERWISE). ,ACTUAL SIZE u i Z 1 SPACING AND G OF UM TO cJ' V 11 _ 13 -10 RADE LUMBER BE USED 10 -0 18 'i SHA t I Y .n a� LL BE ERM NED B BUILDER PRIOR t0 +r I � Q . I CONSTRUCTION AN SHA C) v D LL CONFORM TO ALL c v W _l 1 IL 1 11 - 3 V) W 11.2 5 � 9 "1 LOCAL BUILDING; GORES. v 11 II Q 2 ATTIC ACCESS TO BE 22"X30" MINIMUM CS 52 I EE t— BUILDER FOR PULL-DOWN STAIR FRAM( NG QUI M NtS). RE RE E Plan K1579 5 9 3 GA TO . RAGE HOUSE INTERIOR 00 TO DOOR. BE Job — 1Z 100 _ 2 SOLID woo 0o w s L D D / 1 MIN`THICKN S DOOR E _ _. FOOC 2� ��4C UN I TS I �4TT I C �SECOND ,�N R, SOLID OR HONEYCOMB GORE STEEL ,. O 20-MINUTE FIRE-RATED I �� 1 11 TRUSSES C W D� �GING�� R, E 1/4 = 1 -0 SC,aI � ZANY DO CHOSEN H OR E SHALL HAVE A OVSECONDFLOOR SELF-CLOSER) 4 ALL SHOWER GLASS (FIXED GLASS A ITI t PARTITIONS DOORS) A TO TEMPERED RE BE E PERED . ASS (SEE U L .SEE BUILDER FOR PRODUCT SPECS). i I i _ U U C � ai v E w+ ; p o a ., c p _ c, _ NOTE.. ,, _ c+ c�� oc�, d 3 p ,c a� a�_ _ ov oc+c2m O__._. ,cc , m0cop' .._30%LTHOUCH EVERY EFFORT HAS BEEN TAKEN oENCROOF TRUSSES � � �aoo TO PREPARE THESE DRAWINGS t0 COMPLY o _ f. ow _ n O vPER MANUFACTURER o 0 co ,�WITH LOCAL BUILDING CODES CONTINUOUS »- v._c vc.. :.(tYPICAL) _ Q p. ENCAttIIC TRUSSES CODE CHANCES MAYREQUIRE ADDITIONAL E... � - � � . : 0 c ; �ca c aoQw/ DECKING PER TRUSS DRAWINGS ENGINEERINGSERVICES AND MANUFACTURER OR CHANGES t0 THESE DRAWINGS TO MEET Oc a m.ou Ey.pCODE COMPLIANCE. POSSESSION OF THESE 0 �� -0.0= oPLANS ACKNOWLEDGES THAT THE PURCHASER � v d � E c EHASBEEN INFOREDOFTHIS INFORMATION1ON o._�._ �o v O Y— IE ao rd _12 AND ASSUMES THE RESPONSIBILITY PONSIBILITY TO PROVIDE ALL ADDITIONAL D NAL REQUIREMENTS REMEN S1999 Wells Road OF LOCAL ; BUILDING LD G OFFICIALS t0 "MEET ATT 1G C OMPL IANCE. Orange Park, FL (UNFINISHED) TO FAG ------ OF GABLE I 1 I , HVAC I • A HVAC 1 «I �1 12 1 .,-r.,.....-. .. ENG ROOF TRUSSES -, E : W F , _ it LU PER MANUFACTURER 3 D 9 1 E HT = — — z GALYALUME 8 1 tE 1-1 METAL ROOF At (.7 BALCONY PEEL t STICK ENG ROOF TRUSSES Q ENCS BEAM V) RECESS FOR 2x OVER-FRAMING YER FRAMINCs ROOF SHEATHING PER MANUFACTURER R BOXED TO _ BUILT- PER 1 12 _ EXTERIOR PER ENG'S DETAILS W MATCH WIDTH - 1 (TYPICAL) ' 2 0 _ BUILDER 12x12 COLUMN I II WALL CTYP) _ 2 0 OVER-HANG Q 3 G OF COLUMN �► � (TYPICAL) � o HURRICANE r A U E NCHOR AT EACH MEMBER P.T. WOOD 12 I GUA RAIL' S ENG BEAM PER ENG DETAILS J i MINIMIZE 1 .1 _ OYER-HANG Siz HEEL IN TRUSS i PIN FL OR _ o - - - - At WINDOW � — (t S5 MANUFACTURER _ crypt >n o ^ RU GALV SAYE DRIP nlld' - - _ V J VERIFY) n ' _ F- TO 1 vER IN ROOF CEMENt , _ , 10 1 IE HT _ � 1 �I _ _ _ _ t o 10 1 � HT' ao W/ EL SLICK -_ PE o �I �/� 'z 1 0x1 8 d SOFFIT T 2 DECORATIVE O VE A OYE L PPED R i ' 1 � _ VJ 71 FALSE AM CTY ) CEILING 6 SE P D W t l TTM �— PERIMETER 5/4 x2 FURRING � � s G ENCS BE r 1. " lT A - 45 6 FLOOR TRUSSES 10. 8 AFF) l E 0 1 6 t G CEILING x Ixb ttG DECKING t PER MANUFACTURER Q 2x10 P.T.DECK I I 2x6 TRIM joists BR ICK r PER _ 2x8 RARER TAIL` II I .. NG TAILS VENEER - E DE ' _ (n SCABBED t0 _ D IN INCA 1x12 TRIM P ._ � 0 I _ - EACH TRUSS _' p00� � W I` _ .. . . ENG BEAM BOXED TO 4 CON( SLAB W/ 0 0 _ L B 2x BLOCKING/BL __xx i r W , MATCH WI DTH OF COLUMN 6x6 10.10 W.W.M. D 13IRD-STOP SLOPE FOR I i B RD OP DRAINAGE FO�I' R I 1- ON 6 MIL VISG'QUENE OVER GLEAN WELL 1x12 TRIM xb I 11 I II I r , 2 FRIEZE vs /t-0 I 'i COMPACTED, t IT TERMITE IF1x2 O TREATED FILL OVER 1x12 't RIM 4 CONIC I I 1x4 TRIM SLAB 12x12 COLUMN FIN FL OR - �_=- --- FIN FLOOR _ - - - - _ — E — — — — — - - - 1 — II — I— — 1 —II — II — - - - - - - - - -- , , , - - - - - - - - - - - I I I I II I III ._ - - - --- - - - , . ,. I IL-11t� II I I I I III.... ... ,a I I — — —; II I -- — II II I I _ — — — — — —111 III I I I I — — — — — — II II III II II — IIII IIIII III III III III III I I O — 1111 III _ — _ - - s � IIIII III 111 I III_ Ji _ i � �� — _ — — -.. —_ — - - — I—I — —II III : ,il II _ � — — — — -FIN G - — — — _DE III III III _ At1oN ht— — III I I FOUNQ ALLI I_ _ I. I I I_I I I III III FIN GRADE — — — — - — — _I ,— — — — - ON GONG Ftr.�`PER I I � III III II II III - - - - - - — II—III— II- - I I_I _ A1G'S DETAILS — — — — Phone: E !I — — — - - III—III— ' 111-1 I I-1 1— (TYPICAL) III III II III ` 9 STfqw% CTURAL SECTION 1 e Building Dept: SG,4 1/�• i ,a LE , 11 u r -LU 11 TREAD 119) RIS t't I ERS % EACH ( 1 � RUNS 's 10" EACH I"NOSING T II READS 11 EACH \ / (W1 V NOSING) - RUN / � t EAD i i TY f S UN/T I SLOPE FOR DRAINAGE 3 ii 0 GUARD/ HANDRAIL 11 II 4 CON( SLAB 36 3 2 II bO BASE TRIM FIN FLOOR BRICK BORDER OF HOUSE ICK VENEER3 S 3 8 1 - II . _ LL 11l 0 4 GUARD/ 1 1 G RD rldD w= VI W - - CsUARD d . . 19WVIDE WEEP-HOLES cp w _ HANDRAIL yjr K1 d RAIL I � 36 I � f'f r FINISHED GRADE _rl��rrlr�r—m � .. . :. it 8 CONIC BLOCK III. 11.1 ...111 In FOUNDATION WALL — — ,_ ,� —1�1-1�1 —11 8 0 ICEIL W/ CELLS FILLED d 4 AT SHOWER Q � �,� co I i 1_111-111„ e _ . SOLID PER ENG'S _ _ � w — — - 9 DETAILS d m r w n, — w _I Gu ao 0 VERTICAL RODS I - I �- _ — Q li = e E� p _ e 1 1 _ IK FINISH T N _ c >, .- I I III III I I w STORAGE _ b HAND �� co PER ENG'S DETAILS I ,� � (� --tt UJ_ o _ ui z �.�..� �- - -- !2,p � UNDER STAIRS W/ �r RAIL x , � a CON( FtCx W/ RODS. , _ .« N rn .,. - � � .B � REC�sS SLAB co � > e a .. CONT PER ENG'S DETAILS � r pi �, � Q . —111-111—I . ' d q I I III — _ _ — ro" T 8140WER W — — — — — — — — a0 ER — —III—III— .. Uj — III—III—III—III—III— . III 111 III - - - - - , � . - — — —III—III—III— III III III III — _ cn U II-111-111.-1II _ z � Gu` Q t'iPiB 0 O 0� RA �,, z N it COvERED SIO co w STAI SECTION 3 STAIRSECTION 2 _SEGTIOMm � _ U oC SG,4LE. V 1 0 SG,4LE. 1/�• 1 0 _ _ .. = Z SCALE: 3/� - 1a; p v — QQ W J1 o UjQ GUARDRAIL AND HANDRAIL RD�4 L ,4�1D . NOTA. IR Plan K1579 ST TS sHowN STYLES TO 8E DETERMINED ALL STRUCTURAL COMPONENTS Job MAY VARY DUE t0 ENGINEERING l5 I ERS` �� _ �_ �� N 17.... 1002 - REQUIREMENTS. SEE ATTACHED EE SLI Ll� SG,4l�E. i/� 1 0 ENGINEERING SPECS FOR ACTUAL COMPONENTS TO BE USED. ENG ROOF TRUSSES 2xFRAMED PER MANUFACTURER EXTERIOR.WALL PER TYPICAL T m cn CxALV4LUME WALL SECTION - s•� c �- N N METAL ROOF Uto Ecv0 'ca 12 FEEL STICK O o E' c> �_•- t� OU a..o, Tos _> .�o to :: ... ......... 2 0 . I _ —. .O. c dc o cmmoov ROOF SHEATHING �_5 c c 16 ENG F 00 TRUSS oo Q C v zoq v.0 Q _s qa_q) PER MANUFACTURER tURER Otq O o =21-011 1 0 OVERHANG oo 0 0 Ocao CO o c LAP SIDING u 0 c „ EHURRICANE RD cc a I 2 F m a o c +. 0 _ : r. ....... _ AT EACH MEM5ER _ q 2 E. L� c d SPRAY FOPER ENGiS DETAILS HOUSE-WRAP mcE o av c c w0 5 INSULATION Z. WALL SHEATHING ......,.... 2x8 RAFTER TAIL #c .—x. � r 1 = / SCABBED 70 8 HEEL IN TRUSS E.... ......... z \ .,' (TRUSS MAN.UFACTURER _ ...... ............. . EACH TRUSS GALV FLASHING ING HOUSE-WRAP VERIFY) _ \\ %7:7.% ...7. ` . . .. ,n LAPPED OVER >:.. I GALV EAVE DRIP 2x8-TRIM IN ROOF CEMENT ' I ' 1 .: 1/2 G.W$. t SLICK. 1x6 E ' 4W/ PEEL . .. _T G DECKING rr (WALLS E CEIL) V LAPPED OVER I OVER PLYWOOD 2x FRAMEDSH li ATHIN I E G Cc II II _ (2) 2x6 TOP fiE �_ 3 5/4 x2/ FURRING EXTERIOR WALL ,.. ., a RR g A5 TYPICAL 4 NAI LERS i uJ, LU PER P L / Fri 3 2 1x6 TEG DECKING WALL SECTION Z Ix4 FRIEZE FRAMING R HEADER RA G 2x OCKIN / NGS DETAILS BL G PERE DE L t -STO DEGOTvATIVE CO AT I fir' B RD P 11 it11511 .; .� BRACKET B /� II II f t t INTERIOR IM ��//R �Vl\ B UILDER 2x6 FRIEZEPER n u SCALE: 3/4 - - _ SOLDIER COURSE LE 1 0_ HARD( lAP SIDING W WINDOW UNIT D PER MANUFACTURER'S SPE GGALV FLASHING BRICK VENEER ( W/ HOUSE RAP-LJ ' J I LAPPED OVER V-0"01i GANtI LEVER J 2x6 TRIM O I _ ENG ROOF RU T SSEScn �I t ( I. H ��1 j 1 1 PER..MANUFACTURER RSR 11 E Pm I GA VA U ME . 4 VJ Z METALROOF INTERIOR TRIM FLOORt t Lu BUILDER PEEL _ e STICK SG,4 LE 3/4n - V-011 2x6 STUDS (SPACING UI IN CODE) ROOF SH PER BLD G DE R ACHING E _ (n 2 0 II OVER-HANG R-13 INSULATION 2' 0 - O -HANG E LL NG ROOF TRUSSES W 2x St W/ PERMANUFACTURER 2x6` OTTOM RHURR(CAN ANCHOR 2x6 APRON ........ ... . D .., __W AT EACH MEMBER 12 GA VALU1E$PRAYFOAM PER ENGiB DETAILS BASE TRIM PER ..... BUILDER METAL ROOFINSULATION i ::..... 2x4 NAILER . EEL .STICK P i/ ,1 .,•:.:..:.:..... ................... 3/4 LEG PLYWOOD ' _ _ • 61/2" HEEL IN TRUSS �r_ ........ ................... HARD( LAP SIDINGS 12 , L --•------ FLOORING MANUFACTURER ......... .... (TRUSS _ V A DRIP _ _ _..... ...... .... GAL E VE ROOF SHEATHING TO VERIFY) r ...... ...., .... _ IN ROOF GEMENT HOUSE WRAP V-0" W/ PEEL E STICK 16" NG FLOOR TRUSS 11 PER MANUFACTURER ......... 2 0 OVER-HANG �, .: .. .. LAPPED OVER WALL SHEATHING 1 - . HURRICANEANCHOR \ 3 .._.... ... ..... 1 / n ._ F 5/�F x2 FURRING 5 (ANTI At CANTILEVER At �n1 L._.-.-.:................... ...,.... ... EACH M MB ER (2) 2x6 45 FLOOR SYSTEM SPRAY PER EN DETAILS t0P fE 1x6 t4G DECKING � a (NSU At10N • `�-.:•... ......... 1 O \ 2x8 RAFTER TAIL . ......... 2x6 RAFTER TAIL � 8 zHE L IN TRB .:•:.. . SGABRED TOSCABBED TO u (TRUSS MANUFACTUREREACH TRUSS EACH TRUSS N Q _ aD ::.........GALV FLASHING to VERIFY) ............,... - ulidln Dept: 2x BLOCGING/ w/ HOUSE-WRAP 2x4 NAILER BIRD— STOP Z r LAPPED,OVER 1 6 GALVA L E YE.DRP - 2x10 TRIM IN R001 CEMENT t1x6 FRIEZE I/2iG.W2x4 FRAMESOFFIT 1/21 . W/ PEEL ESTICK W/ I/2�� G.W B. (WALLS E CE IL) (WALLSEL ( ) SOLDIER COURSE . LAPPED OVER , 11 (2)2x6 LOP tE (2) 2x6 5/�11x2 TOP lE .1 �_ 3/a FURRING 1/2 G.W B. 5 (WALLS E GEIL) ' ,. _. REAPER FRAMING HEADER FRAMING 1x6 TE G DECKING ENG S DETAILS PER ENG S DETAILS PER x 2x BI.00KIWs/ : INTERIOR TRIMINTERIOR TRIMfM B RDSTO P t . PER UILDE UI E B R PER B LDER lx6 i FRIEZE F FR EZE x6 FRIEZE . WINDOW UNIT .PER SOLDIER COURSE WINDOW UNIT PER SOLDIER COURSE SPECS -: R S GS MANUFACTURERS SPECS MANUFACTURE PE _ BRICK VENEER BRICK VENEER SOLD( ON SO �- ER COURSE RS SOLDIER COURSE ON LINTEL OVER WINDOW LINTEL OVER WINDOW Ri GALV FLASHING L L OVER GALV L .FLASHING OVER _ _ _ LINTEL W/HOUSE .WRAP � < LINTEL W/ HOUSE-WRAP P O LAPPED OVER LAPPED PPED OVE R (='ROVIDE WEEP-HOLES (PROVIDE WEEP HOLES OVER FLASHING) OVER FL ASHING) `r 0 0 x INTERIOR IM INTERIOR TRIM NC ER R TR >s PER BUILDER PER B UI D L ER 2x6 SCUDS (SPACING 2x6 STUDS (SPACING 2x6 STUDS (SPACING � PER BUILDING CODE) PER BUILDING CODE PER BUILDING CODE). BRICK ROWLOCK -- — BRICK ROWLOCK I (SLOPE =0R RUNOFF) (SLOPE FOR RUN-OFF) R-13 INSULATION R-13 INSULATION R-13 INSULATION GAt_Y FLASHING W/ L GALV FLASHING k1/ - : CONI RIGID CONT RIGID HOUSE-WRAP LAPPED CONT RIGID HOUSE-WRAP LAPPED ED CONNECTOR PER CONNECTOR PER CONNECTOR PER OVER (PROVIDE WEEP- OVER (PROVIDE VEEP— ENCS DETAILS ENG1S DETAILS HOLES OVER FLASHING) EN 1S DETAILS HOLES OVER FLASHING) 2xraP.T. SO . 2x6 P.T. SOLE lE 2x6 P.T. SOLE IE P LE fE BRICK VENEER RCK VENEER BRICK VENEER BAS= TRIM PER EASE TIM PER WBASE TRIM PER M BU LDER PROVIDE WALL TEES BUILDER PROVIDE ALLtl s BUILDER PROVIDE _ U ( 32O.C.OCHORIZONTAL 321OG. HORIZONTAL 32O.G. HORIZONTAL :. N 11 E 16 O.G. VERTICAL 4 CON(SA 4 GONG SLAB W/ < 16 O.G. VERTICAL � CON( SLAB W/ SLA5 W/ E 16O.C. VERTICAL 0 N 6x6 10/10.W.WM. 6x610/10 W.W.M. 6x6 10/10 W.W.M. , v, Z AIR-SPACE - AIR SPACE ON 6 MIL VISQUENE C�N'b MIL YISQUENE AIR $PACE ON 6 MIL YISQUENEO W OVER CLEAN, WELL OVER GLEAN, WELLOVER GLEAN, WELL HOUSE-WRAP COMPACTED TERMITEHOUSE-WRAP COMPACTED TERMITE TE HOUSE-WRAP TRMITE •> J � W LL '. TREATED FILL TREATED FILL TREATED FILL —\ SHEATHING U-1 .. - , ALL SHE G WALL SHEATHING _ WALL.SHEATHING -HO S PROVIDE WEEP HOLESHI A v PROVIDE WEEP-HOLES O PROVIDE WEEP LE ,. ,. - PR DE EEP OLES Uj U) U - - _ III III I I III III . III III III III .III ,. -I:I I—III—III—III III04 : ° II 1 I II CO I — _I — — II, III II III III it II III III II — — — — — — — FINISHED GRADE — — — I I III III I I� FINISH �o — — — — FINISHED GRADE ED GRADE _ (n 11 8 GONG BLOCK I S CONG OGK I — — — III IIIII III BL II IiI III �- 8 coNc B!_ocK I I III III Q FOUNDATION WALL — — FOUNDATION WALL — — — m WALL — — — —I ! I_I I I—III _III—III—III FOUNDATION ALL _III—III—I L — — — � � — — W/ CELLS FILLED = = W/ CELLS FILLED — — -- S FILLED — — — I — F-- wi GI=LL LLE — _ _ I III III ! I III II III III 1 � � � —� � iIII—I 11—I III—III r SOI N 'S SOLID.PER ENG S I I III , . SOLID PER ENCS S L D PER E G ,. -. :- DETAILS DETAILS DETAILS — — — 11 I—III— II— — — II v _ I_III— —1 _ III II III I I - - III . _ I I 1-1 1I I — _ II III I — - - - - I I � U -_ W .J III III I — _ VERTICAL RODS VERTICAL RODS _ _ TICAL RODS —� I a — YER - — — - a N W ; NOTE: e III III L __ =1 I I_ I I . . ILII. .:. I I_I I I H I III 1 I PER �s DETAILS �,. -. :- a � ��—� � � � ��— PER ENG s DETAILS ° ,. PER ENG S DETAILS ° $, - a � � �—� ,�—� � �_— a s � 4: .°. e. d iii—i i —iii— �. - ti • IIL — — — GONG Ft W/ RODS S — — II R D ., , I O S Q' HAS BEEN TAKEN GONG FCC; W/ R D - GONG FT W/ RODS Y EFFORT . . tH061CzH EVERI — — — — — —' — — — — • — AL — — — -. — —1 , III III — - -� III III II '1- — — ° < — CONT PER ENG S TAI S III I I ( 11 — - - I III III T NGs DETAILS DE L - - a < I I I c I I i t0 COMPLY III III I I a < _ _ CON PERE , WINGS P — — a .. °a. ,_a - I ad. .. a — "CONT PER ENC:S DETAILS TO PREPARE THESE DRA a. —I — . — — I — — — .II III il . III — — III—I - - — I III _ _ II III _ � III _ CODES CONTINUOUS OCA UILDINGi — — — — — — — — I — — — I I WITH. LOCAL B — I - I — — — — I III 11 111 111 11 111 111 — — — — _ - 1 _ _ I I 111 1 _ — — — _ II III 111 111 111 _ I 1111 — I III (TION — I I I III A L I III — _ _ _ — - QUIRE DD III II _ _ MA1' RE — — I Plan... K157,9 CODE CHANGES — — I I — — — I I — — — — — — — — 11.1 II 111. III III II III — - — 1 — III 1.11 AN _ _ I III III II Ic s D _ I � I II s E — I — 1NG ERY _ III III II - - - - �— `IN III III III I _ , DRAWINGS, ENGINEERING III - -TO MEET i I . INS EE I II � _ — - w G — - . 111 111 II I III I Job - t�+ DRAWINGS 17 1002 OR CHANGES TO E5� rsI i I I— — 1 III III I I 1 I I I I III II COPE ':COMPLIANCE. D POSSESSION 01= THESE NOT PL ..ANS AGKNOWLEDCx" THAT THE PURCHASER 1 A STRUCTURAL OF THIS INFORMATION ALL RU URA COMPONENTS SH HAS BEE N INFORMED � LOWN t t O � TYPICAL �' 1 STORy AND ASSUMES THE RESPONSIBIL ITY TO �� MAY VARY DUE 70 ENGINEERING I REQUIRE EPROV DEALL ADDITIONAL REQUIEMENSM N t S. SEE ATTACHED TO MEET ENGINEERING SPECS FOR ACTUALOF LOCAL BUILDIN� Od1GIA S WALL SECTION I COMPLIANCWALL SECTION WALL SECTIONCOMPONENTS t0 BE USED. - , SCALE: 3/4n 1 _0n SCALE: - K04 SCALE: 3/4u i On I . I I - U U GA VA UM L L E c ,c METAL Ro 01= 1 4 1 _�1GABLE OVER HANG ,- 0 . ,_. —fAPEEL STICK 0 w 0 E mv3 v+ t GALV EAYE DRIP, c ROOF'SHEATH t v T v 00 3 IN ROOF CEMENT °=.= 7,r -� U c� U c ,T T3 7 Ttr v7� E L 0 = N � N W/ PEEL. SLICK o.> o o vn v ,. p1 ,., o >V- o N ° ,— u m LAPPI=D OVER •_ �� a�oo$ v .... coo = a � � ao- a =� v° L.,_ _ O �-- 3/ V. 5/4 x2 4 FURRING _ ° o•� = v c� em.3 g v oV ._ t aV ................ . _ •- &! . - o m ........................... . 4 _rS o 3 0o rn .,__.___•-... . .................--_............... .. 1x6 T G DECKING � o m ° c � � c m9 c o 0 . �. ..... OO_ 00 c V t........... I it a. 2X8 LOOKOUT 24 O.C. p 1_ q O ..... .. I }� E+. 2vc.l., a my Npvo — mcd c E ° Q+ y E n •>v .... . ..... �......... .. � 2x BLOCKING / I - � �.�..x ..._... ,.......... . L B RD SLOP ....... ...... ......... E R RU E 2x6 FRIEZE MANUFACTURER ,...... ......... PER ,........... . ....::.. NG -ROOF TRUSSES _........ ......... A VA UM r............ . G L L E HA I A SIDING 12 RD L P D NICs , .......... ........ METAL ROOF' , PER MANUFACTURER. SPRAY FOAM .......... .. I OUSE WRAP -� GA VA UM *.7.7. a >_ L E t INSULATION 1.......... .. I PEEL STICK METAL ROOF _ /... WA SHEATHING' % fA ROOF: t OOF SHEATHING ENG R TRUSSES F PEEL STICK SPRAT FOA .... ..... PER MANUFACTURER 1 ............. . GALV FLASHING t ............. .. .......... . , _.......... .. ROOF SH ATHIN INSULATION COUNTER E 1.... ..... N ER FLASHINCx .. ..... PER FLASHING 3 NG OF TRUSSES ..... ..... � ': DETAILS 0 ..... z 3 0 OYER HANG 3 -0 O - MANUFACTURER ..... .. . I OVER-HANG PER ... ( . . . HURRICANE ANCHOR ............ . ... .... RR E OR 1 HURRICANEANCHOR R � AT EACH MEMBER :........... . r AT EACs-1>MI=MBER ........... , 1 r NGSDETAILS PERE .... PER ENG'S DETAILS - - _ �7 3 II 1211 HEEL IN 5 >,_ 12 HEELU L (N TRU$S __ .. L TRUSS (TRUSS MANUFACTURER _ II (TRUSS tU 7 _ 1/2 G.W.B. RER TRU S M,4NUFAC RER I/2 .B _ A ( _ GALV E YE DRP - GALV EAVE DRIP _ - t0 _ _ �_� , t VERIFY) ( C TO VERIFY) WALLS CEIL) (WALLS t CEIL) R N a N LL IN ROOF C CEMENT R E — 1N ROOF CEMENT EMENt J W/ PEEL STICK 4 '.(2) 2X6 TOP 1'E W/ PEEL STICK (2) 2x6 TOP 1E - � LAPPED OYER LAPPED PPED OYER J : 1 3 11 1 1 " n 5/4 x2 FURRING 3 \ /i ' RR 4 f / —J 5/4 x2 FU I T< 1x6. TSG CEILING _. a RR NG bc6 G CEILING INCs 45- I 45 Q I T.f DECKING 1x6 T G DE G 1x � 2x6 TRIM : 2x6 TRIM 6 T G DECKING , V°J F- 2x8 RAFTER TAIL RA 2x8 Et TAI 1x10 T RAFTER L 1x1 RIM r 0 K TRIM TO : SCABBED O SCABBED t0 , B ED z EACH TRUSS EACH TRUSS S5 1x12 1x12 TRIM RU TRIM W 2x I / BL OCK NG 2x OC , I BL .KING/ 1x2 1x2 TRIM TRIM OVER - M OYER _ 0 BI St RD OP 1 St B RD OP I 1x4. , 1x4 TRIM TRIM: Q:. 2x8 FRIEZE I �2 2x8.FRIEZEk -. 1x12 TRIM : R � 1x12 TRIM . W ENG B AM 0 E B XED � NG AM X +- E BE BOXED _ _ 70 MATCH'WIDTH TH - D _ _ TO MATCH WIDTH - _ HA - H,4RDi A SIDING D _ RDI LAP SIDING L P D 1 +� OF COLUMN � OF COLUMN m - — HOUSE- — E W -: W RAP HOUSE-WRAP aD' a► : WALL SHEATHING WALL SHEATHING : : 12x12 COLUMN : QALY FLASHING v LAS G GAL SHINCs F A LF.T. P. WOOD GUARDRAIL `. P.T. WOOD GUARDRAIL : W/ HOUSE W W/ W E RAP HODS P E RA C : l x12 COLUMN SEE GUARDRAIL DETAILS) (SEE GUARDRAIL DETAILS) , RA L DE L LAPPED OVER LAPPED OVER _ I • X8 BASE'TRIM 1x8 BASE TRIM HURRICANE ANCHOR 11 5/4"X6 DECKING 5/4 x6 DECKING ' FIN AT EACH MEMBER FIN R ENG'S DETAILS —HURRICANE ANCHOR FLR PER DE L s ! 2x10 P.T. CK JOISTS FLR' I 2x10 P.T. DECK JOISTS DE AT EACH MEMBER OF of Building Dept. PER ENG'S DETAILS PER ENG15 DETAILS HOUS PER ENG'S DETAILS HOUSE v fK w O O ft- Jun O : -► f- Q- iL_ V � V : N DECORATIVE CUT l'1 N Q '� d cr)LU DECORATIVE CUT END Z LL ; Z 111 , Z _ _ N AM ENG BE ENG AM it .� BE 1211 �p f2)` 0 _ 11 2x10 P.T.PtHAILERSF 12 (2) 2x10 P.T.NAILERS AC' TILEVER At I ; GALV FLASHING t ' t BEAM , GALV FLASHING 6x6 : 1x6 t .1x6 TRIM O RIM O OVER OVER I : .. 2x4 2X4"NAILER LER LER : I . : n 1x2 TRIM 4 R OVER SOLDIER COU SOLDIER COURSE - RSE + cD 1x4 TRIM )x bc2 TRIM OVER 12x12 COLUMN N4 TRIM aD 1 rn DECORATIVE 5RA : -i C T C N +- z z z z .. : : : : : : � BRICK VENEER = BRICK VENEER _ (PROVIDEWALL TIES u� _ (PROVIDE WALL TIES in _ 32 O.C.HORIZONTAL 32 O.C. HORIZONTAL 0 0 0 N II _ 2x6 STUDS (SPACING II _ 2x6:SCUDS (SPACING t 16 O.G. VERTICAL) � < 16 O.C. VERTICAL) •. PER BUILDING CODE) PER BUILDING CODE) AI - ! AIR-:SPA( • A ` AIR-SPACE E R-13 INSULATION R-13 INSULATION I MOUSE-WRAP HOUSE-WRAP WRAP WRAP, - ,.. - CONT RIGID CONT RIGID C7`NECTOR PER WALL SHEATHING CONNECTOR PER WALL SHEATHING ' ENG'S DETAILS ENG'S DETAILS : : 2x6 P.T. SOLE fP_ 2x6 P.T.SOLE tl? L ; BASE TRIM PER SASE TRIM PER : W UI M BUILDER B LDER =h : V M SL FOR 11 SLOPE FOR 1 1 OPE R PE R 4 CONIC SLAB W/ SLAB W/ L B � N 4 CON(. LAB i DRAINAGERAINAGE 6x6 10/10 W.W.M. 6x6 10/10 W.W.M.WW 12x12 COLUMN 11 II ON 6 MIL VISQUENE II 11 c ON 6 MIL VISQUENE 1/8 / 1 -0 I/8 / I -0 CO OVER CLEAN. WELL ;. OVER CLEAN WELL o W ixs SASE TRIM COMPACTED TERMITE 1x8 BASE TRIM — COMPACTED, TERMITE _I P FIN FIN > EXPANSION JOINT EXPANSION JOINT AT FILL TREATED FILL (D W 1_l_ TREATED FLR ICK FLR BR BORDER BRICK BORDER w i OF OF W .. 4 CONIC SLAB _4 CONIC SLAB V J Hous' HousE ,; Z BRICK VENEER BRICK VE O - - a a . . rr PROVIDE WEEP-HOLES — <. _ =rrr=rr7=err=rrr=r a . . d .. . � PROVIDE -rrr-Trr=lrr-rrr rrr . . . .. • : e <. - - � . .. •. . . PRO DE WEEP-HOLES. _ — _ — a II I I_I I I_I I I-1 I-11 III III _ _ 04 Uj — — —III— — — — — — — — — - - III 1I I FINISHED GRADE - _ - T T � m -- — � � — — — — — — — = — III III LIL . ,� T — — — — — — — — FINISH III III III d 'ff�fl �T� 11T Tf� �TI� i7T Tf1 �T� 11T T>I . — — d _ f1 �Tf i1T Tff �T� i1T .�1 �,� PT T� �D �rzaDE M 11 — — — — — — — — = � s GONG BLOCK !— — - — — — — — I — 8 CONIC BLOCK I— — � BL I _ _ I —III—I - - - - - - _ a _ - - ( -111-111- - - - - - I — a � — — I—r, I II III. III .11.1..... 11.1 III 11..1.. .1.1.1 a III III III .: —r, I III III Ill lil ISI I ,I III d- III III II _ - - - — - - — _ _ , _ , . — ( FOUNDATION WALL _ � FOUNDATION — — __ — — , I � — - - II III II ill— I, _ — II LII LII III II ILI LII III III_ I1 _ _ I II ILS. : .III I I Ii � �, , - - _ TURNED EDGE - - - - _ TUNED EDGE - - -, t - - FILL - W/ CELLS FILLED - _ > . W/ CELLS - - - - - - - - - I - 1 ' - II _ _ - -,11 - -- - — III I II I 1 1 _ . .IIS — E— III—III II II III ,: I 111 � 1 � � � 1 ILI III III ILI . III . . II II I �1 111 I � 1 1 � 1 � IIL. I 11 III � — — — — — — — — — — SOLID PER ENG 5 — -- — — — —: — .,—, — I SOL ID PI=R EN S I III III III L I III-111-1 I I—III III—III I I 1-111—{, �—I 11— — — III I ILL III III LII III III _ — _ DETAILS II 2 z i DETAILS _ I1 i 1. - - - - - - - - - - = - . - I - - - - - _ — IMI III II _ II—III—.IIL. III III ILI .... . III III LI. III 111 III ►il III II . III LII III . III 111=1 II III 111 III 1II III III I� II I — _ I ILI I _ _. ._ , _ — III III III III �. 1I I_I I I=1 L I_I VERTICAL RODS I I— - : I i_I I I—III— — — — , —. I— _III—III—III—_ _ _ —I LI_I 1111 I . III - III III III LII � � 1 VERTICAL ROD I I-1 , . , I III III III III—III—I I I_I c v W YER - - � - a - - - - T a — — — — — — PER ENG'S - — — — — — — — — — — 3 U? W NOTE: 5 ILS •- . — — — I I_ I I I III— — _ • . I I _III-11 I-1 I ILI-11 I— — I I—III III— — — — . . .. . I PER ENG DE III—III III ,I III III-1 I II . _ _ I�I ,I III I i I ,III � . d —III-11 I—I — I I — G ROD -III-1I < I— — I I1 — _ a i l—III I I IIL. III . . _ _ — _ I III I I : I I I , .. . CONI ATG W/ RODS lil II — - — — TAKEN � -1 I - - - - � Q 'f EFFORT WAS BEEN 1 < . .. I G ALTHOUGH EVER • : . .. da I — — .,. — — CONT PER ENG S DETAILS ,. - CONT PER G III I I—ILI—I I I III III REN s DETAILS k- SE DRAWINGS To COMPLY I—III _ I I III TO PREPARE THE — — — — S; CONT II _ I I I I — — — — - — — — — - III WITH LOCAL BUILDING CODE — — , i — — — - I , _ — _ III III III I II ILI 111 111 LII - - - - I - REQUIRE ADDITIONAL I IM II. III III III III III _ I . III III III III III Co E CHANG#55 MAY RE I . II D I — —� � 1—, ,1— — —� � �—� � 11� ,��—; —;; ,—� � 1— — — — —� � 1-1� � Plan K1579 � III_ ! I � -I 1111-11! I I_ ' 1—I I I I—I! I � �� # DRAWINGS, GINEERING SERVICES, AND I :THESE DRAWINGS TO MEET T� Job � CHANGES oRSS POSSESSION OF THESE # 17-1,002 CODE COMPLIANCE. PO E a PLANS.,4GKNOI�LEDGE 5 THAT THE PURCHASER NOT ED OF THIS INFORMATION HAS EN INFORM � SEC TION I,�( / ALL STRUCTURALCOM • BEENTR i�L THE RESPONSIBILITY t0 PONENTS SHOWN AND ASSUME MAY VARY DUE t0 ENGINEERING I ADDITIONAL REQUIREMENTS w ER G ADO PROVIDE ALlL REQUIREMENTS. S , , PR DEEE ATTACHED TO MEET MEE - OFFICIALS (DING S OF LOCAL 1� CANTILEVEREP 5ALCONY � ENTRY GA5LE _� 1 ENGINEERING SPECS FOR ACTUAL COMPLIANCE. COMPONENTS TO us Eo, BE ED. ii r u n - r u SCA 3/4 - - _ 3/�- = i -0 L� 1 0 I �G,4LE L I' I _AL _ U : HARDI_LAP SIDING w.. d w >,M 0 L ` w+. N -tom O V L L GA FLASHING E 65-5 3 t / HOUSE-WRAP NOTE. .. . � LAPPED OVER O- cron s-oO.nai mo mf -a. 0 00. de " O'er ,c •>0oE w-n3m ,. �aoALTHOUGH EVERY EFFORT HAS BEEN TAKEN0 0 0.2'a oc GALVALUME THESE DRAWINGS 70COMPLY cGALV COUNTER FLASHING METAL ROOF TO PREPARE 4 nos � ,o EEL STICK WITH LOCAL BUILDING CODES, CONTINUOUS o o LtnOVE1- o,; m�0. (TYPICAL) OO� oom (LAP PEEL t STICK CODE CHANGES MAY REQUIRE ADDITIONAL Ui v, o cUP WALL) LOUVERED DRAWINGS, ENGINEERING SERVICES, ANDo nc � co c VENC (7YP) OR CHANGES t0 THESE DRAWINGS r0 MEET 0 o m O _ n . E! Ju J0157 THESE �, oCODE GOMPLIANCE POSS S1ON OF2xS ROOF PLANSACKNOWLEDGES THAT THE PURCHASER ENGIS DETAILS 12 12 .v tOn _E0 �,HASBEEN INFORMED OF THIS INFORMATION mot ++ " 1 GALVALUME - AND ASSUMES T HE RESPONSIBILITY B L tY TO' METAL ROOF PROVIDE ALL ADDITIONAL REQUIREMENTS 1999 Wells Road 1 OF LOCAL BUILDING OFFICIALS r0 MEET EEt 12 t PEEL S71CK, COMPLIANCE. 12 'D 3 Oran 'e Park FL ROOF SHEATHING _2xFRAMED 32073 EXTERIOR WALL HARDI-LAP PER TYPICAL HURRICANE ANCHOR. SIDING tTY ) LION 5 C At EACH MER ..WALL E EA MEMBER �, 12 rr ' DETAILS V�; PER ENG'S DE L 3 D -IFIFFFIFIF �� II S'-111 1 IT 9 1 IE HT IE TT A RIP - - -- -- GAL V E VE D -- I W IN ROOF CEMENT W 2x8 t>r W/ PEEL t STICK T-77 NAILER Z A OVER , LAPPED 2kcfo CORNER �F5 U IM (TYP)rR P " 3 " i � FIXED SHUTTER $/4 x2 a PURRING - Ik 6x6 (TYPICAL) , O CORAtIYE "All Q . p 1x6 tEG DECKING. = GKEr A U. 4xi0 BEAM �- SIDING (TYP) W w �} _ 12 fQ� — 2x6 CORNER 0 u , II II w3 _ - TRIM CTYP) 2 0 R 2 0 r 111 , V N 2 -0' OYER-HANG _ P.T. WOOD GUARDRAIL O� II (TYPICAL) 12'-P fP HT J FIN FLOOR 2x10 TRIM 1X1 DECORATIVE: IX = -- - - (TYPICAL) >= Q €3 C T A RA KE tt � 10'-I" IP HT 00 V J II , N m '^ Z �+ DECORATIVE vJ W II II _ 7 cKE BRA B (TYPICAL) I = Q I VE EER — (TYPICAL) ' _ N 12"x12" COLUMN BRICK L i 0 BR VENEER ` — ` � II (TYPICAL) � � (tYPIGAL) : W _A_ _ T +x RAC K I W . FIXED SHUTTER fTY ICAL) I P II " O 7l �� DETAIL LUMN I, 12 x12 GO : (TYPICAL, u n SCALE: 3/4 - 1 0 FIN FLOOR FIN FLOOR dJ -- - - FIN GRADE IN GRADE STEPS TO GRADE AS NEEDED 1 GUARD/HAND RAILING NOTES FRONT ELEVATION, � SCALE: 1/�II D 11_/7111 SQL// -. Building Dept x. . 1. TOP OF GUARD-RAILS SHALL BE A MINIMUM OF 36" AFF I AIS TO BEA 2. OPENINGS BETWEEN RAILING SPINDLES� PE II II t. ABLE TOP ) 4 � A SHALL NOT BE BLE A65 ., � (A BALL MAXIMUM OF " _ r TOP'OF HAND RAILS 36 AFF _3. _ I GALVALUME METAL ROOF Y ICA � T (T P L COLUMN YP 12x12 C L I' : P.T. tOF' RAIL =:2x6 P , 12` 1 EACH SIDE P.T. A ix4 E P w 12 12 2x2 P.T. SPINDLES. _ N 1 w I N 9,11 O.C. I EACH SIDE x4P.T. E D P c CV f 11 � 9 -I sb Ht ` 9-1 fiE Ht HARDI-LAP SIDING (TYP) I 2x6.. GORNE R HARD I-LAP �. TRIM (TYP) SIDING:(TYP) SECTION 12 2x6 CORNER -' GALVALUME ;_ TRIM'(TYP) 6P METAL OF 3 D E AL RO 12 12 (TYPICAL)" F.T. WOOD GuAr%4.04FFAIL DETAIL Q 1 - II _ �_ II mr�r 3/4 - 1 0 I_ SCALE: 12 1 .12 HTLLi `1 FIN FLOOR — CO I .I N 10 1 fE HT N • - - - co O W L� aD W Ul. " BRICK VENEER O r - 12 x12 .COLUMN N — !TYPICAL) 2x6 HEAD TRIM SOLDIER COURSE...: (TYPICAL) •:. . ICK R BR vENEE m I 00 2x4 SIDE TRIM (TYPICAL) : m � U In ICK ROWLOCK - x SILL W/ BR R 2 2x6 APRON r � V FIN F — FIN FLOOR ..LOOK' v v II. ` - - -- v (n' W W tl0 �' I = a I i FIN GRADE FIN GRADE STEPS TO GRADE AS , NEEDED Plan K1579 OC - ICK L. T I ONS I � LOCATIONS �R -LAP Job #: 17-1002 REAR ELEVATION PLANS ARE DRAWN BASED ON FINISHED FLOOR OF HOUSE BEING - u _ V-011 n 20" ABOVE FINISHED GRADE. SCALE. 1/41 0 ACTUAL HEIGHT A ITYPICA LelLN1�OlelROVE GRADE TO BE T Im DETERMINED ON SITE Bl' BUILDER V-011 n _ _ !_ PRIOR 70 CONSTRUCTION. FIELD ADJUST SCALE: 1/2 - 1 0 PLANS AS NECESSARY. I , I I v v C c a rn w N w _ o ^.. L.L.. N 4-0 L._ENOT po_ v . L_O 0 U. :s -i-8e, T C4LYALUME O c_ �le. O C 0 aN >to EN o ov—MEtAL ROOF ALTHOUGH EVERY EFFORT HAS BEEo e3 oa�+ .c .O O 5 U OcNa (TYPICAL) TO THESE DRAWINGS TO COMPLY Qwv � o_v_o WITH LOCAL BUIL INCCODES, CONTINUOUS „o Q cvvCo ._ U, caO� O CODE CHANGES MAY REQUIRE ADDITIONAL �» � �� DRAWINGS, ENGINEERING SERVICES AND _ 0 andc..a o a # _(v��/�•, v '. ET �rnoc�.,..•a� UO N � v o OO c � c OO CHANCES TO THESE DRAWINGS TO ME _ U v E tcm- voOU 2� o.12 DE COMPLIANCE. POSSESSION OF THESE E« m vc , nv 3_ _o 2o PLANS ACKNOWLEDGES THAT THE PURCHASER . v vasE o _.E c dNAS-SEEN INFORMED OF THIS INFORMATION os vo dov AND ASSUMES THE RESPONSEBiL ITY t0 PROVIDE ALL ADDITIONAL REQUIREMENTS I EN75 Road OF LOCAL BUILDING OFFICIALS TO MEET - COMPLIANCE. ANGE. Orange Park, FL 32073 r —I -1/12 �————— cn L T-0' iY -19 HT 9 1 11? HT 9 -- - - r I I LLI; w "(/12 41 . I z N I ctl DEC RAtl VE CA BR4 KEt VALUM E METAL ROOF Q V) LU D 3 CTYPI AL) (TYPICAL) _ m L_� ---�- - HARDI-LAP SIDING (TY P) P) Q x/12 x/12 i rr 2x6 CORNER J — —J' _ TRIM tl'P) r 11 - 2x10 TRIM _ 12 -1 iP Ht 1_i. J 12 1 IE HT FIN FLOOR (TYPICAL) m e , II I it ..: im 1 HT cv 1 m _i � �+t I ------------N ,Z `I r W . I J ICK N I BR VENEER 0 (TYPICAL) OF IN N ROOF LINE _ ., \. CNI (TYPICAL) r 0 BRICK VENEER — (TYPICAL)' L N OF LIE l W 1 STRUCTURELLI --xx (TYPICAL) W 12 x12 CO UMN L lTY ICA ) P L 7/12 7/12 I f FIN FLOOR -r - _ tlJ cA FIN G ADE FIN GRADE STEPS S TO 3/I� EP GRADE A5 NE -f1- -1 EDED Phone: i . 1 i RIGHT 'I/12 I _ ELEVATION 904.272.5339 ----� ----- -F _j n u —— ,- SCALE.- 1/4 1 -0 r �-� Building Dept: GALVALUME OO� Al �� *� METAL ROOF II` , II I� (TYPICAL) SC�4LE1/8 = 1 _� LOUVERED VENT (TY VE P 12 12 HA I- A RD L P SIDING (TYP) 17 P LI 00� SYSTEM 12 _ VENTILATION O _ - L�l/ lel ti 12 ; 1 11 3 -1 Ht'' 9 IE II 8 1 fL' Ht , CO At 2x6 CORNER T IM (tYP) ALGONY t� GA A UM L L E s: 12 WOO M to ROOF _- D E L A RDRA L (TYPICAL) C� Z 3 c T DE ORA IVE O BRACKET,"All -- Ct YPIG ) AL :. 11 tQ t 2 A Cs E BL O _HAN VER ` ( YON FRAME) BE D _ m At THIS LOCATION —� Iti- L It , 2x10 TRIM R FIN FLOOR — i L R IM SOLDIER COURSE (TYPICAL) Uj -- 2x6 HEAD TR 11 11 IV-]"1 fL Ht 10-1 iE HT M IM co 2x4 SIDE 1TZ V N 7 0 N - 2x SILL W/ BRICK ROWLOCK cn z 2x6 APRON DEGOR4TI VE c M O BRACKET G m J CO tl CTY ICA ) DE RA VE P L W ILL BR CK VENEER. BRACKET B _ (t IcAL) W P (TYPICAL) - _ _ W _ � o FIXED SHUTTER FIXED SHUTTER — 1 U (t ICA ) r P L CT'r'PIGAL) a 12 x12. ..COLUMN: 0 _ W N II (tY icA ) 1- � ICKLOCATIONS P L �T I O1�1S �fi� � ��4�D f �,4i� SOC � m Qcn U m � � fr FIN FLOOR (_'1- L _FIN FLOOR L R r � TRIM z t �C� WINDOW 1 I V II n p — - SC,4LE. , 1/2 1 ,a 3 vi W FIN GRADE FEN GRADE I'- D TT STEPS TO GRADE � .1.. BRICK VENEE i� 'Q (TYPICAL) AS NEEDED I LEFTELEVATION Plan K1 579 - A / T S CxU RD 1-1,4ND RAILING NCS .Job 17 1002 SG,4L • 1/4 - 1 fd PLANS ARE DRAWN BASED. ON FINISHED ED FLOG OF NOUS IN SHEET NUMBEIR 1. TOP OF GUARD-RAILS SHALL BE A MINIMUM OF 36 AFF R E 8E Cs 20" ABOVE FINISHED GRADE. x: TO BE A` 2. OPENINGS BETWEEN RAILING SPINDLES AACTUAL = . RALRE HEIGHT ABOVE GRADE TO BE A ?O ASS) MAXIMUM OF 4 lA 4 � BLE P BALL SHALL`NOT BE i DETERMINED ON SITE 1' UI TE B B LDER 3, t0 OF HAND-RAILS 15 36 AFF ' 10 t P D RA L PRIOR O CONSTRUCTION. FIELD .ADJUST ANS AS NECESSARY. ECESSARY. I U E INSTALL METAL ROOF OVER c FLANGE ATH AD — E N �a to q, _ o a - t� v N GALYALUME E N ..METAL ROOF �� .- 8 (INSTALLED PER MANUFACTURER'S SPECS) -0 E .. QQV� „0o �O �o. m on >o 0OYER PEELt STICK cs OPTIONAL PROVIDE LEAD VENT OVER PLYWOOD SHEATWING v+ : . ac ° � co v_0 oo (MR ENG'S DETAILS) o _ r I_ • 300t WITH INTEGRAL FLANGE v. cv Oao C;6OYER ROOF MEMBERS � _ E„T2 �� _. v � .o VENT STACK SEE B L DER FOR Ir- ._oa 3 L co n o aiv c v 8 o m : ; t TIONS O c a: O SIZE LOCA � �d�- +. o o�iEa�S o 0 � t°� 2 20 -is m _ � n o0 3 1 - BOOL �' -c v ao 04 Q PION METHOD A 1) PRE FORMED FLEX B E , WINDOW INS ALLA E nl= v mo �._ o o — UJINpJ` ` INTEGRAL=FLANGE INSTAL ATION. FLASHING W/ o 0 O� 1 �wY I PRIOR TO THE WINDOW L ATHER`RE5ITIVE BARRIER fWRB)APPLIED WE NT ------- SECTION - --- G CEMENT_ I OVER THE FACE OF THE MOUNTING FLANGE. SET IN PLASTIC ROS I FLASHING APPLIED CTION AOVER sE INSTALL FLANGE OVE THROUG"WINDOW JAMB STEPS METAL ROOF AT 5ASE A ROOF IN WATER:SHEDDINGFASHION, GALVALUME METAL �. .. .: ,:. STAR71NCx`AT THE BASE OF - (INSTALLED PER •: ". THE WALL:'t WORKING TOWARDS '.. .INSTALL THE WRB MANUFACTURER'S SPECS) .- THE:TOP, SEALANT BEAD MANU RER . TO THE SHEATHING. F THE BEHIND MOUNTING OVER PEEL' < SLICK SHEATHING. FLANGE. ' Q APPLY SILL FLASHING OVER PLYWOOD SHEATHING O ' t NGS DETAILS) ,...:. �:. APPLY BEAD OF`SEALANT PERE i AT ACK of WINDOW � O ROOF MEMBERS .• A B TO — � OVER R � � . SING SEAL THE WINDOW FRAME I- ANHE..t SC WINDOW U A NOM. � '. OPENING. APPLY � 'PA HEAD - : DIA.TO THE BACKSIDE i . _ u ....:... TTATE INSPECTION. of THE wlNDow � WIDE METAL VALLEY W' Uj . (INTERIOR) � �\ 2 D�. E � :,. Y i. i IN I WITH AN LINE TAT : FLANGE � A OF, « STICKi APPLY BEAD L S SLOTS. FLASHING OVER PEE ' ...... �� ` PRE PUNCHED HOLES OR 81 JAMES.EXTEND 814 FLASHING „ DE I "'. Y JAMB FLASHING BEAD BETWEEN 5 JAMS FLASHING FLASHING AND MOUNTING � APPLY BEAD or SEALANT FLANGE. ATHEAD .APPLY GOVT.SEAL TO THE MOUNTING. � FLANGES AT THE TOP(HEAD)AND NamS: \ (JAMBS)OF WINDOW. EXTEND CD RING' SIDES AMBS APPLY HEAD FLASHING �� SEALANT AT JAMBS 814 ABOVE �. :. D.EMBED JAMB / THE R.O.RA.A HE _ WITH �, �� I STALL IN STRICT AGCORD,4NGL= W .. MOVE PREVIOUSLY APPLIED / I IN ® FLASHING INTO SEALANT AND TAPE,AAAOWING WRB TO LAY i !FLASHING INSTRUCTIONS FLAT OVER HEAPFLASHING. GOES IN PLACE. MANUFACTURERS WRITTEN APPLY NEW SHEATHING TAPE S OVER SEALANT). Ill OVER DIAGONAL :CUT SEE _ CEMENT O SELF-ADHERING i DIAGRAM: secuRE WRB 2 ,APPLY ROOFING GE E R A AT HEAL) ONLY AN AT HIND OVER FLANGE HEAD, FLASrr , V FLASHING AT HEAD S I"BEYOND EXTEND `�. J J FLASHING. AMB O SHINOH A F ASHING` DETAIL : �AE D L i�illi . EMBED BOTTOM OF THE 00 HEAD FL ASHING AGAINST T PREVIOUSLY APPLIED TO SCA ._ HE F'RE L C NOT L� ` SCALE:L� "..: F ASHING GOES F- SEALANT!L SH IN SEALANT aNn. EXTEND N STACK OVER SEAL E E TAIL : i FLASHING BEYOND HEAD L .. EACH JAM FLASHING. � Z / E B L / FASTEN IN PLACE. SCA SCA LE . NOT TO LE \ / I I Q I A QJAMB FLASHING I EXTEND JAMB FLASHING �/� A SILL I OVERLAP L TO VERL I .-.. N (LASHING. EXTEND O 4 STICK` , I . GALVALUME METAL OVER PEEL . JAMB FLASHING 8V' ...». r I. A50VE ROUGHOPENING AT HEAD. PE u VENT FLANGE At HEAD / I N E E a to OOF OYER OFF R DGE VE L INSTALL ME L R ru TOP \ ANT � � - / SEAL \ i :.. JAMB FLASHING UNDER.THE FLAP \ / . \ .. OF WRB AT THE ,. HEAD.SEE DIAGRAM. SILL FLASHING w OW TO ACHIEVE � Y JUST WI SHIM AND AD ND :... PLUMB,AND LEVEL CONDITION. USE CORROSION 8 . - O FAS IND °- .. RESISTANT FASTENERS. TEN t SPECIFICATIONS. t OFF RID EYE : .. O WINDOW MANUFACTURERGALVANIZED METAL ,y.. .. " WITH AFFLE SET IN PLASTIC'ROOF .. SEALANT O WEATHER R RE SI S?ANT CEMENTR ��• hI- E BARRIER fWRSJ II ANGLE CAREFULLY CUT THE I ATA 45 DEGREE , l THE RAISE,. : GENTLY A (AGONAL ..,, ON D Top EDGE�THE BARRIER UP AND TAPE THE ' •. CENTER TO THE EXTERIOR TOP CORNER6 AND SCREEN I / WIRE,SURFACE ABOVE / INTERIOR VIEW / TOP LEFT CORNER OF WINDOW INSTALL OFF RIDGE VENT FLANGE OVER METAL ROOF --- -- Building Dept: . At BASE 9. p SHEATHING OVER ROOF �.A x .....t.. MEMBERS PER ENG'S DETAILS _,..... , - - - T ION r fNS7ALLA M. DOOR FLASN(N� NOTES: INSTALLATION. �— H DOOR L 10 TOT ED !W )APPL IED PR R BARRIER RB WEATHER RESISTIVE Es INSTALL IN STRICT ACCORDANCE WITH TIONS s MANUFACTURERS WRITTENINSTRUCTIONS STEP FASHION (DIN WATER SHEDDING , :... - STARTING AT THE BASE OF O SELF-ADHERING _ ' 2 APPLY ROOFING CEMENTR . ... A t WORKING TOWARDS . THEW AL T ,. INSTALL HE wRe T HEAD :ON Y THE TOP FLASHING OVER FLANGE A E D L L . T FACE OF THE SHEATHING. .. 2 GUT W£ATH£R BARRIER AND FOLD O ,.. ... .... IN AND AROUND DOOR JAMB O3 INSTALL DOOR PER MANUFACTURER'S INSTRUCTIONS ., L Y JAMB FLASHING APPLY DEtAIL : VENT 1 APPLY HEAD FLASHING - SCALE, NOT TO SCALA } .- FLASNPC+AT HEAD " EXTENDS I"MIN BEYQM ii HIND:: _ 4 JAMB FLAS O _ 5 ®HEADFLASHING r' Y 4"WIDE' WALL SHEATHING APDL MIN ADHERING I E?0PAM SELF PER ENG S DETAILS FLASHING,OVERLAPPNCa . . ,.:.,. DOOR FRAME I/4 EXTEM SELF'ADI Ys APPLIED WOOD �.. t -. 4.. MEL'BRANE FLASFING N MIN JAMB FLAEI�IFi FINISH (SEE ELEVATIONS) 46 tj BEYOND � - .. .,.:. '.:• ..: � . . .. � :.. OVER APPROVED . � WAL FINISH ASST=MBLY 1/4" WEATHER BARRIER FLasHlri� A WEATHER BARRIERS =. , JAM � L � . Y4 WIDE ADPL D p Z NAILING F FLAG ADHERING 1"B'4PA/E O L G LANCE O EXTEND PEEL +�'STICK FLASHING, VERLAPI'NCs . DOOR FRAME I/4 n U WALL. '1 (MINIMUM) 5x5 GALY FLASHING - ,. L — - M WEATHER A IER KI OUt F ASHINCs LAP WEA NER 8 RR G�: L 1 - INSTALL DOOR 4 THRESCNHOLD s I FLASHING`AND SECURE' (SEE DETAIL) \� O OVERE� ' INSTALL DOOR PLUMS. I �� QUA PER WITH STARTER''STRIP � N LEVEL AND SQUARE I W MANUFACTURER'S c M T CTIONS ' I WRITTEN.IN5 rdl .. '' .. ii O ,W _ I GALV COUNTER-FLASHING OVER SET M '. I 5 , _ ,. J BED OF SEALANT Z I — Z EXTENDED'PEEL E STICK , . I > �. — . . . aD W LL ' Y SEALANT AT �'', . . . ..•. i ; APPLY ., \ CaALVALUM ?, s AND FraoNr _ GORAIER v I ,.•.;.,....- � W t s' _ I METAL 001=1NG .... . . ...... . .. r O EDGE OF THRESHOLD _ ^ I 1= L R . . . . . . . . i u �fl , . . . . . . . ? I MANUFACTURERS . . ..�. - - .,.,. .. ,n n PER _ L.LJ o i I � S CIFIGATIONS •. . . . .. . . . � � � KICK-OUT I PE EXTEND KICK OUt � U 1 WEATHER RESISTANT �. :•.•'.•'.•'.:::.....•'.. �/ fof` (WRSA IER F ASHING 2 8 RR . . . . L r .. I I AT A 45 DEGREE ANGLE,GARERILLY CUT THE 1 GALVALUME METAL ROOF .:.::.: p I .. BEYOND FASCIA �— 2 ON A DIAGONAL. GENTLY RAISE TI•E ••:•:-:,:,.:.:-:- W O II BARRIER I t STICK .:,,•.•.:.:....�..: WATER cV : T EDGE OF THE BARRIER�AND TAPE THE OVER PEAL II F— OP ,: : :•:::: :•: ' TIGHT . T GORIJERS AND CENTER TO THE EXTERIOR : L OP YWOO SHEATHING . .,.,.,., . .,,.. � m OVER PL D SURFACE a$oY£: OD ` wRe g ,q a ( ENG'S DETAILS) . . . . � . . . PERE C•t: D� � .•.. . . . .. . . . ., LL P / r , AND FOLD U 2 CUT WEATHER BARB ER ', OVER ROOF MEMBERS :.:.•.�.,..;.•.. m - - IN AND AROUND DOORJAMB LO NOT YW SHEATHING z GALV FLASHING: PL O�D SHE .. _ ._ � INSTALL KICK-OUT FLASHINCx AT .. OVER PEEL t StIGK PER ENx S DETAILS BOTTOM OF ROOF tWALL -�'� ' 4 , '' INTERSECTIONS c v U T PEEL 4 TICK U) L U ROOF CEMENT ,, 3 I— UNDERLAYMENt v Z Q 0 GALV VAVE DRIP - U, PTF NG Plan K1579 (O W SECTION) PT �EE ALL Job 17-1002 II FASCIA TAIL : FLASHING_ AT, DETAAPPLIED 1n100 FINI... I /KiCSG OUT F -ASHTNGNOT TO SCALSCALE:_ E T TO SCA SCALE: NO LE L • I O U C � ELECTRIC TAN SS — — f<LE METER (VERIFY GAS WATER arM0T� LOCATION HEATER D... E a, L WP ON SIT ) "1 "2 p E O v .�.. c O .... u. ( GFCI ._ tFRONT U >� r r .cv .Eo. v�_o U od� >' FLOOD DISC DISC Oca cn aOvn fA!A _ coos o c 4.12-2 o o m e. 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S Plan K1579DETACHEDGRA E PLANTOTAL COVERED 3912 —1002Job 1712 DETACHEDGRA E ELEVATIONS fn Lpw Eo N SHEET NUMBER -- . . III. I L U C C o T �.y yE`.7p O O.,,v>cc+ >`aor w 00— foe c I I /� Wy I 14.5- r 1 Q1 iI - w._•G•�a.>_-c.<..ao�o�cOm .vUSO +UUc z�•3vv O�VVV o/O p. QtWW'`mO +0 avo 6.20-- ,,s 0- 5'5 CA. .3c� .0a�. -xQ0 U _ w o Lc =U Cco+ c E v�0oo2 _ vo_`d c�SN= c E d. � oa 1999 Wells Road range ark, FL cc LU , ZWJ /G 0PALM A/C 16" WATER OAK 103 FENCE BY OTHERSl8 Z (NOT A PART Or- THESE F THESEPLANS) W 0 23WaEOAK 12 PALM+ 06 24" WATEROAK 24» WATEROA �oam� Ii rn � C (( �r 1m c� 26"» LAUREL OAK vr p �In , U1 L . ry _ d - .; 19 im 13 R.L 13 _NN .2 D ' 904.272.5339 DETACHED . 6 tts1 , , �N ` CIA o.c.Bulldm _De VZ t:CARACE 1414 14 PALM(+) 2 16 I.ONG DRIVE 13PALM+ C. 2s»LIVEOAK PA17 MAGNOLIA 3GONC 16LM+ WAL< 20' FLARE TO 22 I HTH STREET _.k. LIJ _ co >- N cc SITE W U- IIII,li _ t ' . 'rt av►- o�I -- -17 cr— . �tU oj USCALE: 1, 10,-0„ LU o LOT COVERAGE CALCULATION, m THE SOUTHERLY 75.00 =EET 0= ALL uQ m HOUSE (TOTAL FIRSTFLOOR) 2, 06 SQ FT OF THE FOLLOWING: LOT 44 EXCEPT _ F- F- DETACHED GARAGE 440 SQ FT THE EAST 15.00 . =EET THEREOF, LOT 46, Z ERED LOT ADJACENTDRIIE / WALK, 337 SQ FT 4N THEUNNU"� v � Q v LJJEOF 3LOCG 10 AND WESTERLY THERE STOOP 35 SQ FT W A/C PADS 18 SQ Ft ATLANTIC �E4CH SU�DI �LS�ON 4 4S RECORDED IN PLAT 800K 5PAGE 69 TOTAL IMPERVIOUS 3, 36 SQ FT 0= THE CURRANT U L(C RECORDS OF Plan K1579COUNTY, C TOTAL LOT SQ FOOTAGE 7,162 SQ FTrn 17-1002 45.206COVERAGE EIGHTH STREET AND SHERRYDRIVESHEET NUMBER ATLANTIC 8E4CH, FL 32233 wo 0 RE= 109983 0000 v -- q I I. ; I � I , , I I I I � I I I , I __ ___ - — : �� - ' I __�� mnmm� I I . I DESIGN SPECIFICATIONS � USP CONNECTORS TYPICAL hFA TYPICAL DOUBLE TOP � , , I I O-131X3" TOE NAILS '� � , I � � � � r -, �, ' 2XIS, 2x8 = (5) NAILS — - � DESIGN CODE: - DDING UPLIFT TYPICAL STUD_HAUH�, 2x10, 2x12 = (7) NAILS 4'-O" MIN. SPLICE LENGTH I TYPICAL TOP PLATE NAI-ING: I � FASTENERS FL# CODE I wl (16) 0.1310" NAILS 1 2014 FLORIDA BUILDING CODE - RESIDENTIAL ULTIMATE DESIGN PRESSURES ----_ PRESSURES (PSF) SYP SPF 0.1310" END NAILS: 9- LVL, 11" LVIL = (7) NAILS i, - I I 1 CAR (2) @ 2x4, I ��I�1,4014 , � - I . DESIGN IS VOID ONE YEAR AFTER THE DATE OF THE ORIGINAL PLANS, TRIBUTARY INTERIOR EDGE STRIP (PSF).- GARAGE +22.9 14- LVL, 16" LVIL = (9) NAILS . . — TOGETHER w/ (3) ROWS , , 1"4m ----I'll,1-...�.... ""�74� I SS PLANS HAVE BEEN REVIEWED FOR CODE COMPLIANCE. I 450 , 450 (9)1 0dX1 1/2" (3) 0 24, "_,� 11�,1� I I UNIF AREA (sf) ZONE (PSF) a' = 4'-6- DOOR : OF .1310 0 12" O.C. STAGGERED. I I '� , I - -25.0 USP RT7 585 495 (5)8d EA. END (4) 0 2x8. SYP#2 � ,�,' DESIGN LOADS: ACTUAL AND UNIFORM I I t��,�` +25.6 -27.7 +25.6 -34.2 (8'x7') : 1, �, �, �, �, �, �, 10 ,SYP#2DBL. HEADER, 11,�,' . FLOOR — 775 650 (5)10dx1'/2" EA. END TYPICAL WALL FRAMING NOTES: F 4'-O" MIN. 1 2�_:,11,�'11�, . I FULL HEIGHT ANCHOR "'wn-111 , -,I I ROOF 9 -28.8 2 CAR +21.8 ROOF SHEATHING, 1 _4 �, -1 ROOF LOADING (cd=1.25) (cd=1,00) 50 +22.9 -25.0 +22. GARAGE USP MTW12 1195 860 (7)1Odx11/2" EA. END 1. USE SPF#2 OR BETTER FOR SEE SPECIFICATIONS EITHER SIDE OF PLAT g�� -�____ I I -- - I . I � I I I I I I I I Ill I 11 I :�<l , . . � . Ill LOU Pontigo a n d I 7 psf (ARCH ' 11 :----I F___ I : TOP CHORD LIVE LOAD 20 psf 40 psf I DOOR -239 1 USP HTW20 1450 1245 (12)10dxil/�" EA. END I ALL WALL STUDS.. HEIGHT CHANGE ,_ . I I 1 1 1 1 1 1 1 -�1 A s s o c i a t e s, I n c. I I SHINGLES) 10 psf 100 +21.8 -23.9 4-21.8 -26.6 (1 6'x7') I * ' — . I _. (9)10d EA., END 2x-BLOCKING ONLY _�___ � 20 psf (TILE SHINGLES) 10 Psf 1640 1455 - - 2. USE SYP#2 FOR ALL TOP SEE 5/SO.O :-_-_-1 RAISED F___ ; I 0 psf 0 THE VALUES ABOVE ARE ALLOWABLE WIND PRESSURE VALUES (ASO). THE TES. REQUIRED IF SHEARWALL_\ -1 HEADER i I-___ SOM oNs I : BOTTOM CHORD LIVE LOAD 10 psf 2065 2065 (13)10d EA. END ! � -I , : : i . I 1 5 psf ABOVE WIND PRESSURES HAVE BEEN REDUCE BY 0.60 AS PERMITTED BY I----- 2x SPF DIAGONAL BLOCKING i BOTTOM CHORD DEAD LOAD 5 psf -1 SIMPSON H2.5T OR ___-I I-_-- 1. 420 Osceola Avenue � THE ALLOWABLE STRESS DESIGN METHODOLOGY. NO FURTHER REDUCTION USP LTS20B 1105 1105 '/2"O ROD TO FTG. 3. USE SYP#2 FOR ALL TOP \ I -_-_-_" I- - FASTENED w/ 3-0.131 0" � DEFLECTION CRITERIA: 1 _j5zI 1 FOLDED I I I 11 , I--- �, — -_ JaIx. Beach, Florida 32250 1: I ROOF FRAMING: LI SHALL BE PERMITTED I - \\ //" 1j__ - AY EXTEND 2" .,----,.-- _,Li I . z SHEATHING M Ph. 242-0908 Fax. 241-9557 i —-.1 _\ _\_ _____ " PAST BLOCKING- WINDOW USP JUS28 1305 1305 (6)1 Od TO HEADER I , OVER TOP PLATE ___-I HEADER EA. END TYPICAL. FLOOR FRAMING: LIVE LOAD L/360 & TOTAL LOAD L/240 . COMPONENT & CLADDING WALL ELEMENTS SHALL BE DESIGNED FOR BOTH - USP HTT16 4290 4290 5/,"O ROD TO FTG. 4. ALL WALLS SHALL BE 1 ti I I - -I --:-- I � ATTACHMENTS MUST FL:CA# 8344 SC:CA# 3579 �. 0.75" MAX ANY CASE I POSITIVE AND NEGATIVE PRESSURES SHOWN IN TABLE ABOVE. USP HTT22 5370 5370 5/,,"O ROD TO FTG. BALLOON FRAMED FULL I I I __: ARCHED 11 � � �SYP#2 HEADER, � : � .. 5/,,"O ROD w/ (1 2)-16d HEIGHT TO ROOF OR FLOOR L-- ----j TRANSOM FULL HEIGHT ANCHOR INTO 2x MATERIAL. I i WIND LOADING: 0 LINEAR INTERPOLATION IS PERMISSIBLE. - 2535 OPTION : : I ASCE 7/10 FOR WIND UPLIFT, TRUSSES SHALL BE DESIGNED WITH A I BEARING ELEVATION, U.O.N. O� PERMANENT TRUSS SYP#2 DEL. TO TALLER STUD w/ ANCHOR, SEE � \ i ! � 2535 5/,,"O ROD w/ (1 2)16d PLAN. - SEE RIGHT 'I,/ � I MIN. DEAD LOAD CONDITION OF 5 PSF TOP CHORD AND 5 PSF . D MINUS = SUCTION. BRACING BY OTHER 2-ROWS OF 10d COMS PLAN FOR SIZE_\� I i I . AND LOCATION KING STUDS, � BOTTOM CHORD. REACTIONS CALCULATED FOR THE BEARING POINTS USP ST 545 1455 (5)1/4 11 x2-1/4 TAPCONS 5.) FASTEN BOTTOM PLATE Q_ @ 12" O.C. I WINDOW SILL SEE \! I (- � Willi,,l, I I . OF ROOF TRUSSES SHALL BE REDUCED. SPECIFICALLY, ATTIC FLOOR 0 � � SCHEDULE 00'smill itv I � TIPLIED DESIGN OF WINDOWS/DOORS FASTENING TO THE WALL FRAMING IS THE INTERIOR LOAD BEARING ,3/S2.0 I ! 1, � LIVE LOADS COMBINED WITH ROOF LIVE LOADS SHALL BE MUL RESPONSIBILITY OF THE WINDOW/DOCIR MANUF./SUPPLIER & SHALL MEET WALLS TO CONCRETE SLAB BLOCKING AT ALL TYPICAL SOLE FOR SILL SIZE AND-- ! WINDOW SILL SEE �111111, PON I'll I - BY 0.75 WHEN COMBINED w/ DEAD LOAD. SIMPSON CONNECTORS SHEATHING JOINTSn :��,-,�"r ...........r/, """. I . THE ABOVE NOTED POSITIVE AND NEGATIVE PRESSURES. w/16d MASONRY CUT NAILS @ PLATE NAILINj- CONNECTION EACH' � SCHEDULE 3/S2.0 SOLE PLATE ANCHORe , �0 P� Q !11_11 ---------- 130 MPH I - I 2x4 FLAT WISE. FASTEN .,�Il% * I, `T � � BASIC WIND SPEED (ASCE 7-10) � END i FOR SILL SIZE AND -0, .*Nor-ry,oi,i�'o. V -0, m a 16" O.C. MINIMUM. SEE EACH END WITH 2-10d 0.131x3" TOE NAILS: I � : EPDXY ANCHOR (MIN !0 I ,�- \,; i 1-1 'o. I% �i [ I 4__Si� 4_� UPLIFT FOUNDATION PLAN ADDITIONAL ; 3j" EMBED.) ? 1� i IMPORTANCE FACTOR ---------------- 1.00 - TOENAILS. ONLY REQUIRED-\ (3) 0 2x4, � END �. 4 ii rm tn i I FASTI-E-NERS FL# CODE ,ANCHORS AT SHEARWALLS . 07 t4o 5. 0 Sk - MEAN ROOF HEIGHT ----------- SYP SPF AT SHEATHING JOINTS FOR (4) @ 2x6, I . I � " 0 1 -_ i . N� 11 *I - i , : - , ----- 20.0 FT a I — lito 4`� -" ANCHOR DRILLED & I . ., , -------------------- 7/12 4 1- I a EXTERIOR WALLS AND � (5) 0 2x8. - [ I'll �� ..k 0 W, t-- . 0, � ROOF PITCH A35 450 450 12-8dxl'/2" 10446.4 1 EPDXY w/2"o x i" � e I � I SHEARWALLS " i i - ; I - . — - & I I I I I ,C- �� 6 I 's AT � . I C SEE SCHEDULE BELOW , - . k- - � � ..* If Q ': , , , , I - ,P% ll;t e ,-Q ,- a', i : 1 11470.3 1 ... ��,F ��i i r- HS 620 530 5-10dxl'/2" EA. END SEE PLAN FOR STUD SIZE , , ------------ENCLOSED I -, -*�-(";k,--.. IV *" , , . . ` C, .1 ! r, ENCLOSURE CLASSIFICATION . �, � �— -1-u I A I A I � Ill I % �� p I I I .L DING CATEGORY ---------------- 11 PLATE WASHER, OF ipc , I BUIL 110 11 DENOTES EDGE STRIP. H2.5T 600 520 5-8d EA. END 11478.3 INTERIOR B ARIRQ_WALLL— PT. SPF#2 * A i ,i I ABOVE FOR 'a' DIMENSION AND O.C, SPACING. FLOOR SHEATHING, A .1 I I A - T 11 I � 11 �'F]1111 � I I ,�!z I INTERNAL PRESSURE COEFFICIENT ---------- ± .18 1 MTS12 1000 860 7-1,Odx1'/2" EA. END 10456.3 SEE SPECIFICATIONS I 0 I ' ll .. .. .. . 1. . ,, �,, "". , 'N. � , . 11 HTS20 1450 1245 24-10dx1'/," EA. END 13872.3 C CKING I U I — 0 d � � ___T_ � !I � , --I : I ....NA.;;Ivw -1) .:I, 11 —__,j I FOUNDATION, SEE_rL_AN____ -_ - I 11 i L t- MSTA24 � 1765 1270 9-10d EA. END 13872.4 WITHIN FLO-OR SYSTEM I 16d COMMONS 11 1 12" 11 � , L u i s A. Pontigo, PE , MATERIAL SPECIFICATIONS I -t-0 Ir- WHERE POST IS ABOVE. " O.C. I . N1- ; � __�0"I 2050 1870 13-10d EA. END 13872.8 1 0 8 1 1 � _ _ 7 FL PE453311 � I I . 'MI I I I I I MSTA36 --_ _1 WALL FRAMING AT WALL FRAMING.AT MAX * WALL FRAMING AT I a I - z # a FROM SOLE � � I - It tr 18-16d TO TRUSS/BEAM PLATE CHANGE CONDITION RAISED HEADER CONDITION' F -_ IN I NDITION � RS: HTT4 3480 3080 11496.2 EA ___'N)I DATE I DED ROD: SHALL BE IN ACCORDANCE WITH [NOT ACTUAL PLAN] --r�o _t_a� 1-5/,"O ROD TO FTG. SYP#2 DBL. I 11- 1�, I � � _____7 � 919,� . 11 ! r WVISIONS ! 1554 GRADE 36. - � llr_�! I I � � 32-16d TO TRUSS/B � 11 I � i WASHERS: SHALL BE IN ACCORDANCE WITH ASTM A500 (GRADE B). - � � SOLE PLATE ANCHOR SCHEDULE i NUTS: SHALL BE IN ACCORDANCE WITH ASTM A 563 GRADE A HEX., SCOPE OF SERVICE H TT5 5250 4670 1-5/,"O ROD TO FTG. 11496.2 : I I i I I I j I I I I BUILDER MAY CHOOSE EITHER THE DROPPED TYPICAL WALL FRAMING A EXT. WALL SHEARWALLS I LL METAL CONNECTORS WHICH ARE EXPOSED TO - . �! WASHER EMBEDMENT EDGE i 6-10d TO HEADER I . � I I I �HEAIDER CONDITION OR RAISED HEADER CONDITION \,_S0.0) � I 'ROD o SPACING SPACING SPEC. DEPTH DISTANCE � EXTERIOR SHALL BE GALVANIZED. MEANS AND METHODS: LUS28 930 780 4-10d TO JOIST 10655.113 1 1 IT T . I I Z�, I I RETROFIT REBAR/ROD INSTALLATION: EMBEDMENT OF RODS OR REBAR THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL OR BE RESPONSIBLE i <� i - %-0 I � 3/8 40" 16" 2x2x'/�," 3'/2" 1 3/4" ! � .. I I � I DOWELS SHALL BE 12 BAR DIAMETER MINIMUM, HOLES SHALL BE I/,'" FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, PROE-E-DURES, OR 14-16d TO HEADER — � I I _j ! 1/2 48" 24" 2x2x'/.11 31/2" 1 3/4" . � LARGER THAN REBAR SIX AND I/," LARGER THAN THREADED ROD SIZE. SEQUENCES; FOR THE ACTS OR OMISSIONS OF THE CONTRACTOR OR ANY HU410 905 785 6-16d TO JOIST 10531.36 1 L-----. --J I`---- 1�� . I MASA 48" 24 11 I N/A , N/A N/A I I OTHER PERSONS PERFORMING THE WORK OR FOR -THE FAILURE FOR ANY OF I _// I I I � (U.0.N.) THEM TO CONSTRUCT THE WORK IN ACCORDANCE WITH THE CONTRACT �SEE 5/ 0.0 SEE 1/S0.1 I : � I ANCHORING ADHESIVE: SHALL BE ONE OF THE FOLLOWING PRODUCTS ABU44 2200 1 5/."O ROD w/ 12-16d 10849.6 . � (DUAL CARTRIDGE INSTALLATION ONLY): DOCUMENTS. ABU66 2300 5/a"o ROD w/ 12-16d 10849.6 � —INTERIOR BEARING I WINDOW SILL SCHEDULE SYP#2 (2)12d TOE ,: I 1 1 HEADER I Q NAILS E.E. I � EPDXY-. ITW RED HEAD A7 LIMITS OF STRUCTURAL ENGINEERING DESIGN RESPONSIBILI TIES: WALL: EE SCHEDULE OPENING (MIN) � 9E ASTM A615, GRADE 60. THE ITEMS SPECIFICALLY DESIGNED BY THE STRUCTURAL ENGINEER ARE SET N/A N/A SIMPSON EPDXY-TIE 11506.4 R MINIMUM END I — REINFORCING STEEL: SHALL L FOR STUD SIZE OPENING OR SILL PLATES FASTENER EACH END I"' FIELD ALTERATION STRUCTURAL STEEL: SHALL BE ASTM A992, GRADE 50. LIMITED TO THE FOLLOWING: CONTINUOUS LOAD PATH FOR WIND UPLIFT, BLOCKI ,AT ALL AND O.C. SPACING. WALL \ ", � I t �)i � WELDED WIRE FABRIC (WWF): SHALL BE ASTM A185. WOOD PANEL SHEARWALLS, WALL FRAMING AND REQUIRED SHEATHING AND LTT208 1675 1675 10-16d TO STUD/BEAM/POST .1496.3 SHEAT //-SHEATHING < 4'-4" (1)2x4 SPIF #2 (4)12d TOE NAILS END 11.i�� I CONTRACTOR SHALL CONTACT LOU : ! 2x4 FLAT, WISE. I - I PbNTIGO 8 ASSOCIATES PRIOR TO � LAMINATED VENEER LUMBER (LVL): ALL LAMINATED VENEER LUMBER HEADERS DIRECTLY SUPPORTING ROOF FRAMING. ITEMS NOT DESIGNED 1 1-1/2"O ROD TO FTG. 4 6'-4" (2)2x4 SPF #2 (5)12d TOE NAILS r A_31 -RATED SHEATHING, FASTEN EACH END - /I � I BOUNDARY OF SEE GENERAL NOTES. MAKING ANY STRUCTURAL FIELD I : SHALL MEET OR,EXCEED THE FOLLOWING DESIGN PROPERTIES - ELASTIC PRE-ENGINEERED WOOD FLOOR AND ROOF TRUSSES, FLOOR FRAMING NOT LSTA12 805 695 10-10d 13872.5 1 . lwz-WITH 2-10d TOENAILS. 4. 8'-4" (3 P #2 !M TOE NAILS - , SHEATHING _\ / I I MODIFICATIONS WHICH MAY VARY Qi" il . . . . . .. . . . . . . . . . . . . . . .. . . FROM THE INTENT OF THE ORIGINAL � MODULUS (E)1,900ksi, BENDING STRESS (Fb) 2600psi SPECIFICALLY ADDRESSED, TRUSS-TO-TRUSS CONNECTION, AND ANY ONLY REOUIRED AT 4 12'-ol (3)2x6 SYP #2 1(1)A35 + (4)12d TOE NAII . .. CONSTRUCTION DOCUMENTS.ANY I ---6. ARCHITECTURAL, MECHANICAL OR ELECTRICAL SYSTEM. CS16 . 1705 1705 13-8d 10852.1 i- SHEATHIN 3 JOINTS BLOCKING AT ALL � . - LS I _11, -� SHEATHING JOINTSP 14 . . .. . . FIELD ALTERNATIONS MADE PRIOR I'D � � SEE BELOW FOR BOX GIRTS REQUIRED BE 11 I �1 EXAMPLE OF PANEL � El A I I FOR EXTERIOR WALLS 2x4 FLAT WISE. FASTEN TWEEN I i EDGE w/ BLOCKING . .. BEING APPROVED BY LOU PONTiGo r, I EARWALLS I EACH END WITH 2-10d I WINDOWS IN TWO STORY CLEAR HEIGHT WALLS. WHERE REQUIRED BY . . . . 'ASSOCIATES MAY RESULT IN � GENERAL NOTES Et CONSTRUCTION SPECIFICATIONS WALL J HEAD OR SILL GENERAL NOTES. . .. I ADDITIONAL ENGINEERING OR ; ! � I I SHEATHING�1 TOENAILS. ONLY REQUIRED � - -- PLAfE_S aFE� . . . , EXTERIOR WALLS AND SCHE � . .. �\��" � I - I AT SHEATHING JOINTS FOR WALL SHEATHING TO ---- � . . X_1�1 . . . . .. . t , , I FLOOR SHEATHING.SEECIELCAIlDha � KING & JACK_// DULE i 23/32- T&G OSB OR PLYWOOD SHEATHING, GLUE AND NAIL WITH 10d COMMON 0 6- O.C. EDGE & FIELD . .. . . . . .. . . . . .. . i I SHEARWALLS RAISE I/," FROM ROUGH OPN'G, SEE ARCH. I NAIL SPACING AT . . . . .... . . . . . . . . . .. . . . .. I � I I BOTTOM OF SOLE I - SUPPORTED EDGES . . :; . . .. ROOF SHEATHING SPECIFICABONS: I � I D . i - I I-A : .. affiRQLE- MIN. 7 LED w/ 0.113x2" RING SHANK NAILS 0 6" O.C. EDGE & 6" O.C. FIELD (AT GABLE ENDS DECREASE EDGE NAIL SPACING TO 4" O.C. WITHIN 4'-O" OF ROOF EDGE). SEE DE'AILS SEE, DETAILS' (6)12d TOE NAILS I GENERAL NOTES :. .. � &", 24/16, APA RATED OSE3 OR PLYWOOD SHEATHING, NAI - , w/8d @ 3" C.C. - , TOP & BOT. I . . . � I I ON S1,( ,/ - r I ' ., .. I � TILE - MIN. 15/32" 32/16, APA RATED PLYWOOD SHEATHING, NAILED w/ 0.113x2" RING SHANK @ 6" O.C. EDGE & 6" O.C. FIELD (AT GABLE ENDS DECREASE EDGE NAIL SPACING TO 4" O.C. WITHIN 4'-O" OF ROOF EDGE). F--- --- F____ F- 11 I KING & (/ - A4 , I 12d @ 8" 0.C. " EXAMPLE OF UNSUPPORTED . . . . . . _j---- I .*- A , � 0 � I I � //- 11 I I �__-_1 1 1 1 I - -I I / $� 1 (TYP) (UNBLOCKED) PANEL EDGE---. � I .. . I I - . JACKS- .. I ,11 � ,_� . . . I WA L SHEATHING - 1�: i W± SHEATHING (TYPICAL) . . . � � , � jn� m - - � I FLEXIBLE FINISH-MIN. 7/,,", 24/16, STRUCTURAL 1 APA RATED OSB OR PLYWOOD SHEATHING, FASTENED W/ 8d @ 6-" d7_C_�-'-_'r__DOt 'AND 6" O.C. FIELD. SHEATHING MAY BE I 1 4 1 � I I POR PLAN W 0 - CONT. AT i , ! I & BRICK. ALL OTHER WALL SHALL BE CONSIDERED BRITTLE FINISH. I I I -- I U)M . . .. � i ORIENTED VERTICALLY OR HORIZONTALLY. FLEXIBLE FINISH WALLS INCLUDE: WOOD, CEMENT OR VINYL SIDING, HARDI PANEL I < E L � IRT/VERT ! I I I I I SIMPSON LTP4 ON , -il NAILING TO INTERMEDIATE � m CO i )__� , �. : - I ', OKT., . . � j STUCCO FINISH -MIN. 7&", 24/16, STRUCTURAL 1 APA RATED OSB OR PLYWOOD SHEATHING, FASTENED W/ 8d @ 6" 'C.C. EDGE A, �P,- INSIDE FACE, IF NO ��11; SUPPORT IS 6" O.C. MAX.-". ROOF � .00,mr�P�ft'. FIELD. SHEATHING MAY BE ORIENTED VERTICALLY OR HORIZONTALLY. L--- -----_1 L----------i ___ _ I �. - - I I ,--:1, I I I TO FIT Aiku'>i, I TRUSSES, OR I � � MASONRY SPECIFICATION& - _ '' I N__ -, . 7I - FLOOR JOISTS. ,V'i'ti, 2x SIR PPED . I ... I JACK STUD (LION) tff I I N BOX BEAM BETWEEN WINDOWS 11 I DEPTH REQ'D. � - 11 MASONRY HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 530-05, AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH AC1,53Q,.'10-05. GROUT SHALL BE IN ACCORDANCE WITH ASTM C476 WITH A MINIMUM OF 28 DAY COMPRESSIVE STRENGTH OF SINGLE STC RY , MULTY STORY IN TWO STORY FRAMING , I— I � > . N � � SLUI\",fP. MORTAR SHALL CONFORM TO ASTM C270 AND TYPE M OR S. TYPE N MORTAR MAY 3E USED IN BRICK VENEER. . I &&&TI, A -, I I I I ,9P;4;z I 1 2000 psi PER ASTM cloig, GROUT SHALL HAVE A MAXIMUM COURSE AGGREGATE SIZE OF % PLACED AT AN 8" TO 11" ", I I / I CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF ALL FLASHING. 11 M I i ULJ OL. ro , _� M - '- � �,�,,,�'_�I,��,:�,�I�,," I . I/�1 TYP. VO,LL SECTIONS f" 3 WINDOW HEAD AND SILL FRA A a�'_I I r4_-�SHEATHING NAILING DETAIL :11:� , "- � I , 110�� I I � �, CONCRETE MASONRY UNITS (CMU)v _,4��,'� 1 ,,jj�� ,,, �,, , I ' ' 11 I U , ,,Ili t'�, I I CMU SHALL BE IN ACCORDANCE WITH ASTM C90-75, HOLLOW LOAD-BEAR IN;tjoaWM*#041111INFW�A1 D E N-1, NORMAL WEIGHT, WITH A MINIMUM COMPRESSIVE STRENGTH OF 1900 psi (f'm=1500 psi), GROUT ALL CELLS CONTAINING VERTICAL �SO.0/ � 11, �SO.0)` 11 .... I SCALE: 3/4" = V-10" , ,* ' REINFORCEMENT IN 5'-O" MAXIMUM,LIFTS PROVIDE,CLEA,N0,UTS�l-PER��"-Ac�2,�15-96� 2 IN THE BO TTOM OF COURSE OF MASONRY WHEN THE WALL HEIGHT EXCEEDS 5-0". 11.-� L 11 I �1� I'll 1�1�0 UU Lj. , - � - . I I '', I I 11 I �' � � I I i z � I MA ONRY STEMWALLSn ALL CONCRETE MASONRY UNITS SHALL BE COMPOSED OF ASTM C90E, E GRADE N-1 HOLLOW CONCRETE.,MASONRY UNITS WITH TYPE 'S' MORTAR. WALL COURSING SHALL BE RUNNING BONDS, STACK BOND SHALL NOT BE I ,_ I � I 11��1, ',�� I USED. GROUT ALL CELLS CONTAINING VERTICAL REINFORCEMENT WITH 3000 PSI PEA ROCK CONCRETE GROUT. SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE 48 BAR DIAMETERS. ALL EXTERIOR WALLS SHALL BE REINFORCED FULL HEIGHT . 11 I I I 11 I 11� � Uj = .. : -0" O.C. MAX. AND AT EACH CORNER, WALL END, AND WALL INTERSECTIONS. PROVIDE CONTINUITY OF REINFORCING AT INTERSECTIONS OF PERPENDICULAR MASONRY ELEMENTS BY INSTALLING CORNER BARS, MINIMUM OF 40 BAR I I I I I -, ; i I I I � V) � WITH - #4 @ 4' = ! CONSTRUCTED OF 5 OR MORE COURSES, PROVIDE HORIZONTAL JOINT REINFORCEMENT AT 16" O.C. VERTICALLY, (EVERY OTHER COURSE), AND VERTICAL REINF. SHALL BE INCREASED AS NOTED ON � 0 i DIAMETERS INTO EACH ELEMENT. AT STEMWALL I 11 I I � I I . 1: FULL HEIGHT i 1/S1.O. UNLESS NOTED OTHERWISE. LAP JOINT REINFORCING SHALL BE A MINIMUM OF 6". 1 1 1 � � I - � I I ANCHOR U I . . 11 2x4 BLOCKING I �1[11_k� , I I FOR . " �7'1 11 � I . (fl,) 0 _ - mm -h 11 , I 1A 11 , � 1 024" O.C. FASTEN I I - - , � , �, I I - �, lam A 90m, (loaf, - STM ,C62, C�16,��OR C652 FOR BUILDING BRICK RAFTER TAIL NOTES: V2 1 1 1 6', _� --- i BRICK'SHALL BE IN ACCORDANCE WITH k ' , FACING BRICK, & HOLLOW BRICK, RESPECTFULLY. I 1. TYP. CONNECTION AT STUD COLUMNS, I i 4�r 10d Uj 17 4111.0" . I CONFIGURATION - (3) ROW OF 10d I I I L "I 4 TOENAILS � i JACK-TO-KING ASSEMBLIES, CORNER POST, ETC. � 1 4 1 1 ,g!L W : , 8" O.C�-\,* . * I CONCRETE SPECIFICATIONS& I I ,__��, NAILS @ � I I � I _- ! � � . � ALL CONCRETE HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 318-08, AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH AC) 301. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI AT 28 DAYS . � STAGGERED .� . � . r/ < 00 LL HAVE A COMPRESSIVE STRENGTH OF 3000 PSI. 1 2. SPECIFIED NAILING REQUIRED FOR EVERY,,1,PLY . I I I I � . ��1406' 11" ! is CONCRETE AT GARAG HA I � . -_," t IN ADDITION TO (2) PLYS I 1, I N N N 1 1 . � Ile 11 � I � I jjj ' 'I I I STUD BELOW � , � . I I i GENERAL NOTESe � -1 \'\-2x4 MEMBERS: : , 4-10d ! SPLICE 2xB SYP#2 EXPOSED � � � i LOWER TOP. i IL TO EACH ROOF �� I � I . (1) ROW OF 10d . . I'll, I , � � PLATE AT BREAK I COMMONS i FOOTING AND FOUNDATIONS- TRUSS w/10d 6 3" O.C. � � NAILS @ 4" O.C. . 1 � DATION$ SHALL BE IN ACCORDANCE WITH LOCAL BUILDING CODES. FOOTING HAVE BEEN DESIGNED WITH A SOIL BEARING (DESIGN MAXIMUM) OF 2000 PSF. A SOILS INVESTIGATION REPORT IS RECOMMENDED TO VERIFYSUITABLE %, (4) ROWS 12d * � � : 1`�, �\ .,W��' -� - - � I � WALL INTERSECTION (.n � ROOF SHEATHING . E L_ - >— �. U I _ , Q. '� ORTHOGONAL VIEW e ��.� - ��_,_,1111� _`�, -_1 9- AT 12" O.C. . 2x6 MEMBERS: I CONDITIONS � SUBSURFACE CONDITIONS. IF THE FOOTING ELEVATIONS SHOWN OCCUR IN A DISTURBED OR UNSTABLE SOIL, THE ENGINEER SHALL BE NOTIFIED. SOIL SHALL BE FREE OF ORGANIC MATERIAL AND COHESIVE (CLAY) SOILS. SOIL COMPACTION AND FILL " I -1 " �: I - - 11,111, I 1, le4 i 4; _� , 1'��I_�� " -- � SHALL BE COMPACTED TO A MIN. OF 95% MODIFIED PROCTOR IN ACCORDANCE WITH ASTM D 1557. 2x8 P.T. SYP No.2 I I �,��,,� I ",z�", ,�- - - EA. SIDE. 9 I - " I - I I ,_1 .,�_ , _L� (2) ROW OF 10d I . . 11 ,.,�!-�,� N!z __ I . I : FOUNDATION PLAN ONLY CONVEYS STRUCTURAL INFORMATION. FOR GENERAL FEATURES, CONDUITS, ELECTRICAL EMBEDS, STEP HEIGHTS, ETC., SEE ARCHITECTURAL PLANS. DO NOT SCALE FOOTING DIMENSIONS AND LOCATION FROM THE BLOCKING/CLOSURE FASTEN- . . . (3) ROWS 12'd 1;m -I- NAILS @ 4" 0.C. ij = z i N OR FRAMING PLAN, BUT BY DIMENSIONS PROVIDED ON FOUNDATION PLAN. IF FOOTING SIZE OR LOCATION IS NOT TO TOP PLATE wA3) 102d - � AT 12" O.C. 2 PLY 3 PLY STAGGERED I a LD i HOWN ON S1.O. DO NOT DETERMINE FOOTING LOCATION BASED ON EITHER THE ARCHITECTURAL PLA �_ � i TOE NAILS. . EA. SIDE. BEAM. BEAM. I - I 1�!fj i DETERMINED ON PLAN THEN CONTACT ENGINEER OF RECORD (EOR) - . . I � [-- < I . q � I . W OR 2x6 POST 24 POST I . � � � I - a � � UNLESS OTHERWISE NOTED ON DRAWINGS, MINIMUM CONCRETE COVER FOR REINFORCING SHALL BE 3" IN FOOTINGS AND MESH SHALL BE CENTERED IN SLAB ON GRADE. IN ALL CONTINUOUS FOOTINGS PROVIDE #3 @ 48" O.C. OR ROD CHAIRS. . I � 7' I ! PROVIDE CONTINUITY OF REINFORCING AT INTERSECTIONS OF PERPENDICULAR CONCRETE ELEMENTS BY INSTALLING CORNER BARS, MINIMUM OF 40 BAR DIAMETERS INTO EACH ELEMENT. SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE 48 1 1 1 1 BAR DIAMETERS . I I --- - (3)ROWS OF 6�Y4- il, I CORNER WALL INTERSECTION ; I . (3)ROWS OF 5" TRUSSLOK CONDITIONS CONDITIONS (D F_ i TRUSSLOK I � ADE: ENGINEERED WOOD � UPLIFT STRAP ENGINEERED WOOD NOTES: I � SHALL BE INSTALLED OVER MINIMUM 6 MIL POLYETHYLENE VAPOR RETARDER WITH JOINTS LAPPED 6" AND SEALED OVER CLEAN, COMPACTED EARTH OR FILL WITH APPROVED CHEMICAL SOIL TREATMENT FOR PREVENTION OF SUBTERRANEAN - 24"o.c � 1. OVERLAP TOP PLATES AT CORNERS AND INTERSECTIONS I Uj < � , TERMITES. SAWCUTS: OR CONTROLLED CRACKING CUT A 1" SAWCUT INTO SLAB IN A 16'06' GRID WITHIN 12 HOURS OF CONCRETE PLACEMENT, PROVIDE SAWCUTS THROUGH OUT SLAB CALL EOR FOR ALTERNATIVE METHODS. I � .01 � PRE-ENGINEERED AS SHOWN AS SHOWN 1 2. 1 1 DENOTES 3"xO.131" GUN NAILS 0 6" O.C. VERTICAL i : ROOF TRUSS I A 3. !� @ DENOTES FULL HEIGHT ANCHOR, SEE PLAN � I . _11-11, 4. ' a DENOTES SOLE PLATE ANCHOR, SEE SCHEDULE � ! WOOQ FRAMING SPECIFICATIONS: I FULL HEIGHT 4 i : ALL WOOD MEMBERS EXPOSED TO WEATHER OR IN CONTACT WITH MASONRY, CONCRETE OR ANCHOR '**'� I I It 5. , CONTRACTOR MAY CHOOSE EITHER OPTION WHERE MUL11PLE ! � ALL WOOD FRAMING HAS BEEN DESIGNED IN ACCORDANCE WITH NATIONAL DESIGN SPECIFICATIONS (NDS) FOR WOOD CONSTRUCTION, LATEST EDITION. �WALL FRAMING ! i i SOIL SHALL BE PRESSURE-TREATED. IF, ACQ OR NON-DOT BORATE PRESERVATIVE TREATMENT IS USED, ALL ATTACHED FASTENERS SHALL BE HOT DIPPED GALVANIZED. IF ACZA PRESERVATIVE IS USED, ALL ATTACHED FASTENERS SHALL BE III 3-PLY 4-PLY I i 11 ji I � OPTIONS ARE SHOWN ; ,I I STAINLESS STEEL. I - ! � I I I i . I t � PRE-ENGINEERED WOOD TRUISSESa . FRAMED WALL CORNER AND 1_1�� ; - I � WHERE PROJE A, TPI, AND AITC 100. CONTRACTOR SHALL VERIFY THAT ADEQUATE TRUSS BEARING IS INSTALLED AT ALL TRUSSES AS . 0 i ! SHALL BEAR THE SEAL OF AN ENGINEER IN THE STATE CT IS BEING BUILT AND SHALL COMPLY WITH NFP � - ! _-� B I r7s� IN I I ---\ ROOF TRUS r6 � - INDICATED IN THE TRUSS SHOP DRAWINGS. ALL TRUSS-TO-TRUSS CONNECTIONS AND TRUSS PROFILES ARE THE RESPONSIBILITY OF THE DELEGATED TRUSS ENGINEER. ALL TRUSSES SHALL HAVE TEMPORARY BRACING PER 'COMMENTARY AND r5 S CONNECTION UILT-UP MEMBER FASTENING TERSECTIONS STUDS CONFIGURATIONS 0 i I � i RECOMMENDATION FOR HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES, HIB-91." AT MULTIPLE STRAP CONNECTIONS, SPREAD STRAPS TO AVOID NAILING CONFLICTS THROUGH TRUSS. WHEN USING (2) STRAPS ON � 0 1 i � SINGLE PLY TRUSSES, PLACE STRAPS DIAGONALLY ACROSS DBL. TOP PLATE FROM EA. OTHER. \1�_O \11S,0�.O \1�0 Uj � I � � 11 I I 0 � DESIGN I I I 0"m i . I 11 ROOF COVERING SPECIFICATIONS: FULL HT ANCHOR TERMINATES - QUICK TIE CABLE NOTES LL. I I THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF THE ROOF COVERING SYSTEM. ASPHALT SHINGS SHALL COMPLY WITH ASTM D3161 AND BE INSTALLED ACCORDING TO THE MANUFACTURER'S REQUIREMENTS. CLAY MOST TOP PLATE WHERE ANCHOR IS I j � I � � i � � SPECIFIED ON PLAN I THE QUICK TIE ANCH NG SYSTEM � U. 1 CRITERIA OF G�j I w/ NUT AND 1AASHER. SHALL CON� , At I ! � . AND TILE ROOFS SHALL BE INSTALLED PER THE "CONCRETE AND .CLAY ROOF TILE INSTALLATION MANUAL." AND THE MANUFACTURER'S REQUIREMENTS. STANDING SEAM METAL ROOFS SHALL COMPLY WITH ASTM ElE14 AND BE INSTALLED ADJ TO GIRDER/BEAM 31ST \IIZED � � ACCORDING TO THE MANUFACTURER'S REQUIREMENTS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF ALL METAL FLASHING AND VALLEY MATERIALS. - WASHER -� ,,�,� WIRE ROPEK�l i 0 1 1 1 11 CONVENTIONALLY STRAP CONVENTIONALLY STRAP / LOC*ATE ANCHOR WITHIN " : "AIRCRAFT" TH i ; AND _ I @ \\ ,!. THREADED STUDSWED S EACH END_ /Do � � I I � WHERE MAX. ANCHOR WHERE MAX. ANCHOR 6" OF POST. 11 I I - - � � . WATERPROOFING: - _ , _ I 11,� I AS MANUFACTURED BY'QUICK TIE / 1 z �i . 1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN/INSTALLATION OF ALL WATER PROOFING. SPACING IS EXCEEDED SPACING IS EXCEEDED 1, i PRODUCTS NVILLE I � I I \�, . / / \/ \ I I i I INC. JACKA N A � RAL : I 1 �,4 )I� /1\ - FLORIDA. PLAN ; : � /1\ 1 111 -7-7 1 \ /I\1 1 ! 1 . I \ UPLIFT � 1xi �_ i � . I I I I I �,,, \,--- I il- 4� 1 L . � I I I I I I I I DOUBLE , I/ � 0 i I . I I I I I TOP ' QUICK TIES SHALL P�IENTED I i I qp .j Z i I I I I I I I I A BE D To NOTES WOOD FASTENING SCHEDULE BRICK NOTES / LINTEL SCHD PLAN LEGEND AND ABBREVIATIONS POST, PER VERTICALLY AND T TA THE ; � 4 0 . � N I PLATE _ � -" I I I I I I I \,- I I - -_ SOLE I FULL T. r LF%M . ; I j DOUBLE a z ;: i � �� I I PLAN AN D To -I E UPPERMOST PLATE � ANCHOR ASHM I - `1-- CK : � FASTENER LINTEL DIMENSION MIN. BRG. MAX. SPAN INTERIOR LOAD BEARING WALL I I I I I I _MAXIMUM SPACING e PLATE. QUI TIES AtE TO BE I 9 a .. .1 I . l�'71 1 1 1 1 I I I I QUICK TIE I - DO:NOT SCALE DIMENSIONS FROM � TYPE L/\-] , BUILT-UP POST IN THE WALL I : INSTALLED AS INDICAT ON PLAN. 0 m I'" z r_j 11 FACE NAIL 2-GUN NAILS @ 12" STAG. I I I I I I I I SPECIFICATIONS ON i ___-CABLE THE MAXIMUM SPACINd OF QUICK TIE WALL STUD CJ 0 0 .4 THESE DRAWINGS,IF A DIMENSION IS I , . _0" __�� GABLE X-BRACE, SEE DETAIL 12/S2.0 , I SOLID BLOCKING I PLAN I I : 0 a 0 Ck � UNCLEAR REFER TO THE : L3'/,x3l/,xl/. 4 6' :,_ I I I I I CABLES IS 8'-O" ON 4ENTER EXCEPT B OR POST. 1� 4 ARCHITECTURAL DRAWINGS OR I � TOP PLATE, LAPS/INTERSECTION FACE NAIL ' . 81-01, 1 WITHIN FLOOR ; I (2-16d) 3-GUN NAILS HEADER SIZE, JACK AND KING STUD I I I I I I I AT GABLE END WALLS.t � CONTACT THE E.O.R. � - - L401/2"XVI 6- H6-1/2 (TYP) �.5. in � m 0 . : � L DESIGNATES SHEARWALL. THE I I � I - QUANTITY. I I I I --,","I'll"�.... 0 0 4 ,74 : I DBL. TOP PLATE TO STUD FACE.NAIL (2-16d) 3-GUN NAILS 61, 101-011 HIDDEN LINE DESIGNATES SIDE OF I ; - ! I I L5x31/,"x1/, WALL THE SHEARWALL SHEATHING I -I- - - - - -- - OT WIRE ROPE SHALL BE I ELEVA V6 (a Z::�_4 � PLAIN NAME PRE-TENSIONED TO EqMINATE THE . I 11 . - " I CONSTRUCTIONAL STRqTCH AND . I I I,:�- )(Pl i L ! I . I RIM JOIST TO TOP PLATE TOE NAIL (8d @ 6") GUN NAIL @ 6" 61, DESIGNATES 8d COMMONS @ 3" 1 - I I . � - i 7GR L601/2"XVI 12'-O" TO BE APPLIED. 8d 0 3/6 1 1 1 1 1 FLOOR ITRUSS OR JOIST . (' AY RES TOE NAIL (3-8d) 5-GUN NAILS 16, _�_ - - 1-4 -I- --X- ,- - 4- RELAXATION INHERENTtTO ALL .. .. coc < ft- 8 � I ) CEILING JOIST TO TOP PLATE _011 I____C2)M6 � LL = 2 . D�SIGN/D11MVINI/CH ECKED - , 1_70,/�"X'/, 1 6" O.C. EDGE & 6" O-C. "IN THE I (TYP) I I I I I I I I I C i FACE NAIL (3-16d) 4-GUN NAILS - FI ELD" I HELICALLY-LAID WIREJ AND STRANDS. . 9 .jr-,/j FULL HT. i I CEILING -JOIST, OVER PARTITIONS I I I I I I _I 0 tu W � I 1. STEEL LINTELS TO BE MINIMAL 36" 1 : in �: IL CC CEILING JOIST TO ROOF RAFTER FACE NAIL (6-16d) 8-GUN NAILS LINTEL MUST HAVE CORROSION -1--, BRICK I ZHEADER I I I I I I � I " i I REQUIRED AT INSTALL&TION SHALL BE i ANCHOR � CS / BMB/LAP � . - . : L====j" n . I � I � IL RESISTANT COATING OF EPDXY BASED : Ir 1 ' I I I I I I \__FLOOR AS RECOMMENDED BY �QUICK-TIE yj 0 DATE VENEER I YPICAL I _ Wn JOIST/TRUSS TOE NAIL (2-16d) ,3-GLN NAILS PAINT. : : : MANUF - Manufacture POST TO I I FRAMING PRODUCTS IN ORDER �O YIELD A AT SILL PLATE AT - 22 At 0 40 LU � .. I I I I I I I It-- I = 05.03.17 : : 6--===J WEATHER BOT - BOTTOM I MONO - Monolithic I I MATCH ; = I i I � : I I I RESIDUAL TENSION EQJAL TO THE - : TOE NAIL (3-8d) 3-GUN NAILS 2. LINTEL � L_____11 BARRIER BRG - BEARING OC - On Center I I I I I I ALLOWABLE CAPACITIE�. FULL HEIGHT ANCHOR INSTALLATION CHARTM � I SCALE � I -10d) 4-GUN NAILS : .1------I CMU - CONCRETE MASONRY UNIT OSB - Oriented Strand Board I I I I I I E I , . I � TOE NAIL (3 BE LATERALLY SUPPORTED NOT TO i I I PERP - lerpendicular I I _LJ I I I I I POST ABOVE I CABLE -I FOUNDATI ON . = cc AS NOTED MORE THAN 8'-O". SHOULD I I I QUICK TI HIP I 11 1* I I - I @ (T (�) 6 � I I ROOF RAFTER TO 2x- RIDGE' BM. TOE NAIL (2-16d) 3-GUN NAILS EXCEED 6 FT. O.C. wl 2-'/,x3" WD. DIA - DIAMETER PRE ENG - Pre Engineered I I I I I I I I I 11---PER PLAN. ' QUICK TIE INSTALLATION FULL HT. � : I - Al---=--="I LINTEL I REQUIREMENTS: ALL QtICK TIE � LPA No. i I SCREWS INTO HEADER PROVIDE A '/2" ------ I PSF - Pounds per Square Foot I I i i - I I 111� I I I I I i I I I I i ANCHORAGE SHALL BE, INSTALLED BY ANCHOR TOP PLATE SILL PLATE CONCRETE ,EDGE I � PSI - Pounds per Square Inch I I CONT. HEADER, TWO PIECES FACE NAIL 16d@ 16" O.C. @ EDGE I I VERTICAL SLOTTED H . I I I HOLE : HOLE HOLE SPEC. DEPTH DISTANCE � GRAY-17-00485 i t===-=1' SEE NOTE 2 - ENGINEER OF RECORD PT - PRESSURE TREATED I I I I I A FACTORY TRAINED AIND LICENSED — 11 11 I i � , * I CONT. HEADER TO STUD TOE NAIL (3-16d) 4-GUN NAILS , i EOR I INSTALL 1-STORY SEE TABLE AT RIGHT [�', INSTALLER. QUICK TIE MUST BE QTB 1/,,"o � 1/,"o V2 0 2X2xV111 4 2" 3" ! 1 3. BRICK VENEER ATTACHMENT: ! I QT - Qu ck Tie - 6"MAX. FROM I I\ EMBEDMENT " 11 i CONTROL No. � TOE NAIL (3-16d) 4-GUN NAILS \_ � I TENSIONED ACCORDING TO THE QTG 1/,,"o 1 54,"o 0 3x3x 4 2" 3" ! I I I STUD TO SOLE PLATE _ HORIZONTAL TIES @ 24" O.C., VERT. EXT - EXTERIOR I REINF - Reinforce I KING STUD WHERE 2-STORY RODS AND EDGE DISTANCE. I DEPTH DIMENSION INDICATED ON ON . . 11 I 1/�6 I/,,,, � 3912 � I FLASHING FBC - FLORIDA BUILDING CODE SF - Square Foot (9) A D QTO I 1 0 � 3/."0 1 1/,"o I 3x3xi4l, 61. 2" 3" � SOLE PLATE TO JOIST/BLOCXING FACE NAIL (16d @ 16") GUN NAIL @ 8" TIES 0 12" O.C.. (FOR 11Omph HEADER, CANNOT BE INSTALLED EACH QUICK TIE AND',INSTALGE 11 7/ "0 1 7/."0 1 1 . i I - WIND-ZONE VERT. TIES 0 16- 0.C.). . SPF -Spruce Pine Fur Ft 3H I ANCHOR QTR I 1' � ,, 'A, �" 1 6" 2 3" � SHEET � ; � I BRICK LINTEL, SOLE PLATE ANCHORS - . ACCORDING TO MANUFACTURERS 0 _ 13x4 <1/ � I - NAIL SPECIFICATIONS AT ALL OPENINGS SPACE TIES WITHIN I FT - FOOT SYP - Southern Yellow Pine _�* FULL HEIGHT ANCHOR PLACEMENT DIAGRAM PER PLAN. WALL SECTION INSTALLATIONS INCLUDED IN EVERY ' "'; - - - ' - - - - - - , " ", SEE SPECIR C SE _I __ A E _ TI 5 0 _ / N I : -0- MIN. r I � _ S, ' I _ I rAR -"'�' I C� A R L__ .... TRAN ISDE ) STUD [I OPTI( S SYP W/ ... EjERMANIENT TRUS J2 U 7D -, ____ ,.FOMS ____, USP MSTAM24T1 ,, k I tc \ �Al_ � * - , . -T or K%L� -A�rKvii��._ A, N � ". it ---1 iL — _P A fE __ -- 1 4 r111� I .... _CSEE 5/' 1 - - y - L � �G - - ly . , > . . . . ,�, . . . . . . . . .. . . .� . . , � - -� �� r - * '! 7 ET -�\_ 41MPSA I , �111 ON LT "_ ",:.",r. _ ..�,'. - '� 2 x i T, , H, 1 4-41 6" - 4"I l` W EFN 4 - !PK*, OVER L� 11 :_�I` r3r I CON VEN T WHERE _ SIP ACINC - I ,/ I � � � I � _TF H - _ ULL 0 1 ANCH R -- A 0 NOT SCALE ESE o WING WA L NCLEAR I U 0 A C I T P _ R LU R H TEL C U N I CONTAC j , I I - I , = AV- P. >EPAID 1, Y C . THRU - Through I I ! I MONO I STEM i 3"xO.131"O = GUN NAILS 2"xO.113"O = RINk SHANK 12" OF OPENINGS. PROVIDE3/,,"O WEEP I TYP - T,�pical I BOX OF QUICK TIES. I i . I I . 2"xO.113"O = 6d 2'/2"0.131"O = Eld QUICK TIE ANCHORING SYSTEM � I i HOLES @ 33" O.C. IMMEDIATELY ABOVE SECTION VIEW HORIZ - HORIZONTAL UON - Onless Otherwise Noted r8-,,*-N i SO.0 I � i 3%0.148"O = 10d 3'/2"x0.162"O = 16d FLASHING. OF BRICK LINTEL VERT - 'Vertical � -, 11/2%0.148"O = 10dxll/2" 11/2%0.131"O = Sclx`11/2" I I I . WWF - Welded Wire Fabric �1�0 I � SHEET 1 OF9 ) � 1� �_ I I ! i I � : ! . I � I ! I - - - I I I I - -1- __ 11 - - I- I . , I I I � - 11 I . I I I 2x6 SYP 2 BLOCKING BETWEEN I 2x6 SYP#2 NAILER EA. TRUSS FASTEN TO TOP , FASTENED TO TOP- W/ 1 PLATE Od ® 4„ O.C. PLATE wl 10d 0 3 O.0 WALL SHEATHING I 8d COMMON WIRE NAILS 2x4 BLOCKING BETWEEN TO BLOCKING EA: TRUSS: .'. C� [IM7 3 0. C. ..ATT H A _ / I AC AT WALL 1F TRUSS REACTION EXCEEDS L STUD. w 3 16 WALL,ALL NAILS AT EA. F 23001bs PR / RAMI 6 PROVIDE CRIPPLE STUDS NG INTERSECTION. SEE PL AN. > -DIRECTLY BEN V MIN. OF - EATH TRUSS 6 S 16d BETWEEN EACH TRUSS) MAX ( DBL. TOP H ADER NOTCH PLATE T P 1 16d COMMON BELOW P LATE I BLOCKING AT ® 8 O.C. B B rsB ORCH SHEATHING A > A Lou P R ont► o and SHEATHING BREAKc. I .. EE � , BETWEEN-EVER Y SPECIFICATIONS i P RCH FULL-DEPTH LVL BLOCK .a A S 5 0 EL 0 W �.Q, crates In `TO TOP PLATE w 10d 8-GUN NAILS H ADER G OTHER TRUSS. FASTEN S E PLAN. I SKE PERPEN STEN FLOOR. DICULA c� 3 O:C. FA R TR TOENAILSU S S HEADER ER & SUPPORT K ., 4 2 BREAK 0 Osceola Avenue PORCH PARALLEL P r 1L HEIGHT GHT TING TO BLOCKING O.C.0 SHEATHING MST o- PORCH 2 A24 POST, PER PLAN. - z L DETAIL L B - A TO WA ANCHOR.HOLD ax. Beach,!=L Florida322 t � STRAPS 2 x4 WOOD 1 . 50 LAR P ERPENDICU MIN. D .. DOWN OR STRAP D D D _ ' Ph.24 2 09 Fax.ax. 241. 55 0 WA BELOW. 1 ADJ. 9 7 AT SE 0 C T LL BA F POST C F L. CA 8344 S.C.: OR H HEAD CA#3.57 TO � ER. 9 1 , CONT, 2x4 RIBBON, TOP ,, OPTION A WALL N TO 24 16 GUAGE SHEATHING . FASTEN I' & .BOTTOM. POST BASE. : C C - POST „ S w/(2)1 0d STRAP w 11 4x4 P TRU SI OST.ABU44 24 1 AGE 6 GU ALL FR BELO 6x6..P STUD W FRAMING I 10dx1 EA. END � _ OST.ABU66 Y2 1 STRAP w 1 w 2x SOLID BLOCKING a bTA 2 FOLDED. / _ 1Odx1 EA. END L. 3� - SHEATHING AT SHA EDGE E �! I ER TOP PLAT DOUBLE E U TOP PLATE SI N H EA.` 8d C MPSO 3 COMMON WIRE NAILS i i r t' �M r CONTINUOUS 5'10d NAILS .. a r PORCH.' ON INUOUS OVER e n i TRUSS U.O.N. w. ee o TO BLOCKING LOCKIG C� e . . 3 O.C.0. C. 0 PORCH HEADER o > e r , e T P' SLAB HEADER TO 0 PLATE & > P o s 4 If� , A/ a s S LAN ♦ I� EE P _ 10 NAILS: INTO 4 A 16 STRAPS HT M X a CS 16kn AM. SPACE � s ST B� 32 D.C. E APS ROD i MsrA24- HEADER DOW `. �S N CONNECTION �, , HEAD: „ 2 4 O.C. ; E R UP CONNECTION ROOF TRUSS STRAPS EPDXIED 6 MIN OR JOIST CONNECTION U l T CONNECTION J 1 PLF CONNE TOR C i PERPENDICULAR LAR CALL OUT UPLIFT CONNECTOR FOR PLAN VIEW OF GALL OUT L WCONNECTION ® , . PAN VIE OF ELEVATION VIEW OF o. 1 S T _ _ 8 GUN >. U� r _ HEADER T PORCH H ,> ARCHITECTURAL A o PORCH AD P HEADER H DE DET • AIL B ABOVE. SEE E. � �� A H2.5T . E 2 O.C. TOP . N 3 & BOT A LS18 '� 32.. .0.C N ism 177 H I SEE ARCH ALS .. SCONTINUOUS 2x 0 FINAT CORNER POSE 6SYP2 T , STUD WALL, T D B SEE PLAN` A a, LEDGER FAS �. B TEN WITH. S SEE PLAN � o EE PLAN. a 5 � II 0.131x3 E -V"- A STUD, 1 fi c O rl�IrnTInN � R PORCH SHEATHING ��F C 1 MSTA24 STRAPS , 2 CS16 STRAPS i MIN. ) 2 4 WOOD �. .. , GYPSUM (WATER PROOF). GREEN BOARD W 5d`COOLER NAILS ® 6 O.C. E� zGE & FIELD D ( FULL HGT ANCHOR PER PLA � .S SEE DETAIL-4 SO / N � .2 FOR NOTBELOW.. & 1 ' ADJ. D FULL HGT ANCHOR PER ,. OR OPTION B O PLAN PARALLEL-..TRUSS ALIGNED WITH TRUSSES TO PORCH HEADER. OSB OR PLYWOOD W 8d COMMON NAILS 6 DETAIL A / OR GREATER CSD O.C. EDGE AND FIELD a ( ) / Luis A. P`ontl o, PE 8 FLP #53311 E HEADER TIE DOWN TRUSS OUTRIGGERTYPI 4 O N 1 SECTION CAL PORCH BEA TYPICAL H FRAMING DETAIL M CONNECTION WALL 2 TYPICA RC RA NG 5 3 WHEN 5 ADJ. TO ROOF CONNECTION.WHEN � TION OTED i _ O TEO SEE CONSTRUCTION 3 4 1 0 S0.1 ON SPECIFICATIONS F SCALE THIS DETAIL ONLY APPLIES OR ROOF S0.1 " WHEN NOTED ON PLAN / 50.1 S0.1 S0.1 REVISIO NS AND w DATE A ALL SHEATHING AND STUD FRAMING: , I I L I ROOF TRUSS. I_ A : I SEE AIL 6/S0.1 FOR SYP # 2`2x4 NAILER FASTENED TO TRUSS / DIAPHRAGM ROOF. .. „ AGM ATTACHMENT BOT. CHORD w 0.131x3 ® 3 O.C:. TRUSS. / WHERE APPLICABLE I II i_ FLOOR OR I I , ATS AT 12 FASTENED TO SHEATHING w 8d C�? 3 O.C. 2x4 SYP 2 G / --- ------- --------=- # ROOF TRUSS. O.C. FASTENED TO TOP 1 . 11 /a � PLATE. w 4-0.1310" SHEATHING FASTENED TO / „, 2 LSTA18 STRAPS II ( ) MAX. 1 COMMON. I TOP PLATE w 10d 0 3 O.C. FOLD' OVER TOP PLATE.. 2 MSTA24 STRAPS O I I I I FASTEN w 1 FOL 0 1Od D OVER TOP PLATE FIELD 16 MA X. S EARW L NOTES._ / Q E D ALTERATION FASTEN w/18-10d EACH ND W 2x SYP 2 CONT. ATTACH 1. CONTRACTOR ANY T E FASTEN 'CATS EA C CONTRACTOR SHALL CONTACT ACT LOU B C n :1L j : 1 TO TOP PLATE AND T i N TRUSS ALTERNATE OPTIONS ,/"�".� 3 0.131x3 COMMON TOE NAILS ,, O TIGO 5 ASSOCIATES PRIOR TO ABC OR D MAKING ANY STRUCTURAL w/ 0.131x3 @ 3 O.C. EDGE OF I I Ra�FIELa 2x MAY OVERHANG TOP..PLATE. SHEARWALL if f MODIFICATIONS WHICH MAY VARY .FROMT SHEARWALL OR 2. USE ALTERNATE rr n » HE INTENT OF THE ORIGINAL SHEARWALL E A. p,,1 . . CONST S SCI ZZ RUCTION ®J � UOCUMENTS:ANY SW 8dC�3 6 a EXTERIOR WA J LL AT EXTERIOR-.WALL . . :. FULL HEIGHT MINIMUM 2 PLY FIELD ALTERNATIONS MADE PRIOR TO HEIGHT THREADED FULL: EAD D ROD 0 ENDING B CONVENTIONAL'- S BETWEEN ROOF. L TRAPPING BEING MINIMUM -STUD ROD N APPROVED BY LOU PONTIGO& ALTERNATE A ALTERNATE B ALTER ATE C TRUSSES. ASSOCIATES MAY RESULT IN OWNS HOL EACH END HOLD DOWN EACH END I 2 PLY .. DDITIONAL ENGINEERING OR AT 2ND TURN T 3. USE ALTERNATE - STUD STORY ITEN HD INSPECTION FEES: A FULL HT ANCHORS A UPPER TO LOWER STUDS STUDS PROVIDE COUPLER TIGHT FLOOR s . „ ROOF OR DECK 10d C�A4 O.C. E & F FOR _ FASTEN R FLOOR OSB DIAPHRAGM SW SW $d�3 6. 1 OR 2 � FULL. 8d®3 6. 2 CS16 STRAPS TRU FLOOR O /a O /z / O 2 CS16 STRAPS AGAINST PLATE l ROW 8d SS. TRUSS ATTACHMENT 0 TO NAI 1 READED ROD EACH END -• LER w HEIGHT AT BASE OF''STUDS 2x4 SPF#2 CONTINUOUS ., T 0131 .END. STUDS. TO # TRUSS. FOUNDATION SI MPSON TIT D ROD T OP EN H COUPLER C�9 3 O.C. FASTEN 0 T FLOOR TO FLOOR ( LEDGER FASTENED PLATE ANCHORS „ aW 8d�3 6. HTT5 OR . 2 ROWS 3 RODS THD37634RG x6 R W � �' 3/s PLA a TE W OSB ( / is TRUSS WEBS WIT (� SCHEDULE ON DETAIL'2 S0.1 „ SEE SI✓ > O.C. BLOCKING C SOLE PLATE ANCHORS OF 8d � 3 OCK G _ w 3 0.131x3 LTT20B / SEE SCHEDULE PANNEL H ULE ON DETAIL 2/S0.1 2x4 SPF: "'FLOOR COMMON. r FRAMINd HTT5 SYP 2 2x4 NAILER FASTENED ALL AROUND SHEARWALL NOTES '> --�.. _ 8d N B SHEATHING WITH COMMONS ® 3 O.C. 1. PROVIDE Oma AT PANEL BOUNDARIES AND 6 IN THE FIELD. TO TRUSS BOT. CHORD w'" „ his / EACH END w ' FASTEN CATS EA 2x4 SYP 2 CATS# PROVIDE 2x B LOCK IN AT ALL PANEL EDGES. x3 ® 3 O.C. , m i 2 ROWS 1 1 W5 0. 3 ( } _ 3 0.131x3 NAILS ® 6 O.C. O.C. FASTENED TO TOP INTERIOR ,, I LAT 4- PLATE w 0.131x3 I / _T EACH U OF 2 STUDS E C .END OF'SHEARWALLS. KING & JACK STUDS SHEARWALL. 2. PROVIDE A MINIM DS AT HEADERS MAY SERVE AS ' SW 2 w- COMMON. .:- END POSTS FOR SW. 5-16d NAILS .SHEARWALL OR EXTERIOR RIOR WALL TE ALTERNATE_ ERNATE FOR- ALTERNATE (TYPICAL) __ :, - 3. FASTEN ALL INTER OR SW TO ROOF OR FLOOR'TRUSSES PER 6 S0.1 FOR ALTERNATED ALTERNATE E ,.. / ,� 3 5 ALTERNATE F / FULL HEIGHT ROD FULL 4. INSTALL INTERIOR FOOTING BELOW SHEARWALL PER DETAILS ON SO.1 s /s L HEIGHT ROD 3 FULL H ,. EIGHT ROD ALTER SHEARWALL ATTACHMENT AT ROOF 8 FLOOR _ /s NATE W s 7 TYPICAL EARWALL ELEVATION 8 FULL HEIGHT THREADED O ,. ROD 9 ATTACHMENT ; S0.1 S0.1 OC TNG WITHIN .PROVIDE SOLID BL _ FLOOR SYSTEM AT SW END POSTS. so.1 :ALTERNATE soa w LL w 0 Ln w MULTIPLE BRACED TRUSSES AS INDICATED IN TRUSS SPECIFICATIONS. I , SINGLE 4 12d T RACING NOTES AND d OE B SPECIFICATION 8d COMMON I W 2x4 SYP 2 OUTLOOKE S TRUSS BRACING. NAILS TYP, R Li T: ALL.BRACING LUMBER SHOWN ROOFL , EXEPT AT 3 -0.C. TYP ( ) ,r ( } 0:C. 24 C FOR: T-BRACE SHALL TRU i HALL BE 1x4 S S5 YP 3 MM # _2x4 BLOCKING. FASTEN W OR BETTER OR 2x4 SPF#2 OR BETTER. EACH END w/3-10d H T HURRICANE LION H3 2 5 NE CLIP C� EA. - _ (LION) 2x12 OR .(2)2x6 OR (2)2x4 YP#2 LEDGER, TOENAILS FASTEN TO ROOF FRAMING BELOW OUTLOOKER TO TRUSS. (1)DIAGONAL BRACE PER _ 6 10d e 2. BRACING LUMBER.SHALL INTERSECT w 4 12d NAILS AT EACH RAFTER. 4 TRUSSES APPLIED / ( ) ROOF SHEATHING COMMONS THE WEB V TO BACKSIDE OF WEB. E OF THE BRACED TRUSS, PER K E DELEGATED TRUSS ENGINEER. OVERFRAME AFTERS SEE PLAN. I II 3. PERMANENT PERMANENT BRACING 1I • ) QQ 'I e I T BRACING APPLIED TO WHERE NOTED ON TRUSS MFR. SHOP I 2X6 .i II ANGLE.. DRAWINGS.' THE CONTRACTOR AC SHALL FRONT SIDE OF WEBS. SIMPSON H3 w 1 8d COMM I. ON II / 0 PROVIDE 1x4 SYP 3 OR BETTER BRACE NAILS F TE TO LED I # FROM RAF GER II . THESE STRAPS I BOTTOM CHORD BRACING RACING _ N ROOF.MEM o a AND LEDGER TO BER. TBR CE FASTENED TO T- BRACE.E I 2X4 T BRACE. ONLY. 0 L e II MAY BE OMITTED WALL SHEATHING UP 2x4 P ED PERPENDICULAR T SF2 ER DICULAR 0 WEB w 12d ® 6 O.C. . TRUSS BOTTOM # REQUIRED FOR BRACE 0 WHEN V GABLE END TRUSS. f l 0 E FRAME R e BLOCKING CHORDS AND. ATTACHED TO EACH T-BRACE TO BE THE8'-0". RAFTER N LENGTHS > II _ LENGTH TRUS WITH 2 8d COMMON NAILS. AT ALT. To BOTH BOVEI SAME SIZE SPECIES „ - L LES A FASTEN w 1Od`COMMONS II GABLE END WALLS PROVIDE DIAGONALS R CS16 DIRECT Y S_TH N 4 -Q_ PRODIDE MTS12 L A GRADE A WEB ,> AND S 2X4 2 SYP BLOCK EACH �r >_ A CONTINUOUS LATERAL BRACING SEE' e # , AT END WALLS PROVIDE DIAGONALS ROOF MEMBER. ® 6 ON CENTER ll A 1NG RAFTER : TW T BE BRACED. BETWEEN OVERFR 0 B C GABLE BRACE. FASTEN E H � TRUSS SHOP DRAWING FOR TY. AND _/Q APPROXIMATELY 45% TO THE ER. AND ROOF MEMBER.II EM END W 3 10d TOENAILS LOCATION. I MORE THAN 1 LATERAL a / ; R E Uj ADJACENTEXTERIOR- N ( ). PERPENDICULAR � BRACE IS NEEDED OVERLAP BRACE II II WALL .BETWEEN .EACH LINE OF BRACING AS SHOWN.` e BLOCK TO DBL TOP TO-FORM A ZIGZAG PATTERN ALL PLT W 2 H2.5T I CONSTRUCTED OF THE SAME BR � / � _ ACING I 'MATERIAL. THIS RE UIRMENT IS T 0 0 PROVIDE SOLID` SPF BLOCKING JOINTS ADJACENT r NECESSARY H 2 LOC AT PANEL ,AT IP ALSO LS0 TO TIE IN OF OVERFRAM FT SS FRAMING. I ALONG EXTERIOR WALLS PARALLEL TO E RAFTERS TO TRU 0.131x3 T E NAILS 0 8 . C� C BOTTOM CHORD BRACING PROVIDE I I FROM BOT. HORD OF_T TRUSS S DIAGONALS`IN THE END SPACE : TO DBL. T PLATE BETWEENTHEWALL AND THE FIRST I „ LINE OF BOTTOM'£HORD BRACING 2x4x6 SYP 2 LATERAL BRACE EA. GATA # .. 8-10d LSTA12 C� 48 O.C. ORIL TOP PLT R MAXIMUM SPACING OF 20 FEET.. X B ACE w 2 16d INTO BOTT OM I / TO GABLE TRUSS BOTTO CHORD W f CHORD OF EA. TRUSS. COMMONS / S WC15600 ® 36 O.C. IT D OM IF ANENT TRUSS BRACING >. PERM RA P 1D DECK LED SHEATHING OVERLAPS G '' LE 12 MIN ; �, E K GER AT OVERF ME RAFTERS GABLE END BRACING. WHEN 12 0 TYPICAL L SCALE. 3 4 1 0 �D S0:1 / SD.1 USE THIS DETAIL ROOFS, VA _ TO FASTEN OVERFRAMED VALLEYS, ETC. S0.1 > NOTES. 1. SPACE GABLE END BRACING � 4 6 MAX. , 2. ALL MATERIAL-TO BE FRAMING M NG I DETAILS Do! O NOT SCALE DIMENSIONS FROM THESE DRAWINGS.NGS:IF A DIMENSION IS I , UNCLEAR REFER T T R R O HE a ARCHITECTURALbRAWINGS OR CONTACT a. THE E.O.R i s PLAN.NAME s GRAY RES DESIGN/DRAWN/CHECKED r. CS `BMB LAP DATE 05.03.17 li SCALE AS NOTED li LPA No. I .GRAY-17-00485 CONTROL No. I 3912 I i SHEET OFFICE j'� CC'V^E V�r L so.] I SHEET OF 2 9 i OVERLAP SIDEWALL H2.5T TOP & BOT. » O.C. T TOP PLATE @ 32 . . � ALWAYS PLACE HEADER AT 1 TOP OF ROUGH 5 THREADED ROD FLASHING AND • Lou Pont►3 o and OPENING w 3x3x /4» PLATE - WATERPROOFING BY Associates Inc. . : T.R. BUILDER . . . ONE IN SIDE � � 4 20 Osceola Avenue 1 . WALL 2x$ SYP 2 LEDGER Jax. Beach, Florida 32250 MAX Ph.242-0908 Fax.`241 9557. 6 w 2-1 4xSDS / / FL. CA# 5 344 SC.CA#3579 I i SCREWS @ 16"O.0 i EXTEND HEADER TO i / 272 2 2 10d COMMONS i FAR SIDE OF WALL ! ! T&G DECKING PER - •..•. is _ o @6o.c 2 2x6.. 2 2x6 SPF 2 A S SHOWN. L ( ) ARCH ►nue t P 4 P ! a e a a P P 0 P JACKS ! SHEATHINGa P ROOF. • P . . 6 6 6 ! •. `7 s m m AND 1 PER SPEC ♦.. .� E OF WALL . . 4 0x4 .. _ N w. .♦.. ` S . .. a K NG. ATING INSTALL AT UPPER FULL HEIGHT ♦ . . 5HE I e THREADED ROD 2x8 SYP 2 _ .. No. 1 AGE HEADER o CORNER 1 BELOW GAR i i ~-- . R A F TERS (� 24 ,o.c • H2.5T • I SEE PLAN , r ET ! _ EXTERIOR STUD TR IMED AS DETAIL A _ w I _ ON , --L1J i .. m 0 SHOWN .:, 4 �♦ + r rn � . Pc ♦ I ♦ ♦ a a M ! P e ♦ 1/2"x`10" S.S ♦ . ♦ i r • a � i ♦ ♦ ALV. BOX NAILS C MMON OR GS G T HEADER w 8d 0 ` FASTEN `SHEATIN 0I / LAG BOLT P P , I _5 ! P . NA L d ULL HEIGHT s s a FRAMING T S SHOWN AND 3 O.0 1N ALL : IN 3 GRID PATTERN A H2.5T THREADED ROD ! e i ! L to I s A. P- onti o F E BLOCKING & SILLS TYP. I , STUDS BLO 3 y 1 EPDXIED 2 FL PE#53 I .. 311 d i 4x10 SYP . . 2 BEAM K BLOCKING AT PANEL JOINT, NAILED TOGETHER w 3-16d SINKERS A DOUBLE C AX SPAN:AN. 10 0 REVISIO NS DATE 3-10d TOENAILS 5 » ! 6x6 HORIZONTAL . BETWEEN EACH SIDE AL DOUBLE PLATE B C ED ROD . OVER ADDITION D _ s sb THREAD 0 » » i x WASHER. 3 EMBEDMENT & 3x3 x8 LAG SCREW D EPDXIED w 12 MB i / STUDS '` DRILLED AND E /a s I - ` RECESSED II I, I d 4x6 DIAGONAL _ I i 6 T x6 POS AT EA. 3 » » i s x8 LAG SCREW BRACKET_ i ALL EXPOSED METAL FIELD ALTERATION RECESSED CONNECTORS AND CONTRACTOR SHALL CONTACT LOU P NTIGO 5 ASSOCIATES 'P FASTEN S QPRIOR TO ER SHALL 6x6 VERTICAL MAKING ANY STRUCTURAL FIELD : C MODIFICATIONS WHICH MAY BE STAINLESS STEEL GARY �. L FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS.ANY ..:FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVE[)BY LOU PONTIGO$ ASSO DETAIL ;ASSOCIATES MAY RESULT IN : PORTAL WING WALL 2 BRACKET FRAM NG E . AIL WHEN GARAGE OR ADDITIONAL ENGINEERING OR INSPECTION FEES. S NOTED S0.2 THIS DETAIL ONLY APPLIES WHEN NOTED ON PLAN �_2 IiI I I I STUD WALL I SEE PLAN. I I FRAMING BLOCKING AT WALL I THING BREAK 16 d COMMON GUARDRAIL BY SHE N M I PER PLA � ' J ry ISR P z � � a . OTHERS � 8 O.C. ! 0 ERS f ! N PLAN I � f I FLASHING AND '= FULL DEPTH LVL BLOCK BETWEEN EVERY i WATERPROOFING BY 1 r --SHEATHING I N G------- I m ALL EXPOSE METAL R OTHER TRUSS. FASTEN TO TOP P W .,.. , BREAK � i LATE w 10d I BUILDER I DECK J IST d POST TO POST CONNECTOR AND � � z I TOENAILS @ 3 O.C. FASTEN FLOOR LLQ v, .. w 2 CS1 _ . 6 �, TE I P AN FAS PER ING ECK .�.�` I /1/ FASTENERS SHALL - . . ., T SHEATHING TO BL JOIST 0 BLOCKING w 10d @ 6 O.C. I STRAPS 8 DEC ', . W _ TO JOIST W 2 BE STAINLESS STEEL I BEAM �' i F I SCREWS w H 25 T TYP 3 RIBBO I CONT. 2x4 N TOP 4 i I FAST - d OM EN T & BOTTOM, 0 WATER PROOFING S w/(2)10d I TRU I BY BUILDER I I • BLOCK BETWEENTRUSSES I 2x8 LEDGER AND r PER TO ACCEPT STRAPS FROM w NG SJMPSON H3 EA. � FASTENING I w D A35 BEAM PER ABOVE. FASTEN EA. E �' i J01 ST TO LEDGER / , PLAN TRUSS U.O.N. I PLAN w LU S28 HANGER I / MM W — -- ------------- --------- ------ - 1 STRAPS i VA ----- 6 APS' BEAM PER » / BEA 32 O.C. B � U i � I � PLAN ,I BEYOND i I I i d I Ln P T ER I i 1 i I PLA ARCHITECTURAL O , FINISH, SEE ARCH STUD WALL i I SE AN. ! I . EPL J ! I II i W USS STRAPPING SECTION AT POST I 3 DECK DETAIL 4 T E S _ _ » SCA E. 3 4 1 0 �.2 S0.1 / II . i TYPICAL I I L FRAMING I ' I DETAILS I DO I NOT SCALE DIMENSIONS FROM THE E DRAWINGS.IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACTTHE E.O.R. a I PLAN NAME I _ GRAY RES DESIGN/DRAWN/CHECKED GS BMB LAP DATE 05.03.17 SCALE I AS NOTED I LPA No. ; GRAY-17-00485 0 85 CONTROL No. 3912 SHEET COPY I� , S0.2 SHEET ' OF 3 9 - it SYMBOLS LEGEND - DESIGNATES TE FOOTING LINE _- DESIGNATES'SAWCUT LINE INTERIOR LOAD BEARING WALL DESIGNATES SLAB RECESS Lou Po o 3 ntr ani Associates, Inc. I '420 Osceola S 1 I o a Avenue 1.01 j S1.01 l ax. Beach Florida 3250. Ph. 242-0 - 908 Fax. 241 9557 .i 1 . FL.CA# 8344 S C CA# 3579 II I L I I ', m ld m rd m P V ♦ P I- aI I 0 } e ♦ e f � P ♦ x P e t ♦ � P (pq]� O C ID k O I ! • O O a k nt c s I , � Q w e r : 4 a a d e s : 1 I 0 e 1 I , mm N� a 311 I 1 � v Xx 713 i w I w ` ( I II II T I I I _ •ld51.01 MONO FOOTING S E { W LL w 2_ 5x30, �+ w ON DWELEPDXI D 6 MIN PA ac� ►. Nsw w v i _ I I , ^� r 4 C C SLA w 0 ETE B L is A Pond o PE I`I / I , i I 3 FIBERM S G 1.5 LBS CU.YD. r FL`PE #53311 / L - ' I �_ SAWCUT I" - OF �0E--Of�6x� W1.�xWT�4 L S .01 WWF`rt0 lvt1L1A1'O BAR R REVISIONS DATE IN PREPARED GRADE. f i ^7A - i ! I � i STAIRS BY 1. S 01 , II II BUILDER I I MONO F� 0 ING TO STEMWAL » I I I I w 5 30 DOWELS x 4 I 8 8 5 4 / I I I IEP IOX IED 6 � MIN. TYP , ( I I 1 I I _ - _. - - - - - - - fIELDALTERATION I t I I CONTRACT OR SHALL CONTACT LOU PCNTIGO &ASSOCIATES PRIOR TO I I I I MKING ANY STRUCTURAL FIELD M�CDIFICATIONS V�HICH MAYVARYFTHE N I TENT OF THE ORIGItJAr_STRUCTION DOCUMENT- ^6 r-- .ANY i I FIELD-ALTERNA i '- TONS MADc-PRIOk T S1.01 I` I O BEING APPROVED Y LOU P T S1.01 I I B ON IGO& I ASSOCIATE 5 MAY RESULT IN I I t I I ADDITIONAL' ENGINEERING OR I I' I I I 6 I 1 I ' INSPE TI 1 C ON FEES. I I I I51.01 PROVIDE SAW CUTS PER i! I � f -5/8-f_.O1 1901 LDER TO I C00RDiN TF WITH FINISH I I II I I i FLOOR MATERIAL. � I I , { l I I I � _ I I I I m I 1I tom. 1 I I I � S1.01S1.01 _ fI I I -10 7 7 5 4 6 I 8A IF F - 8 .., I , _ fw._, r- W - -iry I I I � f ii I I I i _aIIff -I-III .I� 7 B II 6 .01 S1.01 � i I , f,I l ` r , W, 4" CONCRETE SLAB w � a0 - I 7A FLBERMESH ® 1.5 LBS CU.YD: f I OF CON E-�E --ESR x6 4'W1.4 I i S1.01 W1. x , I I i s . U WWF ON EMIL VAP' BARRIER 1 ARR I , ( i N P , ) ` I RE ABED GRAD . I PROVIDE 2-#4x4'- CORNER 4x4 0 I i I CORNER CRACK BARS � 4 w - � _ I LL I � _ S1.0100 AT SLAB MLD DEPTH. ; �. _._ I 12 4 4 0 ( z<, I I I � z I I ( SAWCUT v, I � ' o I 4 i S1. 1 .,. I , I V J I cc3 S1.01 y f 12 10 Q cn I Y 1 , i , LD 7p I� 4 I , S1.01 I _ I , Q I S1.01 I ;: I I I , = 1 _I li i ,. I I V 1 SAWCUT Uj LL L I I , I i I I I x� I ' � I I TING i MONO FO TO I :. FOOTINGS- AT I » ., w x � A � STEMWAL 2 5 30 _ , . ' SLAB ELEVATI ON » , I S1.01 I X 1- DOWELS EPDXIED 6 MIN. I r -- d Q I _ F2.0 _F2. CIO L _ I 4 2B 4 1(X::: S1.01 S1.01 S1.01 I' i S1.01 FOUNDATION I S1.01 PLAN STAIRS BY I ;4 BUILDER I OFFICE Col( DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS.IF A DIMENSION I I UNCLEAR REFER TO THE I ARCHITECTURAL DRAWINGS OR i � CONTACT THE E.O.R. FOOTING SCHEDULE FOUNDATION PLAN I u AND NOTES PLAN NAME S / o TYPE LENGTH WIDTH DEPTH BOTTOM BARS GRAY RES D 1 » S GNIDRAWN/CHECKED F2.0 ;_2'-0" _ _ 0 2 0 1 0 3-#5 EA. WAY BOT. 1' CS BMB LAP - - - / F2.5 2 6 2 6 1 0 3, 5 EA. WAY BOT. F3.0 » » DATE 3-0 3-0 11-011 3- 5 EA. WAY BOT. 05.03.17 F - - - 3.5 3 6 3 6 1 0 4-#5 EA. WAY BOT. _ » , # SCALE F4.0 4 0 4'-0- 1 4 BOT. 0 5 'EA. WAY AS .NOTED F4. 5 4 6 » » 4 6 4 BOT. 1 0 5 EA. WAI` I : # LPA No. 1. THIS FOUNDATION PLAN ONLY'CONVEYS STRUCTURAL F THE INFO. RELATED >fD GRAY-17-00485 FOUNDATION. FOR GENERAL FEATURES DIMENSIONS, CONDUITS ;ELECTRICAL EMBEDS, , ELEC IC�4 B S, STEP HEIGHTS C CON ECT., SEE ARCH A CONTROL No. ,, PLAN. ARCHITECTURAL PLAN SHOWN HERE IN FOR 3 REFERENCE ONLY. 3912 _ , 2. FTGS. F & ND. SHALL BE IN ACVK CORDANCE CE w -LOCAL BUILDING C SHEET . / ODES x i ' : 3. SOIL 0 L COMP CTIO N AND FILL SHALL BE COMPACTED TOA MIN. OF 95% MODIFIED i PROCTOR IN ACCORDANCE .ASTM E WITH D 1557. ' SLO .SHEET OF 4 9 _ TYPICAL WALL FRAMING AND ANCHORAGE I ou Ponta o end TR 3 PER CONSTRUCTION SPECS.U Associates, Inc. i42 Osceola Avenue 0 I HES MONO SLAB FOOTING. AT PORCHES, WHEN SPECIFIED ON PLAN. ax, Beach Florida 32250 Ph - .�428 a 090 Fax. 9557 5 CONTINUOUS PROVIDE 4 2 S : FL: CA# 8344 SC.CA#3579 0 , CORNER BARS (TYPICAL) STEPS TO B E MADS » IN BLOCK CO MATCH :DOOR DIA. ' MIN. COURSING 3 i SLAB ON GRADE WIDTH, SEE ARCH. 4 _ W FOR MASONRY � 4 RECESS SEE PIAN. _ WALLS L J / SLAB ON / 5 ! i t S tl I ..!M17 ♦ V / GRADE, \ d ./ . tea, • SEE PLAN. cn C r , R CONC. S GRADE 0 \ • r' AT WALLS GREATER THEN. a � .. ," -,.. �. o .. .. a ... r » o e E PLAN. PAVING , a r (V SLAB SE G 4 0 HIGH NOTIFY E.O.R. _ 31 BY BUILDER //` .� FOR TEMPORARY BRACING. _ LAYOUT PLAN. OF 12 x1 1CONT. r o N o I STEM WALL REINFORCEMENT T _ _s I' DETAIL MATERIAL , CMU .� - I CCs REINFORCING d � .'� a S 0 COURSES . 4 DOWEL TO MATCH LAB N � c I• \ : --- .—� . .� GRADE L REINFORCING.WAL E -�--,�---- 40 I VERT. _ 48 O.C. . . `\ 4 5 :CONT. . 4C�? t'�— T 1 TO 6OP REINF. ONLY IF Lul s A. P , ontt o PE S PAN. 3 EE L TOP & BOT. \ DIA. ;. RE D. BY SCHEDULE I FOOTING .. / REQ D.CONCRETE 0 FL PE 4 ::-'' \ #5 3311 4 VERT: C�? 2 O.C. ` \ 7TOt0 /' .. 8 . \ FOOTING NG SIZE AND 11 1`2 4 VERT. ® 0 C. TO 10 x20 4 2 5 CONT. .�. w 3 OR �( )# ( )# �EVlsio NS REINF DATE COURSES 0 . PER SCHEDULE L'E STEMWALLS : OVER 6 CO T THICKENED S TYPE HORIZ• JOINT HIC ED EDGE 8 xs L HAVE. TRUSS w 1 5 CONT. WEEN EVERY OTHER / # REINF. BET i COURSE. FILL CELLS SOLID. DETAIL. A THICKENED LA D TING K SLAB DETAILS STEPPED FOOTING 1 STEM WALL EDGE AND FOO 2 3 00 NG 1 AT PORCH EDGES w o WALL SCALE: 3 — — — » 'I S M. S1.01 E 4 1 0 _ 51.01 SCALE. 3 _4 1 0 (IF RE �-o ( ) / REQUIRED BY SITE CONDITIONS) ) I FIELD ALTERATION RA ION CONTRACTOR SHALL CONTACT LOU: PONTIGO S ASSOCIATES PRIOR RIOR TO i MAKING ANY STRUCTURAL FIELD M DIFICATION Q 5 WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS.ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO TYPICAL WALL FRAMING AND S STEP, EE a ASS I T r OCA ES MAY RESULT N .. T ANCHORAGE PER a � " kDDI IONAL ENGINEERING OR ARCH. I I H INSPECTIONF » EES CONSTRUCTION SPECS. 4 MAX.)( EQUAL TO .SLAB. _ THICKNESS. S T OLE PLATE ANCHOR, � CMU OPEN BOTTOM LINTEL � DETAIL. B SEE 2 S00 -1 ' _ I BLOCK w 1 5 CONTINUOUS BRICK VENEER ENEER IS I ACCEPTABLE WITHOUT • WALL FRAMING INCREASE OF FOOTING I J. a. SIZE. STEP, SEE ARCH. PLAN. t/- _ SLAB ON a 1 DEEP SAWCUT w I c _ _r w SLAB ON GRADE, ,., , . . GRADE, , . ELASTOMERIC SEALANT -' SEE PLAN t .. ., � SEE PLAN, _ \ \ I 8 CMU STEM WALL W WALL FRAMING00 �., L SLAB ON; . VERTICAL DOWEL ..f ti 4 V S C�? 24 O.C. ,-, w � a 2 5 CONT. �- \ . . ! _.. GRADE _ _ i. INTO `F ,� <, �, ;r/ 90 BEND TG. Uj ' SLAB ON 4 . \ \. �, f ,,, ,:. � SEE PLAN � ,-- _ GRADE, v . e .�, �,. .- SEEPLAN. , » « 4 / d 3 d �., a_ q . v I N _ I 1 /f w 2 CONT. a r f f 20 /( )# 5 CONCRETE f CONTINUOUS \ e a \ may., ol � NOTES. 43y" CLEARFOOTING1. PROVIDESAWCUT TO CREATEAPPROXI 1 , 8x20L9 z P MATE. 2 X 12 MAX. SQ. w/(2)#5 CONT. - 2. SAWCUT CONC. SLAB WITHIN 4 TO AB MM 12 HOURS OF CO C. PLACEMENT. W 1 o X2a DETAIL: A - �"'_ w 2-#5 CONT.T. V _ I v � SAW CUT DETAIL MONO FOOTING AT INTERIOR 5 s R R MONO. FOOTING AT STEP-DOWN 4 GARAGE STEM WALL � C , „ I SCALE. 3 4 0_ 1 SCALE. 3 4 1 0 Z S1.01 S1.0 S1.0 SCALE. <3 4 V-10" S1.0 1 IF REQUIRED 1 I I " I i I W i I I I _ I I I I LD F I FOUNDATION I I � I DETAILS II II �I I DO'NOT SCA .� � LE DIMENSIONS FROM I THESE DRAWINGS.IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.D.R. I PLAN NAME GRAY RES I DESIGN/DR AWN/CHECKED II CS BMB LAP L DATE I 05.03.17 SCA I LE AS NOTED _ LPA No. GRAY-17-00485 � x I CONTROL NO. 3 912 SHEET FF S1 .01 SHEET F I 5 0 9 I I Y S MB•LSL .GEN■ 1 a� E SW. 3 6 DESIGNATES SHEARWALTHE HIDDEN LINE _ OF W DESIGNATES SIDE ALL THE SHE T ARWALL SH 0 BE APPLIED. ED. DESK N „ DESIGNATES 8d COMMONS ® 3 O.C: EDGE & 6 O.C. "IN THE FIELD DESIGNATESER THE HEAD SIZE' NUMBER BER - G ST 2 2x8 1 2 OF PLY'S & JACK KIN UDS NEEDED FOR SUPPORT HEADER. ' 4.OU POntl o and IA ssocla DESIGNATES THE SINGLE PLY t e 5, Inc.' HEADER I - AND & JACK KING STUDS- 6S 1 1 NEEDED FOR / I SUPPORT i HEADER- SEE DETAIL 4 S0.0 X420 Osceola _ Avenue a, ; � . Beach, Florida SW: 3/6 1 d 322 SO / BEAM OR TRUSS SEE PLAN W 3 ['h24 - 2 09 F _ 08 ax. 241 55 / 9 7 f I F L. A C # 8344 _ 5C.CA#3579 DICK TIE LEGEND I _ Q EGEN _- -- -._ SHAPE DEFINES NUMBER , EE i a -0F STORIES I 2 2x8 1 2 (2)2x8-1 2 ) / LET _ �. TER DEFINES DIAMETER I OFROPEaNt wI Q.T. WIa RE a t 0 � B _ l � as t 6 a t e. . o I' a ♦ E STORY ICK I `b� ♦ SHAPES. QUICK TIE , . 1 B 6x6 SYP 2 P.T. POST • f s r TWO STORY.QUICK - . S 5 0 TIE . t fV o r W ABU66 w THREADED / s I • • ., I I THREE STORY QUICK TIE, , ROD -EPDXIED 6 2 • 1 T qP HEADER III . STRAP HEAD R SRA "FOUR STORY QUICK CK TI ' I E LOCATION S I III x _ I o PER DETAIL /S0.1 PER DETA1� S0.1 • fc cV / m • I I • • 2 2x6 SPF#2 • 2 T LETTER: B b ULCK 71 I 3/s 0 E rCS . a I r POST.: II � : �j r 0 i N P' I r G d K T Y QUICK IE I 4 Q t3 0 P I I II i ; 0 5 fl QUICK'TIE - - X16 --- TRUSS R1 B E J III I -= LU1s A n 1 T -111 t o PE ANCHOR, LEGEND I G ND FL [' E#53"3Il w I rn + SIMPS 5 „ DESIGNATES ON H TT5 w / HEA A. 1 STRAP REv S ON 5 B I L d- HREADED ROD EP XIED 6 „ DATE T 0 N w/(2)MST 4 X E D III I F N I 2 2x6 SPF#2 L I I I S RAP. HEADER I X POST. III I_ N WALL STUD SCHEDULE I ' 11DE� DETAIL 4/S0.1/ N I N SS 1B ABOVE TRU F I PLATE STUD SIZE x LOCATION i & SPACING I HEIGHT.: N I I I N I 9 1 2x4 SPF#2 Q 16 O.C. EXTERIOR # III R I I i I MAX TRUSS F 17 ABOVE G - --L�) 2x6 SPF#2 � 16- D.C. or EXTERIOR 10 1 _ - B MAX .; 2x4 SPF#2 @ 12, O.C. , I� EXTERIOR 10-1 TO ,, ?.x6 SPF#2 ® l6 O.C. FIELD ALTERATION { 14'-0 - 10 0 .. CONTRACTOR SH .aLL CONTACTLOU INTERIOR 2x4 SPF#2 (� 16 0. LO (,3)2x6 SPF 2 MAX C 7 P NTIGO&ASSOCIATES PRI T I I Q OR O `I I I I I }21 _ MAKING ANY 5T POST EA. END 2x6 SPF 2 ® 16 o.c. RucruRA�FIELu INTEROR ,, MODIFICATION ,r S WHICH-MAY . Y I MAX 2x4 SPF#2 ® 12 O.C. AR F I _ ( 0 TRUSS FG17. FROM THE INTENT OF THE ORif: ( I I INAL B SEE 3/S0.1 FOR ..NATES CONSTRUCTION ON UOCUMEN(1'5:ANY \ Wil: 3 _I I FIELD ALTERNATIONS MADE PRIOR TO L WALL STUDS SPECIFIED IED ON PLANS SUPERSEDE T I I I I � BEAM CONN. TYP ) u E HIs TABLE 1 � ( ) BEING APPROVED BY LOU PONTIGO& .- I E C) 'ASSOCIATES MAY RESULT I L N Ly , m 2. MINIMUM ST I UD SIZE AND SPACING ARE SHOWN. ADDITIONAL I -I I I ) L ENGINEERING OR i I - X B CONTRACTOR MAY JN Q A CREASE STUD SIZE TO MEET INSPECTION FEES. � N '� ARCHITECTURAL ECTURAL RE UI REM NTS. ._ Q E FASTEN TOP `OF I ._._ .� I I fl 3. SPF DENOTES SPRUCE PINE FI S WALL PER 6 SO.1 � ) R.. YP DENOTES SOUTHERN / i 1 - YELLOW PINE. � �- I p co -11 O I I I� x I w N i 4. USE SPF#2 FOR ALL TOP PL O , i PLATES AND SOLE PLATES. i ( i ( i I 5 FASTEN BOTTOM PLATE OF INTERIOR LOAD BEARING WALLS f � B „ TO CONCRETE SLAB w 16d A I I I / MASONRY CUT NAILS 16 O.C. I MINIMUM. SEE FOUNDATION' 'STRAP HEADER EA: PLAN FOR ADDITIONAL ANCHORS I i I H ORS AT i f I I SHEARWALLS I _r END w M TA24 S I I I / , LCL iI Ll I GENERAL T I RA NOTESi 0 M 1 ( I I . I it (3)2x:4 SPF#2 II POST, 1. SEE DETAIL 2/S0.0 FOR WALL FRAMING DETAIL. ; B _ � SEE WALL STUD. 2 2X8 1 2 SCHEDULE THIS .SHEET FOR STUD __.�_. _- _ , t SIZES AND SPACING. AT .GIRDERS :AND BEAMS, I I i - _ _ I B _ _ 2 2x12 2 2 2x8 1 1, 2 2x1 i ---� � B� __ PROVIDE`STUDS"BELOW TO"MATCH; BEAM/GIRDER \ , - wm;M � � N `+ PLIES. , , E I I k I II B N I , 2: SEE SHEET S0.0 FOR ROOF AND. FLOOR i I I �„ X I I I \ +,., I SHEATHING SPECIFICATIONS. LLN0 C14 t 1 _ x W ® _� I N c0 v 3. WHERE FRAMING MEMBERS CONSIST OF MULTIPLE B X X PLIES BEAMS HEADER,EADER AND STUDS 0 Ln ( FASTEN PLIES I , � , TOGETHER PER .DETAIL 6 S f a , LO, B 4. INSTALL SOL f E PLATE ANCHORS. PER DETAIL 'F,-,4�TEN TOP OF ® ® .� NA HS e O , I 2/50:0 I , AL N, W L PER 6 S0.1 � � I 2 2x6 S DF#2 \ / ( ) I 6. AT ; ,- SHEARWALLS , PROVIDE DIAPHRAGM I B I .POST. 4 ATTACHMENT PER DETAIL O I I AL 6 & 7 S0.1 - - I I ABOVE X _ TRUSSFG7 BO � $. FOR N I . k , O ATTACHMENT OF EXTERIOR WALLS THATCL� < Cn T- r- � ERMINATE BETWEEN I B , E EN TRUSSES SEE 6A S0.1 � B __ .�_.____._ SW. 3 I + I _ e X 9 AT PORCHES SEE DETAIL� IL 2 S0.1 FOR FRAMING' I N I + I: AND HOLD DOW I II I . - NS O ( N i I I- - _._l L_ _ -I i I i I V J ---r- I ` B T (2)2x8-1 1 �.L I ..III / N B ! S 3 : 6 VII �\ / _ N _ I 1 III _ I , , `L O _ I; CN I , 4<X X, N B , � ', H N jN Z� 2x8-1 1 B ) SEE 1 S0.2 III U / �. I J � III LD F N N Q 111 O ! ; _ IIL W X x B N N N 6 ®-a 2-�0.-�- I H I .- (2)2x6 SPF#2 r� tet_ FULL HEIGHT WALL I- � r c� 0 POST. I , 1 L_ �. © - -- } I I STR P BEAMS TO POST L ao � I ul . nl x I 1 I w 2 H TS16 TYP N III /( ) ( ) 3 2x12-2/2j - N .-. TRUSS FG15 ABOVE HU210 4 I-- ---J � ) L------ N GARAGE 'PORTAL FRAME SE 1 S0.2 , OR E LL B / ; B , - - - - - - SEE 1 S0.2 _ FIRST 2 2x6 1 1 RS LEVEL SEE 3/S0.1 FOR / WALL S W. 3 M N 6 BEA CON TYP I I I CANTILEVER 6 6 SYP 2 P.T. POST w ABU66 FRA MING 2x12 .UPSIDE DOWN # / I ` 4 BEAM , ( ,5 - I H 10 4 w THREADED ROD EPDXIED UC2 /$ I PLAN .PAST P ». OST 6 LO ATIONS` 2 C DO:NOT SCALE DIME t NSIONS FROM.. THESE DRAWINGS IF A DIMENSION IS- UNCLEAR REFER? THE O A CHITE T C URAL DRAWINGS OR , CONTACT THE E.O.R." r i , PLAN NAME I FIRST LNG PLAN GRAY RES _ IRS VEL WALL FRA N/ SCALE. 1/4" 1'-0" - CS BMB LAP i I / I DATE FRAMING NOTES: ; 05. 7 ' : 1. FOR TYPICAL WA FRAMING SE DETAIL 2/S0.0 03.1 LL - BEAMS FASTENED PER S SCALE 2. ALL BUILT-UP POST .HEADERS B SHALL .BEE R 6 0.0 3. TOP PLATE TO STUDS w H2.5T 48 O.C./ AS NOTED » » - B w 4. TOP PLATE TO STUDS w H2.5T 32 O.C. STUDS TO BELOW CS16 C�'32 O.C. / LPA No. I GRAY 17 00485 CONTROL No: 3912 J ,j MM7 sr,LET OFFICE COPY S1 .1 I SHEET6 OF I L I Ili SYMBOLS LEGEND : HTS16 DESIGNATES UPLIFT CONNECTION. . T CONN I R F AMING PLAN NOTES. 1 FOR– TYPICAL.ROOF SHEATHING AND FRAMING, SEE SHEET SO-O. 2. FOR SPECIFIC UPLIFT CONNECTORS, SEE PLAN. MIN. t HA4CONNECTOR. 3. FOR GENERAL DESIGN O U P O N SPECIFICATIONS SEE SHEET So.O. 4- n t I O d n cl d I 4. FOR TRUSS UPLIFTS UP TO 2200 LBS., CONTRACTOR - Associates, Inc. MAY FASTEN TRUSS TO THE FOUNDATION w QGT T PER MANUFACTURER'S 5 w/ QT ACT URER S SPECIFICA TIONS. : 5. WHEN USING (2 HA4 CLIPS ON 1 /zWIDE LUMBER; 4 27 Osceolae Id A venu eS0.0 PLACE CLIPS DIAGONALLY-ACROSS DOUBLE TOP PLATE 2x6 STRUCTURAL FASCIA: FROM EACH OTHER. Jd,x. Beach, Florida 322 50 S0.1 RAFTER RAILS FASTEN TO .RAFTER TAILS Ph.242-0908 Fdx. 24155�� 9 7 FL: Ca# 8 _ w A35 AN 344 SC:CA# 3579 5 ANGLE TYP SO 0 _ S EE 5 S0.0 TYP ( ) — - 1 as tiara a N 8 kY,+,, h i9 3 6 g � r , a.. 1 e .. v I e r a 6 e d O .For 0 r Nail � ♦ \ / \ � In � SYMBOL �c i , o e �- I L See Simpson' Catalog R r V'1 � �y g i A • C N ,. Ind .. 5 �8 11 or Cali 1 T 28 -800-999-5099a Q m >so.o 5 8 I 1 a a _ \ ; N � -a Z y T a � R SI M SON HH o I US46 I , i o i ♦ i i i ♦ a i I a a For NailinLnS g: I I II MBO . Ln I I ; - Luis A. Pontr o PE QTY: 3 I 3 , 1 LY FL PE# 3 r 5 31l 2 6 2 HTS16 R1 I H TS1 O I SMP . > SON TH JA 26 .'REVISION S DATE I 0 R2 I ILq I I I R 1 I N 2 I i I R21 I I N, 2x8 :SYP 2 LEDGER. a FASTEN W 7 10d I R1 =77- 2)H TS16 w I 1 5 — Ir I 7 C�? 16 O.C. I I I (" S0.0 FG17 3PLY k F A L_ R15 1 r I I _ � _ - - kIELD ,4 T' LTERATIO N T 1 R1 1 2 H S 6 CO TRACTOR SHALL CONTACT LOU I I PONTIGD 5 ASSOCIATES PRIOR TO I � I I I 50.1 2x6 ANGLE BRACE. FASTEN TO MAKING ANY STRUCTURAL FIELD I M UIFlCATIONS W HICH MAY VARY TOP PLATE & R15 TOP. CHORD I, I FR M THE IN I I _. TENT OF THE ORIGINAL FIR UCTI _ 3 I R ON DOCUMENTS.ANY w 10d TOENAILS 2 HTS16 ) I /( FIEL ALTERNATIONS MADE PRIOR TO II II BEI NG APPROVED BY LOU PgNTIGO& i. I i d ASSOCIATES MAY RESULT IN I 2x6 SYP 2 LEDGER. ADDITIONAL ENGINEERING OR I I I i E I 7 F1 _ INSPECTION FEES: FASTEN W 5 10d I C�? 16 O.C. I r , i i i 2x6 STRUCTURAL FASCIA. I } FASTEN T RAFTER FLOOR TRUSS 0 TAILS , I L�, w; A35 ANGLE TYP TO TOP PLATE _ 1 I- I I w TYP S0.1 H3 I ' f ( ) I I I ti I . 5 M I "I I I I 1 ' J _ W- ol 50.0 I i j 2 HTS16 I I ( ) _Y I F2A ___ ...... 2 HTS16 I E � �I W I ti i t i rm1 , i , 54 54� r , U L I I _ (2)HTS16 ,I I q. _. a 00 W 1 4 - 2 F 3 RLIJ S0.1 _ I _ i N 3 , I -F(2)HTS1'6 _ 1 s 2 HTS 6 I , I � ) I ; I � , V _ A 1' 1 — _ i r I 5 ( so.o , 2 1 1 . 2 so. _ o FG7 2PLY F10 y , r , I _ 2 H 1 3 _TS 6 I MM ` W` E 1 I` so.1 E 0 8 R56 , : cfl o I U i II I , 6 F11 FLOOR TR US E RAFTER RAILS TO TOP PLATE SEE , 5 S0.0 TYP III J w H 3 TY I I 5 I 2 I P : J I ; S0.2 I I I _ LI. � I r H FU L` H G T WALL 2x1.0 P.T LEDGER INSTALLED OVER SH THING. FASTEN TO ' it \ E 1 3 R 51 �. R SDS.: W Lw 3Y x5 I 4 F12 1 II SCREWS (5)10d @ 16 O.C., _ I I I I 54 54 , I H 210. 2 F1 2 � I I uc 0 I I I 2 HTS16, 2 HTS16 7 x F R NOTES. STRAPPING NOTES N TRUSS R00 RAFTER so.2 Iii FG15 2 N i I I I , � � � � N OF RAFTERS TO BEARING -F 1. STRAP TRUSSES AND ROOF - + 4 1 I - I — T UPLIFT WITH 2-12d TOENAILS & 1 SIMPSON H2 5 U _ W11 T STRAP UNLESS (OTHERWISE NOTED N S0.0- c I CIAd FLOOR AND .: 2x101" P.T. DECK JOISTS -�„�r--, LL Q F i I, @ 16 O.C. TYP 7 2x6 STRUCTURAL FASCIA. ROOF TRU FASTEN TO RAFTER 'T I SS S0.2 AILS S0.1 w A35 ANGLE TYP F I� RA�iIIN I i G I I PLS : N II I I _ �I DO NOT SCALE DIMENSIONS FROM II THESE DRAWINGS.IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS i URA RA NGS OR CONTACT THE E.O.R i I LI �I PLAN NAME L GRAY RES DESIGN/DRAWN/CHECKED I 1 CS BMB :LAP : L DATE L 05.03.17 I I SCALE AS NOTED I LPA No. FRAMING PLA FLOOR AND ROOF TRUE RAM NG N , r GRAY 17 00485 / p i ' SCALE. 1/4" 1'-0' CONTROL Na. I � 3912 I I SHEET I . I I i I I OFFICE YS1 .2 ( ( 1 SHEET7 OF 9 I I I : I I I SYMBOLS LEGEND , , ®=------ DESIGNATES LL TH NATES.SHEAR WP+ E HIDDEN SW' . 36 LINE DESIGNATES SIDE OF WALL. THE SHEARWALL SHEATHING TO BE APPLIED DESIGNATES 8d COMMONS 0 3° O.C. `. „' THE " EDGE `& 6 O.C. IN E FIELD' DESIGNATES THE DER E HEA SIZE,.NUMBER , OF PLY'S & JACK/KING STUDS NEEDED 2 2x8 1 2 / O / , FOR SUPPORT HEADER. Lou , Portal o and ' DESIGNATES THE SINGLE PLY. HEADER Associates, Inc. , 6S-1/1 AND & JACK/KING STUDS NEEDED.FOR I S , SUPPORT HEADER SEE-DETAIL 4 S0:0 :420 Osceola A venue l a"x. Beach Florida 3 , 22.50 -- BEAM OR TRUSS SEE PLAN P _ Ph.242 0908 Fax. 241-9557 QUICK-TIE Q. LEGEND F L:.. CA# 8344 SC., CA#3579. I 5 1 �., HAPS DEFINES ES NUMBER OF STORIES I I , Derr I 1 e to au a t t e r LETTER`:DEFINES DIAMETER � e) i e � 3. OF Q.T. WIRE ROPE s r P P ♦ .. 1i i ps r: ` 4SHPES. ONE 5T0RY QUICK TIE e is a ♦ f TWO STORY QUICK TIE IE ♦ N I - ❑ ♦ THREE STORY QUICK No. 9 I 0 Q TIE 0 I g, e ♦ _ aK r` s` Q FOUR •STORY QUICK TIE _. . s C I �a E s N ♦ a I. •`LETTER. B 'Na"76OQU CK TIEy. a b. f Ya � QUICK TIE w t E ONA 0 r, i� S 0QU ICK TIE L Ldis A.'Ponti% o E 3 P ANCHOR LEGEND FL p E#53311 I ( I DESIGNATES-81MPSON HTT ) 5 w/5/8" NS I I ,: R.�1510 DATE 2 2x6 SPF. 2 POST. THREADED-ROD EPDXIED 6 . I STRAP TO WALL O CS16 @ B ASE B0 L W w' 2 CS16 ' E WALL F STUDS I CS16 @BASE A L STUD. SCHEDULE 0 SEE NOTE 3 i OF STUDS LOCATION PLATE STUD SIZE , ` I HEIGHT ' & SPACING SW. 3/6 1, / 9 i 2x4 SPF#2 � 16 O.C. - 11 EXTERIOR # --- MAX - - - - , i _.. EXTERIOR 10 1 2x6 SPF#2 ® 16-'O.C. or � ", MAX `2x4 SPF#2 ® L2 O.C. ` TRUSS R 3 . ABOVE # 10 1 TO , EXTERIOR 2x6 .SPF 2 fl 16 r ; 0 C. I # ? FIELD , 2 2x6 SPF#2 : -14'-0" ALTERAT OhJ _ , w ; 2x6 S 5 WOOD FRAME WALL - 1V_011 r, . POST. STRAP TO . CONTRACTOR INTERIOR 2x4 SPF#2® 16 D.C. AC OR SHALL CONTACT LOU. TR P T TRUSS : S S0.1 MAX P NTIGO b ASSOCIATES PRIOR T R / q P O O BELOW vv 2 CS16 PER SCHEDULE ( z _ MAKING ANY STRUCTURAL FIELD /l ) 12 0 2x6 SPF#2 ® 16 O.C. 4C 2x6 SP F#2 2 @ 16 BELO 2 CS16 1- # INTERIOR/l ) OR MODIFICATIONS WHICH MAY I MAX' 2x4 SPF#2 0 12 O.C. VARY Z # O.C. BALLOON FRAME co I' FROM THE INTENT OF THE ORIGINAL f Q X : STM Nt] CONSTRUCTION DOCUMENTS.ANY N : J S 7ES_ T OO K E R S W FIELD ALTERNATIONS BY MADE PRIOR TO WALL TO OU L :WOOD .FRAME WALL : ^ 0- 1: WALL STUDS SPECIFIED ON PLAN.-SUPERSEDE THIS TABLE N I ) BEING APPROVED BY LOU PONTIGO& i SEE DETAIL 2/S1.4 0 ASSOCIATES MAYRESULT IN PER SCHEDULE ` w ; 2: MINIMUM STUD:SIZE AND SPACING ARE SHOWN. ADDITIONAL m � ) ONALENGINEERING OR W i CONTRACTOR M MAY INCREASE MEET E STUD SI TO IN SIZE INSPECTION FEES. Q (n ARCHITECTURAL REQUIREMENTS: (9 I TRUSS R32 ,ABOVE 3, gp F DENOTES SPRUCE PINE F DENOTES SOUTHERN ) IR.. SYP 2 2x 6 SPF#2 OST. . YELLOW PINE. STRAP TO BELOW 4. USE SPF#2 FOR SOLE PLAT I # ALL TOP PLATES AND ES. Cn I I PR4SO.2 / 5. FASTEN BOTTOM PLATE OF INTERIOR LOAD BEARING WALLS I I TO CONCRETE SLAB w 16d MASONRY CUT NAILS C�7 16 O.C. MINIMUM. SEE FOUNDATION`P . LAN.FOR ADDITIONAL ANCHORS AT i SHEARWALLS I I I_ x6 SPF#2 POST. I _ S I 2 POST. _ 3 x6 SPF 3 2 _r ( ISL X TO -BELOW STRAP P TO BELOW STRAP GENERAL : N � N RAL`NOTES m` w 2 HTS20 PER 4 S0.2 N \ / 1. SEE DETAIL 2 S0.0 FOR AMI N _ _ / R WALL FRAMING DETAIL. - SEE WALL STUD SCHEDULE E `F ULE THIS'SHEET OR ST - - S UD TR SS R36 ABOVE . .:..; SIZES AND SPACING. AT GIRDERS AND BEAMS, I PROVIDE STUDS'BELOW TO MATCH BEAM GIRD •. / ER PLIES. I POST. z, I :\�STRAP 32 x SPF#2 L , I z # - 2: SEE SHEET.' : ( ) � S0.0 FOR ROOF AND FLOOR _. I 1 'SHEATH0 TRUSS _ � INC SPECIFICATIONS. ' �r �T _e BELO -w W /( ) - 3. WHERE FRAMING MEMBERS CONSIST OF MULTIPLE LTIPLE N PLIES BEAMS, HEADER, AND STUDS FASTEN PLIES T ( ) Uj N TOGETHER PER DETAIL I ( .� 6/S0.0 Q I ( V 4. INSTALL SOLE PLATE.ANCHORS PER DETAIL 0 I L _ OP LATE TO KING 2 So:o 1 2. w �- 6. AT 5; i EARWALLS PROVIDE DIAPHRAGM , ( I O N ATTACHMENT E OW HMENT PER DET ER 4 S0.2 AIL s'& � so.1 / / W � z F POST. STRA14 W 3 2 SPF#2 z s. FOR ATTACHMENT OF EXTERIOR WALLS THAT co ) -__ ____ Q r/ X 2 S1 G >_ BELO w C ` TERMINATE BETWEEN TRUSSES SEE.. 6A S , 0.1 TO 'BELOW , /( ) � , N STR _I / i I� ; I N S0.2 / 9. AT:PORCHES, EE DETAIL 2 S0.1 -FOR F ... RAMING TRUSS R42 A OVE / i : w , AND HOLD DOWN _ _ S W v J _ II _ 2�c6 PF P 2 2 OST. A B ( I CS16 BASE L D, 90 2 2x6 . 1 1 2x6 1 / I AVD, T T F STUDS 3 0 TRUSS 0 / II B L0, w 2 CS1 6 I IIII � I SEE4N-1NOT" 3 x6 1 2 II a N I I C CS16 C�? BASE_[�� B X OF STUDS 1111 o Q -, N ,� B N (2)2x6 @ 12 O.C. II FULL HEIGHT WALL c� 6x6 POST WITHI STRAP BEAMS T I _ B M � w WALL FRAMING CS16 @BASE x W N POST 2 MST 2 c0- _ /( ) IIII x OF STUDS ^ RACKET SEE S0.2 STRAPS (TYR, J N ( J B : SECOND 3 �) 2-x ON 2 P.T. . 6x6 SYP POS (2)2x6-1/2 I TO POST BELOW w/(2)CS16 CS16 @ BASE LEVEL STRAPS (2 LOCATIONS) SEE 3 SO.1 FOR-// OF STUDS BEAM CONN: TYP SW: 3/6 WALL' i BRACKET, SEE F RAMING i x6 SPF 2 @ 16_ O.C. BALLOON 2/SO.2 # PLAN FRAME WALL TO OUTLOOKERS, SEE TAIL S1.4` I' DE 2 DQ NOT SCALE DIMENSIONS FROM THESE DRAWINGS.IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECT L DRAWINGS URA RA INGS OR CONTACT THE E.O.R i PLAN AN NAME i GRAY RES I D` SIGN/ORA / H WN C ECKED MING PLAN SECOND LEVEL WALL F � cs BMB 'LAP _ » DATE I. SCALE: . 1 4 - 1'-0' 05.03.17 FRAMING NOTES. SCALE 1. FOR TYPICAL WALL FRAMING SE' DETAIL 2 S0.0 / ;` AS NOTED i BEAMS SHALL BEE FASTENED PER 6 50.0 r 2. .ALL BUILT-UP POST,:- HEADERS /_ LPA No. 3. TOP PLATE TO STUDS w H2.5 T 48 O.C. ,. „ GRAY-17--00485 T 32 O.C. STUDS' TO BELOW w CS16 ® 32 O.C. ` 4. TOP PLATE TO STUDS w H2.5 _ / ,. I CONTtcOL No. 3912 I SHEET I. } I OFFICE 1S .3 SHEET8 OF 9 I I I, SYMB' OLS LEGEND ---)I HTS16- DESIGNATES UPLIFT CONNECTION. I FRAMING PLAN NOTES, I. FOR TYPICAL ROOF SHEATHING FRAMING, SEE i NG AND FRAM , SHEET S S .00 2. FOR SPECIFIC UPLIFT CONNECTORS SEE PLAN. MIN. 1 HA4 CONNECTOR. O 3: FOR U POnt1 O do GENERAL DESIGN SPECIFICATIONS SEES d SHEET S0.0. �- �' 4. FOR 0 TRUSS UPLIFTSTO UP 2200 LBS. CONTRACTOR R Associates Inc. MAYASTEN i E TRUSS TO.:THE FOUNDATION w/ OGT. w/ QT PER MANUFACTURER'S CTURER 5 SPECIFICATIONS. 5, WHEN USING 2 HA4 CLIPS ON LUMBER 420 Osceola Avenue PLACE CLIPS DIAGONALLY ACROSS DOUBLE TOP PLATE.. pix. " • r Beach, Florida 32 250 FROM EACH OTHER. I Ph.242-0908 Fax. 241955 7 FL.ICA# 8344 SC.CA#3579 I I I I I • For , xis nrrr I I NaIIIn ♦ , ♦ SYMBOL. a. ,.. ILo irn , �,.• �+ o A� w I I Q TY. 2 x I I m . . 1— � m SIMPSON HGU526 2 533 _ a _ H TRUSS ROOF RAFTER NOTES. STRAPPING NOTES . l 1 I I _ STAATEE ♦ • � U•d a.a a m 4Jd a srnFor Nallln .SYMBOL.1STRAPTRUSSES AND ROOF RAFTERS TO BEARING . n of ,xi,r rasp w i s — — L3 1 SIMPSON .5T UPLIFT � WITH 2 12d TOENAILS 8c H2 IAL STRAP UNLESS OTHERWISE NOTED QTY:. 1 8 Lurs A. Pontl3 o PE S FL PE#53311 IMPSON H I US26 2x6 �I BLOCKING ALINGE D w STRUCTURAL L FA-,S. _I A. For Nailing REVISIO NS DATE FASTEN TO RAFTER T ILS SYMBOL: Li:i TRUSSESAT 480.C. RAFTER RAILS L ' 1 w A35 ANGLE TYP - SEE 5 S 0.0 ( ) R S1.4 TYP ; PER 1 / 5 ( ) TY 1 S1.4 S0.0 I I 0 . 7 I SIMPSON LSU26 I 2. HTS1 H TS12 I 23 PLY I N it O I 4 ( _ HTS16 � l I N I IELD ALTERATION I 29 CO TRACTOR SHALL CONTACTLOU LO P NTIGO&ASSOCIATES : PRIOR TO MAKING ANY STRUCTURAL FIELD R30 <' MODIFICATIONS WHICH MA Y VARY FROMTHE INTEN -0F TH T E ORIGINAL a C`J CONSTRUCTION DOCUMENTS.ANY L� FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO& \ NN \, i ASSOCIATES MAY RESULT IN /2\ ADDITIQNALENGINEERING O I � R R32 11 11 INSPECTION FEES. L I H TS16 — R33 N 5 SET .TRUSS TO INSIDE I FACE OF WALL AND L R34 • + + + + + + + _ + DETAIL 2 S1.4 __ _ SEE �5 L + + + + (2)HT16 (2)ETS16 o D o R36 JPL+Y + + + + + + + + + + — — ------ >_I + + + + + + + �. Q + + + + H TS16 3 _ L + + C. l ` + + + J + f T �C x4 + + + +--� ..� t 4 10d TOE AILS 2 OUT LOOKER —R�$ + + A+ AT 24 O.C. L_ 2 'EA. SIDE ZW ' r BLOCKING ALINGED w/ + + + + + + + + + + } T —+ + FASTEN OUT W .L� O.C. + + 2x4 BLOCKING BETWEEN LOOKERS TRUSSES AT 48 + 1 + + + R3 I :_ TO 'INTERILn PER 1 S1.4 EACH-OUTLO KER OR TRUSS /51.4 r- + + + w 5 12d TOENAILS. �I + � � � O ILS. L -- ,- H2.5T C� EA. -7 I + t + U + + R40 OU LOO�CER - NOTE A + P LACE GABLE E SS + ND TRU W + +' � TO THE IN + T. FACE OF H41 i I RO W L + STUD SPACING, ..SEE OF BALLOON FRAMED` WALL : + + + + ' I sH EATHING I , AND FASTEN TRUSS TOP P M I FRAMING LA OR A I HTS16 .I AND BOTTOM+ + + OM CHORDS' TO + SCH , E LE. I I I + + + BALLOON FRAMED WALL r 2x4 BLOCKING AT 48 O.C. S — TUDS w 2 0.131X3 / BETWEEN GABLE AND IRST /BEV JI R USS.'FASTENCH NAILS AT EA. STUD. INTERIOR TR END w/(4) '10d TOEN ILS. / I� (2)HTS16 1 \ 12 L 4 \ I I R44 4 /5\ 1 i / \ S0.0 R44 LD n 2 ALL F B O FRAMED WALL w GABLE TRUSS I R \ S1.4 RAFTER RAILS, / \ SEE 5/S0,0(TYP) I y VY it I , 2x4 BLOCKING ALIGNED I WITH COMMON TRUSS. I I FASTEN EA. END , TRUSS T INSIDE GIRDER 2x6 STRUCTURAL FASCIA.. 2 SETT 0 D NAI ROOF FACE OF WALL AND w/(4)10d >TOE LS TRUSS � FASTEN TO "RAFTER TAILS S1 4 p � G EAT ON FRAME UP COMMON PORCH CEILING SHEATHING BALLOON , w A35 ANGLE TYP,.. I FI�1yMING TOM CHORD OF TRUSS AT BOT SEE DETAIL 2 .S1.4 GABLE WALL TRUSS SEE 2 SO.1. IN PLAN / SHEATHING , I ; DO.NOT SCALE DIMENSIONS FROM THESE DRAWINGS IF A DIMENSION IS I UNCLEAR REFER TO THE MSTA24 FROM ARCHITECTURAL DWI RA NGS OR BLOCKING TO I CONTACT THE E.O.R. ROOF FRAMING PLAN R '! COMMON TRUSS ., I ['LAN NAME — 1 SCALE. 1/4" 0 0 GRAY RES it BLOCKING TO DESIGN/DRAWN/CHECKED..•. DBLTOP PLATE cS BMB LAP ' i i DATE j 05.03.17 1 GABL BLOCKING DETAIL � SCALE AS NOTED �.4 LPA No. ' I GRAY-17-00485 CONTROL No. I 3912 SHEET I OFFICE COPY S14 I SHEET OF 9 : I