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532 Atlantic Beach Ct new home Docs � CITY OF ATLANTIC BEACH S 800 SEMINOLE ROAD ATLANTIC BEACH,FL 32233 INSPECTION PHONE LINE 247-5814 SINGLE FAMILY DWELLING NEW MUST CALL BY 4PM FOR NEXT DAY INSPECTION: 247-5814 JOB INFORMATION: Job ID: 15-SFR-881 Job Type: SINGLE FAMILY RESIDENCE Description: NEW SFR Estimated Value: $660,000.00 Issue Date: 5/1/2015 Expiration Date: 10/28/2015 PROPERTY ADDRESS: Address: 532 ATLANTIC BEACH CT RE Number: None GENERAL CONTRACTOR INFORMATION: Name: COASTAL CONSTRUCTION COMPANY Address: 404 N Harbor Lights DR Phone: 904-303-3526 PERMIT INFORMATION: FEES: PLAN CHECK FEES $1,000.00 UTIL REV RESIDENTIAL BLDG $50.00 BUILDING PERMIT FEE $2,000.00 STATE DCA SURCHARGE $30.00 STATE DBPR SURCHARGE $30.00 SEWER SDC-SYSTEM DEV CHG $4,050.00 WATER CONNECT/TAP & METER $370.00 M[I.SGROg,SlZMNECTIO 2DANCE$5Q;O()�LL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. �� • , CITY OF ATLANTIC BEACH J 800 SEMINOLE ROAD ATLANTIC BEACH,FL 32233 INSPECTION PHONE LINE 247-5814 WATER SDC-SYSTEM DEV CHG $1,140.00 Total Payments: $8,720.00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. CITY OF ATLANTIC BEACH \ St1 J 800 SEMINOLE ROAD ATLANTIC BEACH,FL 32233 INSPECTION PHONE LINE 247-5814 RIGHT OF WAY PERMIT MUST CALL BY 4PM FOR NEXT DAY INSPECTION: 247-5814 JOB INFORMATION: Job ID: 15-ROW-883 Job Type: RIGHT-OF-WAY PERMIT Description: Estimated Value: Issue Date: 5/1/2015 Expiration Date: 10/28/2015 PROPERTY ADDRESS: Address: 532 ATLANTIC BEACH CT RE Number: None GENERAL CONTRACTOR INFORMATION: Name: COASTAL CONSTRUCTION COMPANY Address: 404 N Harbor Lights DR Phone: 904-303-3526 PERMIT INFORMATION: PUBLIC WORKS: All concrete driveway aprons must be 5" thick, 4000 psi, with fibermesh from the edge of pavement to the property line. Reinforcing rods or mesh area not allowed in the right-of-way. Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities. Contact Public Works (247-5834) for Erosion and Sediment Control Inspection prior to start of construction. All silt must remain on-site during construction. Roll off container company must be on City approved list and container cannot be placed on City Right-of-Way. (Approved: Advanced Disposal, Realco, Republic Services, Shappel's and Waste Pro.) Full right-of-way restoration, including sod, is required. Ani utilit�r cuts in the road must be repaired using COJ Standard Detail Case X and BERvnims Id $�rla d 10 feetin eac�iN F ecltion'from the center of ie cu`RDMepa r rYiustT 2 FLORIDA CITY OF ATLANTIC BEACH s) 800 SEMINOLE ROAD ±� M _ ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 r 1�? shown on the plans FEES: Fence/ROW $35.00 Total Payments: $35.00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. BUILDING PERMIT APPLICATION D [� CITY OF ATLANTIC BEACH 5 F ILE Co PY 800 Seminole Road, Atlantic Beach, FL 3223 Office (904)247-5826 Fax(904)247-5845 p Job Address: ,C %/G G/5� lel Number: 1165 S96Q-'O� ,.v Parcel#�� GC Legal Description oor Area o q. t. Sq.Ft Valuation of Work$ d tl Proposed or heated/cooled non-heated/cooled Class of Work(circle one): New Addition Alteration Repair Move Demolition pool/spa window/door Use of existing/proposed structure(s)((circle one):iCommercial �esid�entialIf an existing structure,is a fire sprinkler system nstalled? (Circle one): o N/A Florida Product Approval# For multiple products use product approval form Describe in detail the type of work to he nPrfhrmed: C��SeT / 'G•� S Property Owner Information: /' Name: ��'U 1919 Address:72- 17�STiQE�r' City /cAcN State FC_Zip_nZ33 Phone qty q- 710-�/S E-Mail or Fax#(Optional) Contractor Information: CONTRACTOR EMAIL ADDRESS: L Wj1AJ I Air G4:1a 57441- ® MAIL. Company ame: L s.� u O� aM' uali ing Agent: Erb �-SG t{/wA�6 Address: 0 A/6yTs City oars /1A:E tl + State �—Zip 2 0 Office Phon b - 52 Job Site/Contact Number 9oY-303-352Fax# `j0y-,V1T State Certification/Registration# G -O 12-90 3 Architect Name&Phone# P -tJ6 A Engineer's Name&Phone# Fee Simple Title Holder Name and Address N `r' 6 �/ Bonding Company Name and Address WO G �p Mortgage Lender Name and Address TLA.uTI v T SS / rC z2.$'h Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that 4"work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. This permit becomes null and void rf work is not commenced within six(6)months, or if construction or work is suspended or abandoned fora period of six(6)months at any time after work is commenced. 1 understand that separate permits must be secured for Electrical Work,Plumbing,Signs, Wells,Pools, Furnaces,Boilers,Heaters, Tanks and Air Conditioners,eta WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFR ERECORDING YOUR NOTICE OF i 1 hereb certify that 1 have read and examined this a plication and know the same to be true and correct. All provisions of laws and ordinances governing this type o work will be complied with whether speci red herein or not. The granting of a permit does not presume to uthoriry to viola or cancel the provisions of any other federal,state,or local law regulating construction or the performance of construction. i Signature of Owne t ^� Signature of Con I Print Name /C,y/ ............./ ........................................... Print Name E ..... .. . -... Befo a Bef 2 this Da of /Z�G _ 20 � t s ay f j a Pub IC W$erFIWAB N •t., Notary P tw or Flo dM t ulvccI�nssloNrEeio�aa `�; Shirley L Or s6aes� e d 01.26.10 ' EXPIRES:.kdy to. 4 My Commissi N public u eR Exp�ros 02r1 a 0'8 RI^^ B.,ded Thru °tart' ' �.n DO NOT WRITE BELOW- OFFICE USE ONLY App ica e o es: 2010 FL RIDA BUILDING ODE Review Result (circle one): Approved Disapproved Approved w/ Conditions Review Initials/Date: Development Size Habitable Space SI 74 3,40r, Non-Habitable a o s., Impervious areao Miscellaneous Information Occupancy Group iP- 3 Type of Construction V Number of Stories Zoning District Max. Occupancy Load Fire Sprinklers Required Flood Zone Conditions/Comments: F' ,c ( ' + �, S- CITY OF ATLANTIC BEACH Building Department 800 Seminole Road J Atlantic Beach,Florida 32233 (904,247.5800 FILE bills), COPY PLAN REVIEW COMMENTS Permit Application # Property Address: Applicant: 64$1-4al C6"'P ry c�yayt Project: This permit application has been: Approved Reviewed and the following items need attention: /e ore vs..A . S'e f V-A Pia v� vet � Sit C-. --CaIV 8D manva�r ✓ k o-? errs • SPS .2 jrc��s 3n : crier a 04/ 2 J#? -a;JrRoom * craiCi rooW.- e r a 9or a SP s 3!/. 7 7 S �r cfi H Ove? �Or �vp Rec-ep11cJRr Sh rn I-Ao"i G1�i/e o�8 TGIF j�' o s t al n .! a Y a T T roA `.. Please re-submit your application when these items have been completed. Reviewed By: Date: y ^ 2 3 -/ Vii+ �,ylJ� CITY OF ATLANTIC BEACH Building Department 7 800 Seminole Road j � Atlantic Beach,Florida 32233 (904)247-5800 PLAN REVIEW COMMENTS FILE We i Permit Application # / 5'- S F`Q - B kl Property Address: 5 3.2 •M a n Ji-L. IleQ e-h G T Applicant: CO Q'S�-a Project: /?/-P Gv F Ek This permit application has been: 0 Approved El Reviewed and the following items need attention: 5' qtr, P,,S coi rze *6 ",v r m o�Li-or ,rrri 1-; lc-r 01 !`7 nlU / 1 ¢ �4 HAI ° a dove I-rPat n S.,-r Ae Please re-submit your application when these items have been completed. Reviewed By:_ Z Date: $'- FILE COPY Jones, Mike From: list-manager@boaf.simplelists.com on behalf of Ron Wampler[rwampler@cityofkeywest- fl.gov] Sent: Tuesday, April 21, 2015 4:08 PM To: Dennis Stanley; Building Officials Association of Florida, Inc. Subject: [boafdiscussion] RE: Flood question regarding design flood elevation Categories: Red Category That is all addressed in ASCE 24-05 as referenced in FBC for Building and Residential. From: list-manager@boaf.simplelists.com [mailto:list-manager@boaf.simplelists.com] On Behalf Of Dennis Stanley Sent:Tuesday,April 21, 2015 2:38 PM To: Building Officials Association of Florida, Inc. Subject: [boafdiscussion] Flood question regarding design flood elevation I was unable to attend the flood conference but know that many of you are fresh with information. Section R309.3 of the Residential Building Code basically requires the floor of garages to be above design flood elevation or have flood openings. Is there a real definition of design flood elevation anywhere aside from R322.1.4? There seems to be several opinions that the design flood elevation is the BFE plus any local freeboard requirement. I could not find an article I thought was written by Rebecca Quinn regarding this. However, in question is whether flood openings are required when the garage floor is at or above the BFE indicated on the flood map but below the freeboard requirement. We adopted the model ordinance with a 1 foot freeboard requirement. R309.3 Flood hazard areas. For buildings located in flood hazard areas as established by Table R301.2(l), garage floors shall be: 1. Elevated to or above the design flood elevation as determined in Section R322; or 2. Located below the design flood elevation provided they are at or above grade on at least one side, are used solely for parking, building access or storage, meet the requirements of Section R322 and are otherwise constructed in accordance with this code. R322.2.2 Enclosed area below design flood elevation. Enclosed areas, including crawl spaces, that are below the design flood elevation shall: 1. Be used solely for parking of vehicles, building access or storage. 2. Be provided with flood openings that meet the following criteria: 2.1. There shall be a minimum of two openings on different sides of each enclosed area; if a building has more than one enclosed area below the design flood elevation, each area shall have openings on exterior walls. 2.2. The total net area of all openings shall be at least 1 square inch (645 mm2) for each square foot(0.093 m2) of enclosed area, or the openings shall be designed and the construction documents shall include a statement by a registered design professional that the design of the openings will provide for equalization of hydrostatic flood forces on exterior walls by allowing for the automatic entry and exit of floodwaters as specified in Section 2.6.2.2 of ASCE 24. 2.3. The bottom of each opening shall be I foot (305 mm) or less above the adjacent ground level. 2.4. Openings shall be not less than 3 inches (76 mm) in any direction in the plane of the wall. 2.5. Any louvers, screens or other opening covers shall allow the automatic flow of floodwaters into and out of the enclosed area. 2.6. Openings installed in doors and windows, that meet requirements 2.1 through 2.5, are acceptable; however, doors and windows without installed openings do not meet the requirements of this section. 1 Atlantic Beach Country Club Owners Association, Inc. Architectural Review Board April 15, 2015 Mr.Peter Schwab via email: buildingbycoastal@gmail.com Coastal Construction Company 404 North Harbor Lights Drive Ponte Vedra Beach,Florida 32081 RE: Architectural Submittal for Lot 22,Atlantic Beach Country Club Dear Peter, We are in receipt of your architectural review submittal for the above referenced home site in Atlantic Beach Country Club. The Architectural Review Board has reviewed your architectural plans and finds them in general compliance with the Architectural Guidelines and Pattern Book with the following conditions: 1. Provide landscape plan; 2. Provide sample of vinyl louver railing and post; and 3. Provide colored elevation showing the use of th accent color Construction commencement is hereby authorized. Please provide the required additional information for review within 30 days of this letter. Compliance with all approved plans is the responsibility of the OWNER of legal record,and any change to the approved plans without prior Architectural Review Board approval subjects these changes to disapproval,and enforced compliance. Please refer to the Atlantic Beach Country Club Pattern Book and Architectural Guidelines for additional requirements. Both documents may be accessed on the web at www.atlanticbeachcougzclub.com. Architectural approval is a limited approval and does not supersede requirements which may be mandated by other governing authorities. Please be advised that throughout the duration of the project, the developer has the right to amend certain guidelines from time to time if it becomes necessary. If you have questions or need additional information,please do not hesitate to give me a call. Thank you, Sincerely, C� �--_ Susan Wood President 414 Old Hard Road, Suite 502 Fleming Island, Florida 32003 904-264-6553, FAX 904-269-2729 r� jai n CITY OF ATLANTIC BEACH 800 Seminole Road 904-247-5800 Atlantic Beach,Florida 32233-5445 Fax 904-247-584 SITE DEVELOPMENT PERMIT (for filling, grading or topographically altering land) PLEASE SUBMIT(2)COMPETE SETS OF PLANS WITH APPLICATION. Date 2 �� PERMIT# Job Address 3Z 1, �7�Tf�. / G G ff/ 60G1Z7 Ar[- ISSUED BY THE CITY E,4•cN_ J Permitee: OCe L ' �s7lekCT/45..r L,C Telephone# If e Permittee Address: 9WK Email Address IbGc C0a37ZtL® Qh%A/L..GCrA • Fax Number-.10 Requesting Permission to commence site development involving the following activity: Rcmuaa eec vc- Location: (Reference to Cross-Street) The following permits have been submitted _ Tree Removal 1)1�1 Demolition THIS APPLICATI N IN L D_. n4LL ORMA N REQUIRED BY THE CITY'S SITE DEVELOPMENT PERMIT CHECKLIST (Must be signed by Applicant) 1. Applicant declares that prior to filing this application he has ascertained the location of all existing utilities, both aerial and underground and the accurate locations are shown on the sketches. 2. Any work proposed in City rights of way or easements shall be subject of a separate Right of Way and Easement Permit Application. 3. All work shall meet City of Atlantic Beach, City of Jacksonville or Floral a Department of Transportation Standards and be performed under the supervision of (Contractor's Project Superintendent) located atY_)YAJ-6'9&�► fIV5 Telephone#:90 Y-3U3-, 2 6 4. Calculations showing any increase in impervious area on owner's lot and / or in the city Right of Way are tc be included with this application. 5. All city property shall be restored to its original condition as far as practical, in keeping with city specifications and the manner satisfactory to the city. 6. This permittee shall commence actual construction in good faith within days. If the beginning date is more than 60 days from date of permit approval, then permittee must review the permit with the Director of Public Works to make sure no changes have occurred in the area that would affect the permitted construction- 7. The Director of Public Works shall be notified twenty-four (24) hours prior to starting work and again immediately upon completion. OWNER Signet �c 1 V Date- Before me th _IV.4 7 day of int Countyof Duval, State Of Florida,haspersro ! ppeared Notary Public at Large tate o lori o My commission ex it . Personally Known: n: g'a'y PETER W.SCHWAB =•: :.= MY COMMISSION N EE 110534 EXPIRES:July 10,2015 ps •' Bonded Thru Notary Public underwriters SS f CITY OF ATLANTIC BEACH } PUBLIC UTILITIES 1200 Sandpiper Lane ATLANTIC BEACH,FL 32233 (904)270-2535 or(904) 247-5874 NEW WATER/SEWER TAP REQUEST Date: Project Address: S32- 119�7-64A- 17-1CCRCAI CT No. of Units: Commercial Residential V Multi-Family New Water Tap(s)&Meter(s) Meter Size(s) New Irrigation Meter V Upgrade Existing Meter from to (size) New Reclaimed Water Meter /Size 3/y New Connection to City Sewer V-1/ Name: Applicant Address: City: State: Zip Phone Number: Cell Number: Email Address Fax: Signature: (Applicant) CITY STAFF USE ONLY Application# /S- SFiQ 9'9/ Water System Development Charge $ Sewer System Development Charge $ .QS-6. AD Water Meter Only $ 9 . OV Reclaimed Meter Only $ 85-, &0 Water Meter Tap $ (notes) Sewer Tap $ Cross Connection $ QD Other $ TOTAL 00 APPROVED: Kayle Moore, PES' (Deputy PW Director or Authorized Signature) ALL TAP REQUEST MUST BE APPROVED BY UTLITIES DEPARTMENT BEFORE FEES CAN BE ASSESSED ;. .� ,ii y. of Atlantic. [leach 'APPLICATION NUMBER �'uildli"I!� N�e�par'dfYlenf- (To be assigned by the Buildin De rrment.) 800 la tic Beale Rood 5 '�• � f I Atlantic Beach, Florida 32233-5440 Phone('9()a)247-6826 - Fnx(904) ?47 584.5 - E-mail: building-dept@coab.us Date routed: City web-site http//wwwcoab.tjs — -- APPUC (T�0 Nj REV Mnn HID TRA c.,KNG FO 1 I/1 [e y _--- � _ ent review require�� es ;�;,�a �� B ding —--�� anning &Zoning J Public Works — u Fire Services F�evievv fee Si Dept Signature C]iFrer l gency Review or Permit Required Review or Receipt of Permit Verified_ By ®ate 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 l:;ev Approved ��ieuving l�el�arfrner�t First Review: nDenied. ! (Circle one.) a:oro nents: BUILDING I PLANNING &ZONING Reviewed by: TREE ADNiIIV -- -- - —^--- — _--_ _ Second Review: []Approved as revised. ❑Denied. PUBLIC WORKS Comments- PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Revir-mr: [Approved as revised. ❑Denied Cornments: j I � I Reviewed by: Date: City of AtIanfic Deach Building Department APPLICATION NUMBER gn d eb, b f 'm SFgTo P Seminole Road (To bpassigned boy—the BUildin&iDe rtment) Atlantic Beach, Florida 32233-5445 I0Phone(904) 247,5826 - F,ax(904)247-,8-istF E-mail: building-dept@coab-us Date routed: Cityweb-site http://vAvwcoabA1S APPUCAT90H REVEMV AS RAD TRACMING FORHM ent review required Yes No IIIIIq B 'ding 747,f:5 I F�Tr I i: anning &Zoning �in g> Public Works U Ic III s Fire Services Review fee Debi Signature Other Agency Review or Permit Required Review or Receipt Florida Dept. of Environmental Protection of Permit Verified By Date 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: ION-STATUS Reviewing Department First Review: d nDenied. (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed by: TREE ADMIN. Data—, Second Review: []Approved as revised. ODenii PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by Date FIRE SERVICES Third Review: DApproved as revised DDenied. Comments: Reviewed by.- Date: ,vises'07/27/10 City of Atlantic Deach I ---- `-=" Building Depar-imeni. A P- PLICATION NUMBER 01-o bpas,�-,i -d b 14 'me gricU OY If BUildin De ari 800 Seminole Road -le nt) Florida32233-544' Atlantic Beach, r ?0 SFA Phone(904)247,5826 - Fnx(90 15 —..-— , ----4 E-mail: building-dept@coab.us L Citywebsite http//wvvwcoab.us Date routed APPILWAT90H REEV�FWW AINAD) T ACKNG FORM/i I�f E_A((Yi�i.t�E Rr"�nfr�16•e��,�. �.�� --- � � - .:- bdePlt review i-ef�LlireC� yes Me, B .di ng 4w- ya: true: nning &Zoning it J Public Worl<s u is III S Fire Services I�evievv -,'-ee SS a Dept Signature Other Agency Review or Permit Required Review or eceipt 0er Florida Dept. of Environmental Protection .,-ft Verified By Date Florida Dept. of Transportation—- Si. Johns River Water Management D—istr—ict Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: AP-PLICA-TION-S,T-ATUS Depariment First Review: LL-Kproved FIDenied. (Circle one.) ('orninents: BUILDING PLANNING &ZONING Reviewed by. Date: TREE ADMll\j Second Review: []Approved as revised. FjDenied. LIC C- mments: VV yGyr-Ic TIL-11-IFS U I PUBLIC SAFETY Reviewed by. Date: FIRE SFRVICE7-Sifhird Revir-illf: -]Approved as revised. ElDenied. GO rry ro e n ts Reviewed by: Date: -visad 67/27/-10 t r�,011 of Atl iltic E-Deach APPLICATION NUMBER Building Dei ara-rnerrk (To iigned by the Buildin De artmeni) Seminole Road Atlantic Beach, Florida 32233-5445 • SF#q Phone('904)249:5826 Fax(904)947 1)R45 E-mai!: building / w Cityweb-site http//v /coab us Date routed: --- review required ;'es 1%10 Oil B 'ding E°°�1=yi=9 i+`tarur:. , arming &Zoning - -- Public Works —�— u rc x I r s Fire Services _ J {review fee I Dept Signature OtherAgency Review or hermit Required review or Receipt Date — of Permfied it Verifay Florida Dept. of Environmental Protection Florida Dept.of Transportation --__-- SL Johns River Water Management District -- Army Corps of Engineers - ----- -- Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: — -- -- ------- APPLICATION STATUS i eviewirrg Department First Review: Approved — -- ----- ]Denied. (Circle one.) r'-rrnments: ,ff BUILDING Ac `' I PLANNING &ZONING ;�- Reviewed by Date: TREE ADIUrIIV __-- -- ------- .- Second Peview: []Approved as revised. enied —� PUBLIC WORKS Comments: I PUBLIC UTILITIES i PUBLIC SAFETY _ Reviewed by: Date: I FIRE SERVICES Third Review: ]Approved as revised. ❑Denied. —� I Comments: j I I Reviewed by. Date: ,:v!sad 07/27/10 .- I -�'c r-----___ _ City of Afla.nfic r aach Building Deparimervi AP"PLICATION NUMBER To 1 (To be asci by the Building Department) 800 Seminole Road ail OW =:' Atlantic Beach, Florida 32233-5445 Phone(904)247-5826 - Fax(904) 247-". 4S 0 E-mail: building-dept@coab.us Date routed: City web-site littp://wwwcoab.LIS APPUC A, TON REV EMU A N D TRACKHMG RODRDN/i TIG Dep irtment review required Yes No Fit — 1"_ C Building Applicarit: CIO Planning &Zoning Tr inistrator Public Works Ll I Public Safety Fire Sei i Review fee Dept Signature Other Agency Review or Permit Required Review or Receipt Florida Dept.of Environmental Protection of ermit Verified By Date Florida Dept. of Transportation SL Johns River Water Management District Army Corps of Engineers Division of Hotels andI_Restaurants Division of Alcoholic Beverages and Tobacco Other APPLiCA TION STATUS Reviewing Department First Review: ERA/pproved. F (Circle one-) Comments: --]Denied. BUILDING C PLANNING &ZONING Reviewed by: TREE ADMINDa[e: Second Review: []Approved as revised.. [O]Dente PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: IIII FIRE SERVICES Third Review: DApproved as revised. DDenied. Comments: Reviewed by: Date: wised 07/27/10 CITY OF ATLANTIC BEACH APR j CONSTRUCTION PERMIT WITHIN CITY RIGHTS OF WAY AND E SEMENTS 800 Seminole Road By A04-247-5800 - �,p, Atlantic Beach,Florida 32233-5445 ""904-247-5845 PLEASE SUBMIT,J'COMPLETE SETS OF PLANS WITH APPLICATION. Date l li �J, Z��S PERMIT ? ISSUED BB � -OI 1 �t Job Address/� Y TH CI7y�` W Permitee:K'G577VZ / Telephone#r' -?OY—,*D3-352-6 Permittee Address: YU y /vim �i�}�l�j? /6/fTS Off. ;s, jrc �/c 31-08/ Requesting Permission to Construct: <-► [.C F;In &L e k,9 S/ Gld /,J/77y /app L Location: (Reference to Cross-Street) !&4/40-77-G eC,411CH Coli.-eT- 1. Applicant declares that prior to filing this application he has ascertained the location of all existing utilities, both aerial and underground and the accurate locations are shown on the sketches. A Letter of Notification was mailed to the following Utilities/Municipalities: Jacksonville Electric Authority Yes( ) No Date: Bell South Telephone Company Yes( ) No ( Date: Ferrell Gas Yes( ) No Date: Comcast Yes ( ) No ( Date: 2. Whenever necessary for the construction, repair, improvement, maintenance, safe and efficient operation, alteration or relocation of all, or any portion of said street or easement as determined by the Director of Public Works, any or all of said poles, wires, pipes, cables or other facilities and appurtenances authorized hereunder, shall be immediately removed from said street or easement or reset or relocated hereon as required by the Director of Public Works, and at the expense of the Permittee unless reimbursement is authorized. 3. All work shall meet City of Atlantic Beach or Florida Department of Transportation Standards and be performed under the supervision of (Contractor's Project Superintendent) located at 4{O / ^J-//,f t',9rP9 1_l6HTS A.9, P9 Telephone#:10Y 3'03-357-6 4. All materials and equipment shall be subject to inspection by the Director of Public Works or his designee. 5. All city property shall be restored to its original condition as far as practical, in keeping with city specifications and the manner satisfactory to the city. 6. A sketch of plans covering details of this installation, as well as, a copy of a recent survey shall be made a part of this permit. Calculations showing any increase in impervious area on owner's lot or in the city Right of WaV are to be included with this application. 7. This permittee shall commence actual construction in good faith with Z days. If the beginning date is more than 60 days from date of permit approval, then permittee must review the permit with the Director of Public Works to make sure no changes have occurred in the area that would affect the permitted construction. 8. It is understood and agreed that the rights and privileges herein set out are granted only to the extent of the City's right, title and interest in the land to be entered upon and used by the holder, and the Holder will, at all times, assume all risk of and indemnify, defend, and save harmless the City of Atlantic Beach from and against any and all loss, damage, and cost of expenses arising in any manner of the exercise or attempted exercises by the holder of the aforesaid rights and privileges. 9. The Director of Public Works shall be notified Nventy-four (24) hours prior to starting work and again immediately upon completion. OWNER -Signed: 1 Da Lf I-{•I(� Before me thi day of 7e County of DuI- sbnally State Of Florida,has personally app ;;"'t. . i, �3 Notary Public at Large,State of F uval COMAfISS1GN EE !fMy commission expires: Knowq?IrIES:Ju y!r)F a Nolary Favic U'G[ 4iC'S Permit Attachment of for Permit# issued ,20 Atlantic Beach,FL 32233 Owner's Name: Property Address: R.E.#: Subdivision: Lot#/Block#: ' i t REVOCABLE ENCROACHMENT PERMIT THIS REVOCABLE ENCROACHMENT PERMIT,issued on this day of (1 ,2915 by Atlantic Beach, Florida, a municipal corporation organized and existing under the 1 ws of the State of Florida, hereinafter referred to as "CITY" and� ��'�f�s (;�'j1 y�f Atlantic Beach, Florida, hereinafter referred to as"USER". WITNESSETH: That the CITY does hereby grant the USER permission on a revocable basis as described herein the right to enter upon the property of the City of Atlantic Beach for the purpose as described in the City of Atlantic Beach Right-of-Way/Easement permit numbers noted above(copies attached). ,fin This work is generally described as: �11C X-1 Any facility maintained, repaired, erected, and/or installed in the exercise of the privilege granted remains subject to relocation or removal on thirty(30)days notice by CITY to the USER, said notice to USER shall be given by certified mail, return receipt requested, to the following address: E ivy N_ ff rbor ! jahtS Lir. �D V eA_ '7z F L 3cXY I The depositing of said notice of cancellation in the United States mail shall constitute the notice of cancellation and the burden is upon USER to keep the CITY informed of USER's proper address. The USER shall promptly make any and all necessary repairs to any facility erected or maintained in the exercise of the privilege herein granted and shall at all times maintain said facility in good and safe condition. In the event it is necessary for the CITY or the City's approved representative or other franchised utility to enter upon the above-described property of the CITY, the USER shall replace at the USER's sole expense, any and all material necessarily displaced during the action of maintaining,repairing, operating,replacing, or adding to of the utilities and facilities of the CITY or franchise utility provider. The facilities allowed by the permit shall meet the current requirements of the City Code, Building Codes, Land Development Code,and all other land use and code requirements of the CITY,including City Code Section 19-7(h)which states"Driveways that cross sidewalks: City sidewalks may not be replaced with other materials, but must be replaced with smooth concrete left natural in color so that it matches the existing and adjoining sidewalks." Page 1 of 2 The USER, prior to making any changes from the approved plans and/or method, must obtain written approval from the City of Atlantic Beach,Public Works Department,for said change. The USER shall,at the discretion of the CITY, be requested to submit as-built drawings showing the change within thirty(30) days after the day of completion. This permit shall insure to the benefit of, and be binding upon, the USER and their respective successors and assigns. USER shall meet the terms and conditions of this permit and to all of the applicable State and CITY laws and/or specifications, to include utilities locate requirements and use limitations/requirements of public rights-of-way and other public land. USER further agrees that the CITY and its officers and employees shall be saved harmless by the USER from any of the work herein under the terms of this permit and that all of said liabilities are hereby assumed by the USER. DATED and SIGNED this ILI day of ,20 A'By ` Proprty Owne (to be signed in presence of the Notary) STATE OF FLORIDA COUNTY OF DUVAL On this day of 2(1✓� ona)ly appeared before me, a Notary Public in Aand said �n d State, �/ the property owner of Atlan >tc each,Flori ,known to me to be the person(s)described in e foregoing instrument; who acknowledged to me that he or she executed the same freely and voluntarily and for the uses and purposes therein mentio pETERW s"AB rt 1 P Ia =t► n 1S:J NEE 110584 -'P� EXPIRES:JUIy 10,2015 ty+ 8ondo Thru Nomry Nblk Undenw"s Notary Public in for said County and State i CITY OF ATLANTIC BEACH, FLORIDA, a municipal corporation: Approved: Doug Layt ublic or s Dir ctor For Permits where city si ewalk is impacted, City Manager approval required: Nelson Van Liere,City Manager Page 2 of 2 R322.1.4 Establishing the design flood elevation. FILE COPY The design flood elevation shall be used to define areas prone to flooding. At a minimum, the design flood elevation is the higher of: 1. The base flood elevation at the depth of peak elevation of flooding (including wave height) which has a 1 percent (100-year flood) or greater chance of being equaled or exceeded in any given year, or 2. The elevation of the design flood associated with the area designated on a flood hazard map adopted by the community, or otherwise legally designated. From model ordinance: Design flood. The flood associated with the greater of the following two areas: [Also defined in FBC, B, Section 1612.2.] 1. Area with a floodplain subject to a 1-percent or greater chance of flooding in any year; or 2. Area designated as a flood hazard area on the community's flood hazard map, or otherwise legally designated. Desl6in-n- lood eler tion The elevation of the "design flood," including wave height, relative to the datum specified on the community's legally designated flood hazard map. In areas designated as Zone AO, the design flood elevation shall be the elevation of the highest existing grade of the building's perimeter plus the depth number (in feet) specified on the flood hazard map. In areas designated as Zone AO where the depth number is not specified on the map, the depth number shall be taken as being equal to 2 feet. [Also defined in FBC, B, Section 1612.2.] Dennis Stanley Plans Examiner/CFM Bay County Builders Services 840 W. 11th St. Panama City, FL 32401 850-248-8350 R Please Note: Under Florida law, e-mail 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 this office by phone or in writing. 2 COPY CITY OF ATLANTIC BEACH 800 Seminole Road 904-247-5800 Atlantic Beach,Florida 32233-5445 Fax -247 904 SITE DEVELOPMENT PERMIT (for filling, grading or topographically altering land) PLEASE SUBMIT(2)COOMP TE SETS OF PLANS WITH APPLICATION. Date � 7 �N7�T� �r PERMIT# Q Job Address 3Z /// C y/G G/S� Co Ge/zT 47L. ISSUED BY THE CITY 5-- SFR E,4,Gf/- Permitee: L r s7le c C.T7� a" z e Telephone# Permittee Address: 4"O' /J. /S Ieeo e •C/6111's r7/l, 1,IZ;i' rC -4 32- O8/ Email Address b a/aL iA-' CvaS7LiL® Qh�4/�.G�1Yy+ Fax Number: Requesting Permission to commence site development involving the following activity: /2Ey��dGi EE Location: (Reference to Cross-Street) � �TL COST The following permits have been submitted _ Tree Removal 1>�, Demolition THIS APPLICATION INCLU�gE"LLJWORMAWN REQUIRED BY THE CITY'S SITE DEVELOPMENT PERMIT CHECKLIST (Must be signed by Applicant) 1. Applicant declares that prior to filing this application he has ascertained the location of all existing utilities, both aerial and underground and the accurate locations are shown on the sketches. 2. Any work proposed in City rights of way or easements shall be subject of a separate Right of Way and Easement Permit Application. 3. All work shall meet City of Atlantic Beach, City of Jacksonville or Floor ja Department of Transportation Standards and be performed under the supervision of W. 5"cµw.g+s (Contractor's Project Superintendent) located at 4/OyN-NA1&��&rs f Telephone#:9D 4. Calculations showing any increase in impervious area on owner's lot and / or in the city Right of Way are to be included with this application. 5. All city property shall be restored to its original condition as far as practical, in keeping with city specifications and the manner satisfactory to the city. 6. This permittee shall commence actual construction in good faith within days. If the beginning date is more than 60 days from date of permit approval, then permittee must review the permit with the Director of Public Works to make sure no changes have occurred in the area that would affect the permitted construction. 7. The Director of Public Works shall be notified twenty-four (24) hours prior to starting work and again immediately upon completion. OWNER —, { Signe 1 V Da I S Before me th day of In,$ e County of Duval, State Of Florida,has pe ppeared Notary Public at Large ate o lori o My commission ex • Personally Known: _ n: � �''• PETER W.SCHWAB MY COMMISSION#EE 110584 EXPIRES:July 10,2015 Bonded Thru Notary Public Underwriters uoc ff 2015001173, OR r 17024 Page 560, Number Pages: 2, R^ :orded 01/05/2015 at 09:45 AM, Ronnie F all CLERK CIRCUIT COURT DUVAL COUNTY '-ORDING $18.50 Prepared by and FILE Record and return to: COPY Tahnya Gary,Closing Officer Gibraltar Title Services 4190 aelrort Road,Suite 350 Jacksonville.Florida 32216 File Number: 13-8070A Permit Number:_/s~ SFR• Tax Folio Number: State of: Florida County of. Duval /D 3Y77 NOTICE OF COMMENCEMENT The undersigned hereby gives notice that improvement will be made to certain real property,and, in accordance with Chapter 713,Florida Statutes,the following information is provided in this Notice of Commencement. 1. Description of Property: Lot 22,Atlantic Beach Country Club Unit 2,a subdivision according to the plat thereof recorded at Plat Book 67,Pages 132.through 137,in the Public Records of Duval County,Florida. 2. General Description of Improvements: Single Family Residence 3. Owner Information: a. Name and Address: Ryan 1'.Vriga and Brenna S.McLaughlin 72 17th Street,Atlantic Beach,Florida 32233-5810 b. Interest in property: Fee Simple C. Names and address of fee simple title holder(if other than owner): 4. Contractor: Coastal Custom Homes of Ponte Vedra,LLC 404 N Harbor Lights Drive,Ponte Vedra Beach,FL 32082 Phone:904-303-3526 1 Fax:904-819-9202 5. Surety: N/A 6. Lender: Atlantic Coast Bank 4655 Salisbury Road,Suite 110,Jacksonville,Florida 32256,Jacksonville,Florida 32256 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13(1)(a)7.,Florida Statutes. 8. In addition to himself, Owner designates the following persons to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b),Florida Statutes. 9. Expiration date of Notice of Commencement (the expiration date is I year from date of recording unless a different date is specified): WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713,PART 1,SECTION 713.13, FLORIDA STATUTES,AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING,CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Verification pursuant to Section 92,525,Florida Statutes. Under penalties of perjury,I declare that I have read the foregoing and that the facts stated in it are true to best of my knowledge and belief. Page I oft OR BK 17024 PAGE 5r Ryan .Vriga Brenna S.McLaughlin State of Florida County of Duval The foregoing instrument was acknowledged before me this 23rd of December, 2014 by Ryan T. Vriga and Brenna S.McLaughlin,who have provided their drivers licenses as identification. Notary(Public, tate of Florida A�t�l�lwa Notary printed,typed or stamped name � My Commission Expires: Notary Seal :°•, r`�r ALAN OOPERTINO t MY COMMISSION I EE 222748 EXPIRES:August 20,2016 '%' c` BweCidv 8ua9N Npdy Stmcef STATE OF f mim DUVAL COMM L UNDEirsl MM Clerk of the Circuft&Cwnh Co.%Dural Cotft Rads DO HEREBY CERTIFY the nAft end bpoh>0 con: InDd`paga�IS a true and mym wX c f 1wor�iasl ae it eppeare on record and file in the office of"0 Clerk ataradt &CW q Courts of Dural Courtgr,%ride. ViRI M M hand and seal of Clerk of Circuft&CouruyCourts trtAdleortriUa,Fbri(k MIs 1M14fey of A.D,2Q_," RONNIE RUSSELL DMIand Cenrts Page 2 of 2 MAP SHOWING BOUNDARY SURVEY OF LOT 22 ATLANTIC BEACH COUNTRY CLUB UNIT 2 AS RECORDED IN PLAT BOOK 67 PAGES 132 - 137 OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA. FILE COPY ESMT. ATLANTIC BEACH COURT (50' RIGHT OF WAY) m I p3 23 m � 0' ,°'. S 62 6 , 65 R=50.00' s8' TRANSFORMER PA0 10'x10' JEA \ EQUIP. ESMT / � 22 � \(VACANT) 0P �j \ I\pQ � � k � o e � � � o •� a k00 / / k 2 Cd f k / � c 'c § / ■ r Q •- ƒ t ) § z / >0.0 § { v § C / / o W60 & \ ƒ : 2 % f Q c � } f 2 \ 72 © \ _ _ = / c § ? 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'§ 2 / ] / 9 9 2 7 / u / u = E k .5 ■ cqs t \ u \ B •§ ± — U ;OOB� tMeMARY REPORT F n R T c " Mle�ttbei;118rt1e Result's Curve11t Wultion t- BM1 Passed 4 Piece(s)13/4' x 16"1.9E Microllam@ LVL BM2 Passed 2 Piece(s)13/4"x 16"1.9E Microllam@ LVL BM3 Passed 2 Piece(s)13/4"x 16"1.9E Microllam@ LVL BM4 Passed 2 Piece(s)13/4,x 16"1.9E Microllam@ LVL BM5 Passed 4 Pieces)1 3/4"x 16"1.9E Microllam@ LVL BM6 Passed 2 Piece(s)13/4"x 16"1.9E Microllam@ LVL FILE COPY Forte Software Operator Job Notes 3/24!2015 1:14:28 PM Forte v4.6,Design Engine:V6.1.1.5 Garrett Bumgardner Job.4te BFS (904)772-6100 garrett.bumgardner@bldr com Page 1 of 7 91 F O R r c MEMBER REPORT Level, BM2 PASSED V 4 2 piece(s) 13/4"x 16" 1.9E Microltam®LVL Overall Length: 8 0 0 a — 0 - r 800 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual 0 Location Arrowed Result LDF I Load:Combination(Pattern) — System:Floor Member Reaction(lbs) 2751 @ 7 8 8 3938(1.50") Passed(70%) -- 1.0 D+0.75 L+0.75 Lr(All Spans) Member Type:Drop Beam Shear(lbs) 1792 @ 6 4 8 13300 Passed(13%) 1.25 1.0 D+0.75 L+0.75 Lr(All Spans) Building use:Residential Moment(Ft-lbs) 3966 @ 3 11 14 31114 Passed(13%) 1.00 1.0 D+ 1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.015 @ 3 11 10 0.251 Passed(L/999+) -- 1.0 D+0.75 L+0.75 Lr(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.032 @ 3 119 0.377 Passed(L/999+) -- 1.0 D+0.75 L+0.75 Lr(All Spans) Deflection criteria:LL(L/360)and TL(1-/240). Bracing(Lu):All compression edges(top and bottom)must be braced at 7 8 8 o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Bearing Loads to Supports(lbs) Supports Total Available Required Dead Floor Roof Total Accessories Live Live 1-Column-SYP 3.50" 3.50" 1.50' 1264 1 787 679 2730 Blocking 2-Hanger on 16"LVL beam 3.50" Hanged 1.50" 2715 1 812 3050 6577 See note 1 • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • See Connector grid below for additional information and/or requirements. Connector:Simpson Strong-Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 2-Face Mount Hanger HGUS412 4.00" N/A 56-16d common 20-16d double shear Tributary Dead Floor Live Roof Live Loads Location Width (0.90) (1.00) (non-snow:1.25) Comments I-Uniform(PLF) 0 0 0 to 8 0 0 N/A 75.0 200.0 - F16 2-Unriorrn(PLF) 2 0 0 to 8 0 0 N/A 106.0 - 170.0 ROOF BELOW 3-Point(lb) 7 0 0 N/A 152 - 254 T80 4-Point(Ib) 7 104 N/A 1196 - 1993 T81 5-Uniform(PLF) 0 0 0 to 6 0 0 N/A 46.0 77.0 JACKS ABOVE 6-Uniform(PLF) 00 0 to 8 0 0 N/A 125.0 - WALL ABOVE Weyerhaeuser Notes 1 SUSTAINABLE FORESTRY INIt1ATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. '^q Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. I The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 3/24/2015 1:14:28 PM Forte v4.6, Design Engine:V6.1.1.5 Garrett Bumgardner BFs Job.4te (904)772-6100 garrett.bumgardner@bldr com ! Page 3 of 7 aF O R T C �' MEMBER REPORT Level, BM4 PASSED i+/ �/ G 2 piece(s) 13/4"x 16" 1.9E Microllam® LVL Overall Length: 15 1 8 o — -- --T-- - ---T O 3 1518 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 3743 @ 0 5 12 19031(7.25") Passed(20%) -- 1.0 D+ 1.0 Lr(All Spans) Member Type:Flush Beam Shear(lbs) 3077 @ 13 2 4 13300 Passed(23%) 1.25 1.0 D+ 1.0 Lr(All Spans) Building Use:Residential Moment(Ft-lbs) 15166 @ 7 0 0 38893 Passed(39%) 1.25 1.0 D+ 1.0 Lr(All Spans) Building Code:IBC Live Load Defl.(in) 0.119 @ 7 7 2 0.472 Passed(L/999+) -- 1.0 D+1.0 Lr(All Spans) l Design Methodology:ASD Total Load Defl.(in) 0.261 @ 7 6 15 0.7.08 Passed(L/650) -- 1.0 D+ 1.0 Lr(All Spans) Deflection criteria:LL(1-1360)and TL(L/240). Bracing(Lu):All compression edges(top and bottom)must be braced at 12 3 8 o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Searing Loads to Supports(lbs) Supports Floor Roof pp Total Available Required D.ad Live Live Total Accessories 1-Column-SYP 7.25' 7.25' j 1.50" 2161 461 1582 4204 None 2-Column-SYP 7.25' 7.25' 1.50" 1775 461 1378 3614 None Tributary 1 Dead Floor Live Roof Live Loads Location Width (0.90) (1.00) (non-snow:1.25) Comments 1-Uniform(PLF) 0 0 0 to 15 1 8 N/A 24.0 61.0 - F09 2-Uniform(PLF) 4 0 0 to 12 0 0 N/A 28.0 - 47.0 T17 3-Uniform(PLF) 0 0 0 to 12 8 0 N/A 125.0 - - WALL ABOVE 4-Point(Ib) 1 0 0 N/A 192 - 319 H311 5-Uniform(PLF) 2 0 0 to 6 0 0 N/A 54.0 98.0 JACKS ABOVE 5-Uniform(PLF) 8 0 0 to 12 0 0 N/A 147.0 - 245.0 T61 T62 7- Point(Ib) 7 0 0 N/A 536 893 T60 Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. l Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to i circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-parry certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 3/24/2015 1:14:29 PM Forte v4.6, Design Engine:V6.1.1.5 Garrett Bumgardner BFs Job.4te (904)772-6100 garrettbumgardner@bldccom I Page 5 of 7 ......... _ ........... 2FO E R T " MEMBER REPORT Level, BM6 PASSED E` G 2 piece(s) 13/4"x 16" 1.9E Microllam®LVL • Overall Length: 4 2 12 o o 4212 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontaL;Drawing is Conceptual Design Results Actual 0 Location Alhnved Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 693 @ 3 11 4 3938(1.50") Passed(18%) -- 1.0 D+ 1.0 L(All Spans) Member Type:Flush Beam Shear(Ibs) 203 @ 2 7 4 10640 Passed(20%) 1.00 1.0 D+ 1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 653 @ 2 0 10 31114 Passed(2%) 1.00 1.0 D+ 1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.000 @ 0 0 0 0.126 Passed 1.0 D+ 1.0 L(All Spans) Design Methodology:ASD (2L/999+) Total Load Defl.(in) 0.002 @ 2 0 10 0.189 Passed(L/999+) 1.0 D+ 1.0 L(All Spans) Deflection criteria:LL(U360)and TL(L/240). Bracing(Lu):All compression edges(top and bottom)must be braced at 3 11 4 o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Bearing Loads to Supports(lbs) i Supports Total Available Required Dead floor Total Accessories Live 1-Column-SYP 3.50" 3.50" 1.50" 672 i 82 754 None 2-Hanger on 16"LVL beam 3.50" Hanger' 1.50" 708 87 795 See note' •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 'See Connector grid below for additional information and/or requirements. Connector.Simpson Strong-Tie Connectors T _ Support Model I Seat Length Top Nails Face Nails Member Nails Accessories 2-Face Mount Hanger HGUS412 4.00" N/A 56-16d common 20-16d double shear Tributary Dead floor Live Loads Location terrain (0.90) (1.00) comments -Uniform(PSF) 0 0 0 to 4 2 12 1 0 0 12.0 40.0 Residential-Living Areas 2-Uniform(PLF) 0 0 0 to 4 2 12 N/A 300.0 - ROOF AND WALL ABOVE Weyerhaeuser Notes t SUSTAINABIP FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. IThe product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 3/24/2015 1:14:29 PM Garrett Bumgardner Forte v4.6, Design Engine:V6.1.1.5 BFs Job.4te (904171-2-6100 garrett.bumgardner@bldr coin i Page 7 of 7 August 10, 2010 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY ST - T-BRACE 2 0� ® MiTek Industries,Chesterfield,MO Page 1 of 1 Note:T-Bracing/I-Bracing to be used when continuous lateral bracing 0 0o is impractical.T-Brace/ I-Brace must cover 90%of web length u Note:This detail NOT to be used to convert T-Brace/I-Brace FILE COPY MiTek Industries,Inc. webs to continuous lateral braced webs. Nailing Pattern Brace Size T-Brace size Nail Size Nail Spacing for One-Ply Truss 2x4 or 2x6 or 2x8 10d 6"o.c. Specified Continuous Rows of Lateral Bracing Note: Nail along entire length of T-Brace/ I-Brace Web Size 1 2 (On Two-Ply's Nail to Both Plies) 2x3 or 2x4 2x4 T-Brace 2x4 1-Brace 2x6 2x6 T-Brace 2x61-Brace 2x8 2x8 T-Brace 2x81-Brace Nails Brace Size k for Two-Ply Truss Specified Continuous } Rows of Lateral Bracing SPACING Web Size 1 2 . k 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace WEB 2x6 2x6 T-Brace 2x61-Brace 2x8 2x8 T-Brace 2x81-Brace k -A T-Brace/ I-Brace must be same species T-BRACE and grade (or better) as web member. \ \,\CENSF' Nails Section Detail * N 34869 T-Brace 0 ' 6/22 /11 LU; i STATE OF Web S•.FCORIDP' •: �� Nails 1109 COASTAL BAY BOYNTON BC, FL 33435 Web I-Brace Nails/ JANUARY 1, 2009 LATERAL TOE-NAIL DETAIL ST-TOENAIL_SP �0 ® MiTek Industries,Chesterfield,MO Page 1 of 1 NOTES: 1.TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER a oo AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND 0 0o EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES MiTek Industries,Inc. FOR MEMBERS OF DIFFERENT SPECIES. TOE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (Ib/nail) THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW DIAM. SYP DF HF SPF SPF-S (9 .131 88.0 80.6 69.9 68.4 59.7 Z135 93.5 85.6 74.2 72.6 63.4 VIEWS SHOWN ARE FOR €. -1 ILLUSTRATION PURPOSES ONLY p U,. 162 108.8 99.6 86.4 84.5 73.8 t Cl) Z 128 74.2 67.9 58.9 57.6 50.3 131 75.9 69.5 60.3 59.0 51.1 SIDE VIEW N .148 . 81.4 74.5 64.6 63.2 52.5 3 NAILS ri NEAR SIDE VALUES SHOWN ARE CAPACITY PER TOE-NAIL. NEAR SIDE APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. NEAR SIDE EXAMPLE: (3)-16d NAILS(.162"diam.x3.5")WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3(nails)X 84.5(Ib/nail)X 1.15(DOL)=291.5 Ib Maximum Capacity ANGLE MAY ANGLE MAY ANGLE MAY VARY FROM VARY FROM VARY FROM 300TO 60° 30,TO 60' 30,TO 60° 45.00° 4 45.00' 45.000 �uS S'K. ,JV' \CENSE N 334Q86�9 _ O LU�0 W_ J. 6/22/11 (C/, STATE OF 'i FZOR\D %-" / NIA`\�\\\. 1109 COASTAL BAY BOYNTON BC, FL 33435 FEBRUARY 14, 2012 STANDARD PIGGYBACK ST-PIGGY-7-10 TRUSS CONNECTION DETAIL MiTek Industries,Chesterfield,M MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT=30 FEET MAX TRUSS SPACING=24"O.C. a oo CATEGORY II BUILDING a oo EXPOSURE B or C ASCE 7-10 DURATION OF LOAD INCREASE:1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES MiTek Industries, Inc. TRANSFERING DRAG LOADS(SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. A-PIGGBACK TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN E WITH(2)0.131"X 3.5"TOE NAILED. B-BASE TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. C-PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24"O.C. A UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH(2) 0.131"X 3.5"NAILS EACH. D-2 X_X 4'-0"SCAB,SIZE AND GRADE TO MATCH TOP CHORD OF PIGGYBACK TRUSS,ATTACHED TO ONE FACE,CENTERED ON INTERSECTION,WITH(2)ROWS OF 0.131"X 3"NAILS @ 4"O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT.IN BOTH DIRECTIONS AND: 1.WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN,OR 2.WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12 ft. E-FOR WIND SPEEDS BETWEEN 126 AND 160 MPH,ATTACH C MITEK 3X8 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT 72"O.C.W/(4)0.131"X 1.5"PER MEMBER.STAGGER NAILS FROM OPPOSING FACES.ENSURE 0.5"EDGE DISTANCE. (MIN.2 PAIRS OF PLATES REQ.REGARDLESS OF SPAN) B D WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On PLATES AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAB CONNECTION PER NOTE D ABOVE i This sheet is provided as a Piggyback connection FOR ALL WIND SPEEDS,ATTACH MITEK 3X6 20 GA Nail-On PLATES TO detail only.Building Designer is responsible for all EACH FACE OF TRUSSES AT 48"O.C.W/(4)0.131"X 1.5"PER MEMBER. permanent bracing per standard engineering practices or STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5"EDGE DISTANCE. refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. VERTICAL WEB TO FOR LARGE CONCENTRATED LOADS APPLIED � `vs S,K/////// EXTEND THROUGH \\ BOTTOM CHORD TO CAP TRUSS REQUIRING A VERTICAL WEB: OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS �J,•' L\CENSE '•�� MUST MATCH IN SIZE,GRADE,AND MUST LINE UP i AS SHOWN IN DETAIL. 2) ATTACH 2 x_x 4'-0"SCAB TO EACH FACE OF _ N 34869 TRUSS ASSEMBLY WITH 2 ROWS OF 10d(0.131"X 3")NAILS SPACED 4"O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH = _ VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) 3 9/1 12 W` 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM !O STATE OF CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW i BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS F�ORtpp GREATER THAN 4000 LBS. / 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS,NUMBER OF PLYS F PIGGYBACK 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTCH BASE TRUSS. /////O NIA``\\�� THE PIGGYBACK AND THE BASE TRUSS DESIGN. 1109 COASTAL BAY BOYNTON BC, FL 33435 FEBRUARY 14, 2012 Standard Gable End Detail SHEET 2 MiTek Industries,Chesterfield,MO Page 2 of 2 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD u Trusses @ 24" O.C. O 00 �00 HORIZONTAL BRACE 2x6 DIAGONAL BRACE SPACED 48"O.C. (SEE SECTION A-A) ATTACHED TO VERTICAL WITH(4)-16d COMMON WIRE NAILS AND ATTACHED MiTek Industries, Inc. Roof Sheathing TO BLOCKING WITH(5)-10d COMMONS. Max. IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR E TO THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE PURLIN WITH TWO NAIL DIAGONAL BRACE NAILS CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS 2X 4 PURLIN FASTENED TO FOUR TRUSSES WITH TWO 16d NAILS EACH.FASTEN PURLIN \ TO BLOCKING W/TWO 16d NAILS(MIN) Diag. Brace \ \ PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES at 1/3 points SUPPORTING THE BRACE AND THE TWO TRUSSES if needed ON EITHER SIDE AS NOTED, TOENAIL BLOCKING TO TRUSSES WITH(2)-10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5)-10d COMMON WIRE NAILS. End Wall CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: STRUCTURAL METHOD 1 :ATTACH A MATCHING GABLE TRUSS TO THE INSIDE GABLE TRUSS FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE. METHOD 2:ATTACH 2X_SCABS TO THE FACE OF EACH VERTICAL SCAB ALONG MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING VERTICAL NAILING SCHEDULE.SCABS ARE TO BE OF THE SAME SIZE,GRADE AND SPECIES AS THE TRUSS VERTICALS NAILING SCHEDULE: FOR WIND SPEEDS 120 MPH(ASCE 7-98,02,05),150 MPH(ASCE 7-10)OR LESS,NAIL ALL MEMBERS WITH ONE ROW OF 10d(.131"X 3")NAILS SPACED 6"O.C. FOR WIND SPEEDS GREATER 120 MPH(ASCE 7-98,02,05),150 MPH(ASCE 7-10)NAIL ALL MEMBERS WITH TWO ROWS OF 10d(.131"X 3")NAILS SPACED 6"O.C.(2X 4 STUDS MINIMUM) MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE / VALID AND ARE TO BE FASTENED TO THE SCABS OR INLAYED STUD VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. STRUCTURAL / AN ADEQUATE DIAPHRAGM OR OTHER METHOD ppOF��BRACING MUST / CHORD TOR RESIST ABE PRESENT TO LLDE FULL OUT OF PLANE TERAL LOSgSPT TS dTCE BOTTOM IW.?? HOWN GABLE TRUSS ``qq IN THIS DETAIL IS FOR THE VERTICAUS�I`W$�QI�Y.S oc NOTE:THIS DETAIL IS TO BE USED ONLY FOR \ STRUCTURAL GABLES WITH INLAYED / - * N 34869 STUDS.TRUSSES WITHOUT INLAYED _ _U _ STUDS ARE NOT ADDRESSED HERE. / �0 3/29/12 STATE OF STANDARD GABLE TRUSS /1/11111 1109 COASTAL BAY BOYNTON BC, FL 33435 ■ ® TECHNICAL BULLETIN April 2010 LM Bulletin TB-300 by Weyerhaeuser Table 2A: Maximum Concentrated Load Applied to Beam -Wood Screw Connection (lbs)(') Fastener Type Hanger Wood USP WS Simpson SDS Beam Configuration Screw Type Length #Screws #Screws 2 4 6 8 2 4 6 8 FACE i31 3'/z' 1,435 2,870 4,305 5,740 2,040 4,080 6,120 8,160 3-ply 13/4" (51/4" Beam) TOP(21 3'/i' 720 1,435 2,155 2,870 1,020 2,040 3,060 4,080 --3'/ FACE 31/2" - --- --- - - --- --- 31/2"+1 3/4" 2"+13/4" (51/4" Beam) c 14) ( j TOP 3/z' 720 1.435 2,155 2,870 1,020 2,040 3,060 4,080 f t 31h"+13/4" FACE/ r 3) 31/2' 1,435 2,870 4,305 5,740 2,040 4,080 6,120 8,160 (51/4" Beam) TOP FACE 12) 6"(5) 1,055 2,110 3,165 4,220 1,360 2,720 4,080 5,440 4-ply 13/4' I j (7" Beam) � TOP 121 6"(5) 705 1,405 2,110 2,810 905 1,815 2,720 3,625 3'/z" 1,915 3,825 15,740 7,655 2,720 1 5,440 8,160 1 10,880 i3j 2-ply 1%"+31/2FACE" 6"(5) 2,110 4,220 6,325 8,435 2,720 5,440 8,160 10,880 3' a (7" Beam) ��{ (2) 3'/s" 640 1,275 1,915 2,550 905 1,815 2,720 3,625 I,. TOP 6..(5) 705 1,405 2,110 2,810 905 1,815 2,720 3,625 2-ply 31/2" FACE/ 1,055 2,110 3,165 4,220 930 1,860 2,785 3,715 (7"Beam) TOP(ZI i 2-ply 13/4"+ 31/2" i FACE/ 6„c5, 1,055 2,110 3,165 4,220 1,360 2,720 4,080 5,440 (7" Beam) TOP 131 i FACE(41 6"(5) 1,055 2,110 3,165 4,220 930 1,860 2,785 3,715 2-ply 1%"+31/2" (7" Beam) c, TOP(4) 6"5 705 1,405 2,110 2,810 905 1,815 2,720 3,625 1' 51/4"+ 13/4" FACE/ 31/2 1,915 3,825 5,740 7,655 2,720 5,440 8,160 10,880 (7" Beam) TOP(3) 1. See pa4 for table General Notes,connection details and beam depth limitations ge . 2. Install screws from both sides of beam. 3. Install screws from side opposite hanger only. 4. Install screws from hanger side only. 5. 6"SDS or WS screws can be used with Parallamc PSL and Microllame LVL, but are not recommended for TimberStrand®LSL. Page 2 of 8 CONTACT US 11.888.iLevel (11.888.453.8358) •www.iLevel.com A*&Weyerhaeuser,iLevel.Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.©2010 Weyerhaeuser NR Company.All rights reserved. ■ TECHNICAL BULLETIN April 2010 by Weyerhaeuser Bulletin TB-300 Table 1, 2A, 2B General Notes • Connections are based on NDS®2005 or manufacturer's code report. ■ All plies must be the same material and grade. • Values are for 100%duration of load. Increase 15%for snow load or 25%for non-snow roof load conditions, where code allows. • Rotational effects should be considered for 7"wide beams loaded from one side only. ■ Capacities shown for face mount hanger conditions are based on 16d common (0.162"x 3'/2") nails installed in the hanger. Other nails used for face mount hanger installations invalidate the capacities in these tables. ■ Verify adequacy of beam with all loads applied by using iLevel software or other methods. • See the iLevel Trus Joist®Beams, Headers, and Columns Specifier's Guide (#TJ-9000)for required connections for uniform side loads. Bolt or Wood Screw Connection Details ■ 1/2" bolts-9/16"o maximum holes • 3/a" bolts- 13/16"o maximum holes w • Lead holes not required for wood screws y Conc. Load Conc.Load M m Conc.Load Conc.Load `o `o N fh N W i d N N 1 S L EQ. EQ. 2' Max (typ) 2 Fastener 4 Fastener 6 Fastener 8 Fastener Pattern Pattern Pattern Pattern Min. Beam Depth: Min. Beam Depth: Min. Beam Depth: d=7'/1'for/z'o bolts d=9%"for/z'o bolts d= 11'W'for 1/2"o bolts d=9%"for'/:'o bolts d= 14"for'/."o bolts d= 16"for%"o bolts Conc. Load Nailed Connection Detail 1= E a • *STAGGER NAILS TO • PREVENT SPLITTING 1 g 16d Sinker (typ) 'h" (0.148" x 3/4 ) Typ- LLI 16 Nail Pattern J L12 Nail Pattern 18 Nail Pattern Page 4 of 8 24 Nail Pattern CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com /� w Weyerhaeuser,iLevel.Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.©2010 Weyerhaeuser NR Company.All rights reserved. ■ • TECHNICAL BULLETIN March 2010 by Weyerhaeuser --- Bulletin TB-300 Connection Design Example Given the floor framing shown below, specify the necessary connections for the a 3-ply Microllam®LVL beam supporting a 2-ply Microllam LVL beam on one side and floor joists from the other side. The floor joists apply a 500 plf load to the side of the beam while the 2-ply beam reaction is 5,000 lbs. See the following page for the solution. i Brg. (TYp.) i i. .,. 41 r I Additional 3-13/." x 14" Microllam'LVL Beam, Flush Connection ` ----------------- _------------------------------------ Required ____ _____----_______-----------Required for r r Concentrated Face Mount Hanger with 5,000 lbs Reaction i Load E...... �: _-_--__._.___________________________________________________ t t 2- 13/ x 14" 14" Floor Joists @ 24" o.c., Typ. Microllam LVL Beam, Flush ` ----------------------------------------------------r 4'-0" Partial Framing Plan Page 6 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com Weyerhaeuser,il.evel,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.©2010 Weyerhaeuser NR Company.All rights reserved. ■ ' W":x V r� TCf% UK11f% A1 0111 1 CTIA a FOI' @ MEMBER REPORT Levet, Floov Flush Beam � " software 1 3 PIECE(S) 13/4" x 14" 1.9E Microliarn@ LVL PASSED Overall Length 15' C' 0 I 15 t All Dimensions are Horizontal,Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF System:Floor Member Reaction(lbs) 7595 Q 2" 7809 Passed(97%) Member Type:Flush Beam Shear(lbs) 6837 @ 1`5 112" 13965 Passed(49%) 1-0 Building Use:Residential Moment(Ft-lbs) 25215 @ 4`117/8- 36387 Passed(69%) 1-0 Building Code:IBC Live Load Def.(in) 0.356 @ T 1 13316' 0,489 Passed(11494) Design Methodology:ASD Total Load Def_(in) 0.456 7`1 718 0-733 Passed V386) Deflection criteria:LL(LI360)and TL(L1240). Design results assume a fully braced condition where all compression edges(top and bottom)are properly braced to provide lateral stability. Bracing(Lu)-All compression edges(top and bottom)must be braced at 13`15116"oic unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability Total Available Required Support Reactions(Ibs) Accessories Supports Bearing Bearing Bearing Dead t Floor I Roof I Snow 1 -Stud wall-Spruce Pine Fir 3-50' 3.50" 3.40' 1641 i 595510 10 Blocking 2-Stud wall-Spruce Pine Fir 3.50" 3.50" 2.33" 1164 1 404510!0 Blocking Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location Tributary Dead Floor Live Roof Live Snow Comments Width (0.991 (1d00) (non-snow:1.25) (1.15) 1 -Uniform(PSF'l 0 to 15' 1' 1000 4300 0 0 0.0 10'Floor 2-Point(lb) 4' N/A 1000 4000 0 0 Shear(lbs) Moment(Ft—fbs) Comments Location Analysis Actual 1 Allowed t LDF Actual 1 Allowed 1 LDF 1E2- _3' 6035113965110 19186 13638711 0 BOLTS LEFT OF HANGER E2-r, 39112569 109 25215 136387 i 1.0 BOLTS RIGHT OF HANGER Forte"Software CiPefat0f Job Notes -- 312512010 9:02.21 AM =Leva`7y'Forte—v1.1,Design Engine:V4.8.0.1 Page 1 of 1 Page 8 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.83581 •www.iLevel.com w w Weyerhaeuser,il-evel.Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.©2010 Weyerhaeuser NR Company.All rights reserved. JULIUS LEE PE. FILE COPY RE: 641829 - 1109 COASTAL BAY BLVD, BOYNTON BEACH, FL 33435 Site Information: Project Customer: Coastal Custom Homes Project Name: 641829 Model: Custom Lot/Block: 22/2 Subdivision: Atlantic Beach Country Club Address: City: Duval State: Florida Name Address and License#of Structural Engineer of Record, If there is one, for the building. Name: Gartner, Geoffrey Wayne, PE License#: 59328 Address: 452 Osceola Ave. City: Jacksonville State: Florida General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TP12007 Design Program: MiTek 20/20 7.3 Wind Code: ASCE 7-10 Wind Speed: 130 mph Floor Load: 55.0 psf Roof Load: 32.0 psf This package includes 166 individual, dated 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. This document processed per section 16G15-23.003 of the Florida Board of Professionals Rules In the event of changes from Builder or E.O.R. additional coversheets and drawings may accompany this coversheet. The latest approval dates supersede and replace the previous drawings. No Seal# jTruss Name I Date No. Seal# Truss Name Date 1 19517451 CJ01 3/24/015118 119517468 CJ16 3/24/015 '2 119517452 CJ02 3/24/015 119 119517469 CJ17 3/24/015 13 119517453 1 CJ03 3/24/015 120 119517470 CJ18 3/24/015 j �4 119517454 1CJ04 '3/24/015121 119517471 CJ 19 3/24/015 i5 119517455 CJ05 3/24/015122 119517472 CJ20 3/24/0151 j6 19517456 CJ06 3/24/015 123 119517473 i EJ01 13/24/015 7 19517457 1 CJ07 13/24/015 124 119517474 i EJ02 3/24/015 8 19517458 CJ08 3/24/015 125 119517475 EJ03 3/24/015 19 19517459 CJ09 3/24/015126 119517476 EJ04 3/24/015 10 19517460 ICJ 10 3/24/015 127 119517477 EJ05 13/24/015 111 ,19517461 I CJ 11 3/24/015 128 119517478 EJ06 3/24/015 112 19517462 ICJ12 3/24/015129 119517479 EJ07 3/24/015 113 19517463 CJ13 3/24/015 130 !19517480 EJ08 3/24/015 114 19517464 11 CJ 14 3/24/015 131 119517481 EJ09 3/24/015 115 19517465 CJ14A 3/24/015 132 119517482 EJ10 3/24/0151 116 19517466 ICJ 15 13/24/015 133 119517483 1 EJ 11 3/24/015 117 19517467 CJ 15A 3/24/015 134 119517484 I EJ 12 3/24/015 The truss drawings)referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters \�`� �,�v.• K ��, provided by Builders FirstSource(Jax). ti �J ' NSF �� r Truss Design Engineer's Name: Julius Lee 0 34869 ly My license renewal date for the state of Florida is February 28, 2017. _ NOTE:The seal on these drawings indicate acceptance of = Q WSJ .{1 STATE OF professional engineering responsibility solely for the truss % F P . ��•?: components shown. The suitability and use of this component r �o... \ for any particular building is the responsibility of the building //S/ONN-�March 24,2015 . designer, per ANSI/TPI-1 Chapter 2. I of 4 Julius Lee RE: 641829 - Site Information: Project Customer: Coastal Custom Homes Project Name: 641829 Model: Custom Lot/Block: 22/2 Subdivision: Atlantic Beach Country Club Address: City: Duval State: Florida No. Seal# Truss Name Date No. I Seal# Truss Name Date 121 119517571 1 T47 13/24/0151164 119517614 1 TG03 3/24/015 1122 119517572 I T48 13/24/0151165 1 19517615 1 TG04 13/24/015 1123 119517573 1 T49 13/24/015 1166 119517616 1 TG05 13/24/015 1124 119517574 T50 1 3/24/015 1 1125 119517575 T51 13/24/0151 1126 119517576 T52 1 3/24/015 1 1127 119517577 1 T53 13/24/0151 1128 119517578 1 T54 13/24/0151 1 129 119517579 1 T55 13/24/015 1130 119517580 T56 13/24/015 1131 119517581 T57 1324/015 1132 119517582 T58 13/24/0151 1 133 119517583 1 T59G 13/24/015 1 1134 119517584 1 T60 13/24/0151 1135 119517585 1 T61 13/24/015 1136 119517586 1 T62 13/24/0151 1137 119517587 1 T63 324/015 1138 119517588 1 T64 3/24/0151 1139 119517589 1 T65 13/24/0151 1140 119517590 1 T66 324/015 1 1141 119517591 1 T67 1 324/015 1142 119517592 1 T68 13/24/0151 1143 119517593 1 T69 1 324/015 1144 119517594 1 T70 13/24/015 1145 119517595 1 T71 13/24/015 1 1146 119517596 T72 — 13/24/0151 1 147 119517597 1 T73 13/24/0151 1148 119517598 1 T74 — 13124/0151 = ri•.�;'' ,: Hca 1 149 119517599 1 T75 1 324/015 » Poviewed Ho ❑4 aelecced 1150 119517600 1 T76 13/24/015 J NO ex r.d 1151 119517601 T77 13/24/0151 O,2 Noad ❑5 Information 1152 119517602 1 T77A 1 324/015 fi'::] R*vM a RSOJM n 1153 119517603 T78 13/24/015 VAWAd a. t r OMS W*m "whh ft proMct mgWromer,tf Ir&AW r 154 119517604 1 T79 13424/0151 °'m'a°°"'""'".nd kr 9 vAm""°'°�°"c ` nUs .,�dM not Won tM Correactor 4am noaparoldltry,t a Inns in 1155 119517605 1 T80 324/015 e wwom 1156 119517606 T81 13/24/015 4@w Ina.W o''=• 1157 119517607 1 T82 13/24/015 _'^ ^t ne Kn,, 1158 119517608 1 T83 1 324/015 1 r ta, L o) 1.'A INc- 1159 119517609 1 T84 13/24/0151 Olxnked W. 1160 119517610 1 T85 13/24/0151 1161 119517611 1 T86 13/24/015J 1162 119517612 1 TG01 13/241015 1 163 119517613 1 TG02 13/24/0151 3 of 4 _. ... ..._ Jot ;Truss (Truss Type Qty Ply 19517452 1641,829 CJ02 Jack-Open Truss 4 1 ' �Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Mar 24 13:00:28 2015 Page 1 ID:?bOLzXtEK I AGgjc?RjB2 eT�gr-esX6S?4 K9_F ljJSBHr-AU79YF8 H6NIDGG4mN?eXzXjB 1 O 3-0-0 'I Sqb•1:13.5 Z 6.(q T11 4 et 3 34_ »II 3.0-0 0-1 2 Plate Offsets X [1:0-M,0-1-21, 1:0-1-3 0-4-12 LOADING(pyo SPACING 2-0.0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.15 Vert(LL) -0.00 1-3 >999 240 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.06 Vert(TL) -0.01 1-3 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a IBCDL 5.0 Code FBC20101TP12007 (Matrix) Weight:11 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing be installed Left:2x4 SP No.3 during truss erection in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=581Mechanical,3=13/Mechanical,1=71/0-74 (min.0-1-8) Max Horz 1=89(LC 12) Max Uplift2=-87(LC 12),1=-21(LC 12) Max Grav 2=71(LC 2),3=40(LC 3),1=84(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ,CENSE'. i NOTES (7-9) 1 Wind:ASCE 7-10;Vult--130m h(3-secondgust)Vasd=101m h,TCDL=4.2 sf;BCDL=3.OPsf;h=25ft;Cat.II;Exp End.,GC i=0.18;MWFRS(envelope) ) gable end zone and C-C Extedor(2)zone,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 = '* 2)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 34869 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom _ chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. -- T1 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 87 Ib uplift at joint 2 and 21 Ib uplift at joint 1. ��^' / 6)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the STATE OF responsibility of the building designer per ANSI TPI 1 as referenced by the building code. •� .FLQRtDP.•' ••�� 8)Note.Visually graded lumber designation SP,represents new lumber design values as per SPIB. s• •. •\� 9)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 / S ''"•' \ ti� ,lLOAON At- LOAD D CASE(S) Standard I i i I March 24,201: ® WARNING-Verify design parameters end REAL NOYE9'ON THIS AtZ INCt0DED M'7EV,REFERENCE PAGE MU-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity,of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTP11 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofno Drive,Madison,WI 53719. :Job Truss TJack=-O"n usPy 19517454 tag CJpq Truss 8 1 LReferenoe o tional Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 Mi-Tek Industries,Inc.Tue Mar 24 13:00:29 2015 Page 1 ID:?bOLzXtEKIAGgjc?Rj82eTzgXgr-735UgL5zwHN9LT10rKhJN4S5gSRLr WPJQ7ZBzz)9B0 1-0-0 1-0.0 svr-r:T� z 3 sns tx T1 ar j 5 I i LOADING(psf) SPACING 2-" CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.01 Vert(LL) -0.00 1 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.01 Vert(TL) -0.00 1 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a rVa BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 31b FT 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=23/0-3-8 (min.0-1-8),2=22/Mechanical,5=6/Mechanical Max Horz 1=29(LC 12) Max Uplift 1=-7(LC 12),2=-34(LC 12) Max Grav 1=28(LC 2),2=26(LC 2),5=19(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\\\\\, J C ( IS' NOTES (7-9) 1)Wmd:ASCE 7-10,Vult=130mph(3-second gust)Vasd=101mph,TCDL=4.2psf;BCDL=3.Opsf;h=25ft,Cat.11,Exp C,Enc.,GCpi=0.18;MWFRS(envelope) ;�� `1 •' IGEN* � gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 7 •+ 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottoriL 7[ � 34869 •••� _ chord and any other members. ... i 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 7 Ib uplift at joint 1 and 34 Ib uplift at joint 2. — Lt 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �w'J...... 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the I t. responsibility of the building designer per ANSI TPI 1 as referenced by the building code. STATE QE 4 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 9)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 Y' s' "LORIOP .•' •�� '�/S/ NM- LOAD CASE(S) Standard (-) March 24,201: A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mf'-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Julius Lee PE. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 90nofrio Drive,Madison,WI 53719. IJob Truss Truss Type Oty Ply 19517456 1641829 CJ06 Jack-Open Truss 8 1 Job Reference o tional Builders FirstSource, Jacksonville,FI 32244 7.350 is Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:0029 2015 Page 1 ID:?bOLzXtEK1 AGq)c?Rj82eTzgXgr-735UgL5zwHN9LT1 OrKhN4LSgPCUTWPJQ7ZBzzXjBO 5-0-0 5-0-0 Scall•1:1]3 2 0.00W T1 1 91 VI-L LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.03 1-3 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.06 1-3 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 2 rda n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:16 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-M oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=129/0-3-8 (min.0-1-8),2=105/Mechanicat,3=24/Mechanical Max Horz 1=131(LC 12) Max Uplift 1=-56(LC 12),2=-139(LC 12) Max Grav 1=153(LC 2),2=129(LC 2),3=72(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \yt\��.,. NOTES (7-9) ` .• ^ 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft,Cat.Il;Exp C;End.,GCpi=0.18;MWFRS(envelope) .*� `"• ',GENS c- gable end zone and C-C Extedor(2)zone;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottorcz 7C 34869 chord and any other members. t 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 56 Ib uplift at joint 1 and 139 Ib uplift at joint 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. - � ...... 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the 411` responsibility of the building designer per ANSI TPI 1 as referenced by the building code. '� STATE OF 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE. 9)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 F��R�QP•' f':.�� SSS• \ LOAD CASE(S) Standard // /O N AL•� \\� i March 24,201: WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK.REFERENCE PAGE M11-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTPIt Quality Criteria,DSB439 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute 583 D'Onoffio Drive Madison WI 53719. 'blob Truss Truss Type - City Py 19517458 0641829 C.108 Jack-Open Truss 4 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industnes,Inc. Tue Mar 24 13:00:30 2015 Page 1 ID:?bOLzXtEKIAGctjc?Rj82eTzgXgr-bFesth5bhbV?zdcaP1 CyCadcB4nDDwIZY4s6jQzXjB? 3-0-0 r 3-0-0 sar.i:nT t 4Ao u T1 i _ d 91 N4= ell LOADING(psf) SPACING 2-M CSI DEFL in (loc) Ildefi Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.12 Vert(LL) 0.01 1-3 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.01 1-3 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.DO Horz(TL) -0.00 2 Na n1a BCDL 5.0 Code FBC20101TP12007 (Matrix) Weight:9lb FT 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP Not BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recemmentlS that Stabilizers and required cross bracing be installed dunn Wss erection in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 1=71/0-7-4 (min.0-1-0),2=58/Mechanicel,3=13/Mechanical Max Horz 1=53(LC 8) Max Uplift 1=-72(LC 8),2=-68(LC 8),3=-25(LC 8) Max Grav 1=84(LC 2),2=71(LC 2),3=40(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (7-9) ` ��•\JJJ /�/% 1)Wlnd:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) y ` ,CEnJ$ 0 gable end zone and C-C Exterior(2)zone,porch left and right exposed;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 J '•\� plate gnp DOL=1.60 * * ! 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 34869 3)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottorn- chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. — — 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 72 Ib uplift at joint 1,68 Ib uplift at joint 2 and 25 Ib uplift at joint ( .•• !/,�,� 3. W 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. STATE OF 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. •.•Ft OR)O P \\ 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. / '•..••..• �\ 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 // / AX- LOAD CASE(S) Standard / ) 't,It \`\ I I II I I I 0 I I � I March 24,201: WARNING-Ve64 design parameters and READ NOTES ON THIS AND INCLUDED NITEY.REFERENCE PAGE'OfO'473 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTP11 Quality Criteria,DSB49 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofno Drive,Madison,VII 53719. ob 'Truss Truss Type Qty Ply 19517460 1829 iCJ10 ,Jack-Open Truss 4 1 ' ob Referen o tional Builders FirstSource, Jacksonville,`1 322447,350 s Sep 27 2012 MiTek Industries,Inc.Tue Mar 24 13:00:312015 Page 1 ID:?bOLzXtEK1 AGgjc?Rj82eTzgXgr-3RCE416DSvdsanBmyljBknAncU8HyN?imkcfFszXjB_ 1-0-0 sor-t:tt s &w 2 2 3 34 II t LJ r 7 � at 5 8 4 �� II 1 LOADING(psf)(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TOLL 20.0 Plates increase 1.25 TC 0.08 Vert(LL) -0-DO 6 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.05 Vert(TL) -0.00 6 >999 180 BCLL 0.0 Rep Stress Incr YES WS 0.00 Horz(TL) -0.00 2 n/a Na BCDL 5.0 1 Code FBC20101TPI2007 (Matrix) Weight:4lb FT 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed dunn Wss erection in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 6=20/0-5-8 (min.0-1-8),2=19/Mechanical,5=6/Mechanical Max Horz 6=38(LC 9) Max Uplift6=-B(LC 10),2=38(LC 12),5=-14(LC 9) Max Grav 6=29(LC 22),2=22(LC 2),5=17(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All.forces 250(lb)or less except when shown. NOTES (7-9) y, •' . 1)Wnd:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.Il;Exp C;Encl.,GCp0:0.18;MWFRS(envelope) gable end zone and C-C Exterior(2)zone;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate ` •• SCE NSF grip DOL=1.60 12)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * 34869 * —_ 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom- 7 chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. .{� L1.. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 8 to uplift at joint 6,38 Ib uplift at joint 2 and 14 Ib uplift at joint 5 0 6)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 411 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the STATS OF •• _ `� responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 8)Note:Visually graded lumber designation SP;represents new lumber design values as per SPIB. , 1•• •FL ORID P •'• �� 1 9)Truss Design Engineer.Julius Lee,PE:Flonda P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach.FL 33435 S •..... I LOADCASE(S) Standard //J/Or•Ir""'t \�,\� I i I March 24,201: - A WARNING-Verify design parani§teFS'and READ NCITES"61V THIS AND INCLUDED MITEK REFERENCE PAGE MI)-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery.erection and bracing,consult ANSVTPH Quality Criteria,DSB49 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,W 53719. Job iTruss ITruss Type Qty Ply 1I 19517462 1829 ICJ 12 'Jack-Open Truss 4 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:00:32 2015 Page 1 ID:?bOLzXtEKt AGgjc?Rj82eTzctXgr-Xdmdl N7rDCIjCwmyWSEQH?igRuOwhgFs?OLDmlzXjAz 5-0-0 5-0.0 scant-,2u e.m F27 n a4 II , In 4 3 oa II LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 I Plates Increase 1.25 TC 0.58 Vert(LL) 0.07 3-4 >799 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.40 Vert(TL) 0.06 3-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.08 2 n/a n/a BCDL 5.0 Code FBC2010rrP12007 (Matrix) Weight:17 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP Not TOP CHORD Structural wood sheathing directly applied or 5-M oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 4=129/0-5-8 (min.0-1$),2=97/Machanical,3=33/Mechanical Max Horz 4=109(LC 12) Max Uplift4=-38(LC 12),2=131(1_C 12),3=-12(LC 12) Max Grav 4=153(LC 2),2=118(LC 2),3=69(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (7-9) tLl/ ''•., / 1 Wind:ASCE 7-10;Vult=130m h 3-second gust)Vasd=101m h,TCDL=4.2 sf;BCDL=3.0 sf,h=25ft,Cat.11; C,Encl.,GC 1-0.18;MWFRS(envelope) •,GENS •`� P ( 9 ) P P P EXP P- ( P ) t gable end zone and C-C Extenor(2)zone;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate i grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3489 '• 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom- chord and any other members. _ �� 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 38 Ib uplift at joint 4,131 Ib uplift at joint 2 and 12 Ib uplift at joinlr 1 3. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. STATE OF 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the �' •••• ••��\ responsibility of the building designer per ANSI TPI 1 as referenced by the building code. ••. �(,�R(p P .•• V \� 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE. '•..... 9)Truss Design Engineer Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard I March 24,201: A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEY.REFERENCE PAGE MN-7473BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. j erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTPl1 Quality Criteria,DSB-89 and BCSIt Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,683 D'Onofno Drive.Madison,WI 53719. PoD Truss Truss Type Qty Ply 19517464 1829 CJ 14 Jack-Open Truss 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Mar 24 13:00:32 2015 Page 1 I D:?bOLzXtEK1 AGgjc?Rj82eTzgXgr-XdmdIN7rDCIjCwmyWSEQH?ivhuR7hgFs?OLDmlzXjAz 3-0-0 3-0-0 s�.r•117.7 1 z em r T1 as II t wf Li 4 s4 II 2-10-14 3�-p 2-7-14 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) 0.01 3-4 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.20 Vert(TL) -0.01 3-4 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.04 2 Na nda BCDL 5.0 Code FBC2010rrP12007 (Matrix) Weight:11 Ib FT=20% LUMBER BRACING TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 20 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed duu h truss erection in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 4=75/0-5.8 (min.0-1-8),2=57/Mechanical,3=18/Mechanical Max Horz 4=75(LC 9) Max Uplift4=-9(LC 12),2=-84(LC 12),311(LC 12) Max Grav 4=89(LC 2),2=70(LC 2),3=40(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \\,\�\\��( I� �•��//��/ NOTES (7-9) _ , ' 1)Wind:ASCE 7-10,Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf,BCDL=3.Opsf,h=25ft,Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) s„ �V CENSE gable end zone and C-C Extenor(2)zone;end vertical left exposed C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate i i grip DOL=1.60 ` 2)This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 34869 3)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom- chord and any other members. —_ 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. — — 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 9 Ib uplift at joint 4,84 Ib uplift at joint 2 and 11 Ib uplift at joint 3-� �...... 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. — 1 r, 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the STATE OF �c.r responsibility of the building designer per ANSI TPI 1 as referenced by the building code. ,•�,��\ 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. .(>< •,�L ORID P' 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 v ••,/�,',•/�,,. \ LOAD CASE(S) Standard / ,01 y/-1` \ \ ��jjillitl\\\ I March 24,201: L. WARNING-Verrfy design parameters and READ NOTES ON THIS ANDINCEUDEO M(TEK.REFERENCEPAGE 9f-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consuh ANSIRPIt Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofno Drive,Madison,WI 53719. Job Truss Truss Type larty Pty 19517466 641829 CJ15 Jack-Open Truss 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Mar 24 13:00:33 2015 Page 1 ID:?1b0LzXtEK1 AGgjc?Rj82eTzgXgr-?qK?Vj8T_Wtag4L94AmfgCF_AliPQHV?E25mJkzXjAy 5.0-0 auk.172.) 6.DD 12 T1 t � col er 4 3 S,B II 4-10-1a 4-7-14 0-4 12 LOADING(plat SPACING 2.0.0 CSI DEFL in (loc) Well Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) 0.08 3-4 >715 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.45 Vert(TL) 0.07 3-4 >884 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.12 2 n1a Na BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:17 Ib FT=20% it LUMBER BRACING I TOP CHORD 2x4 SP Not TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed Burin truss ere n,in accordance with Stabilizer Installation quide. REACTIONS (Ib/size) 4=129/0-5-8 (min.0-1-6),2=97/Mechanical,3=32/Mechanical Max Horz 4=107(LC 9) Max Uplift 4=-32(LC 12),2=134(LC 12),3=-14(LC 12) Max Grav 4=153(LC 2),2=119(LC 2),3=69(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (7-9) \\ ` Os I 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) 1� �1J~•* �CENS ••�� i gable end zone and C-C Extenor(2)zone,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate F i grip DOL=1.60 = 1 1 J 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7f . 348W- g� 7C 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom- _ chord and any other members. _ 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. — � _ 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 32 Ib uplift at joint 4,134 to uplift at joint 2 and 14 Ib uplift at join's _ 3. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the STATE OF•••• ,•��\ I responsibility of the building designer per ANSI TPI 1 as referenced by the building code. '•• F P. , LORID 18)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE. •.,• •,, 9)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard I I I I I March 24,201: WARNING-Verify desian parameters and READ NOTES ON THIS AND 0 COD=b INIrEK RE')'�RENCE PAGE MY-74:3 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity,of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTPI1 Quality Criteria,DSB-a9 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. IJob TTruss �ss.:Ty:pe Oly ply 19517468 41829 C•I16 pain Truss 2 1 Job Reference o tional Builders FirslSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MITek Industnes,Inc. Tue Mar 24 13:00:34 2015 Page 1 ID:?bOLzXtEK1 AGcc?Rj82eTzgXgr-TOuNj2851p?RREwLetHuMQnlJh8g9jlBTigKrBzXjAx i 1-0-0 1-0-0 I Sr�k•1'12 6 600 t2 2 9 2rr� I t T1 T cal B1 5 8 � 2r.�II 1 LOADING(psf) SPACING 2-M CSI DEFL in (loc) Udell Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.11 Vert(LL) -0.00 6 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.00 6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 Na rda BCDL 5.0 Code FBC2010rTP12007 (Matrix) Weight:5 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins, except end verticals. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 20 SP No.3 Mi Tek recommends that Stabilizers and required cross bracing be installed Burin truon,are accordance with Stabilizer Installation uide. REACTIONS (lb/size) 6=20/0-5-8 (min.0-1-8),2=19/Mechanical,5-6/Mechanical Max Horz 6=45(LC 9) Max Uplift6=-19(LC 10),2=-40(LC 12),5=-22(LC 9) Max Grev 6=4D(LC 9),2=25(LC 21),5=24(LC 10) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (7-9) � 1)Wind:ASCE 7.10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.It Exp C;Encl.,GCpi=0.18;MWFRS(envelope) `� •' `CEN$ • `,(� gable end zone and C-C Extenor(2)zone,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate ` F grip DOL=1.60 i 2)This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads, '� * 34869 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom- ' chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 19 Ib uplift at joint 6,40 Ib uplift at joint 2 and 22 Ib uplift at joint` t _..... t/''�� 5. 6)"Semi-rigid pitchbreaks including411utling heels"Member end fixity model was used in the analysis and design of this truss. •" STATE OF 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. ••. F(,�R�p P •. 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. •.• •. 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASES) Standard ljlllit I ' March 24,201: WARNtN Verily design,parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERENCE PAGE 1,1I1-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design pammenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTPI1I Quality Criteria,DSB-09 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofdo Drive.Madison,Al 53719. blob Truss Truss Type City Ply 19517470 641629 0.118 Jack-Open Truss 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:00:35 2015 Page 1 ID:?bOLzXtEKI AGgjc?Rj82eTzgXgr-xCSIwO9jW77130VXBao7vdKKf5OtuA?IhMatNdzXjAw 5-0-0 5-0-0 SnV•122.7 2 e.OD 12 T, a s x 2N wv, 81 4 3 acre II o-2 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Weft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) 0.08 34 >715 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.45 Vert(TL) 0.07 34 >884 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.12 2 rda n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:17 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed Burin truss erection in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 4=129/0-5-8 (min.0-1-8),2=97/Mechanical,3=32/Mechanical Max Horz 4=107(LC 9) Max Uplift4=-32(LC 12),2=134(LC 12),3=-14(LC 12) Max Grav 4=153(LC 2),2=119(LC 2),3=69(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (7-9) ,�� `�....;•"• f/, 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf,BCDL=3.Opsf,h=25ft;Cat.11;Exp C,End.,GCpi=0.18;MWFRS(envelope) t� 1w.' \CENSE•.,�,(� gable end zone and C-C Extenor(2)zone,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate ` grip DOL=1.60 r 2)This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 3)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom- ! 34869 chord and any other members. 4)All bearings are assumed to be SP N0.2 crushing capacity of 565 psi. _ -U 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 32 Ib uplift at joint 4,134 Ib uplift at joint 2 and 14 Ib uplift at join[ 'A 3. �u 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. STATE{jE 1 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the i , responsibility of the building designer per ANSI TPI 1 as referenced by the building code. '• FLORIq.P• ,f• r^ 8)Note:Visually.graded lumber designation SP,represents new lumber design values as per SPIB. S�• ._•, 9)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 //� j •�\�t� LOAD CASE(S) Standard I March 24,201: A WARNING-Verify design parameters and REAL NOTES ON THIS AND INCLUDED M!TEK REFERENCE PAGE 01-747J BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 11 D9 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consultANSUTPII Quality Criteria,DSB-09 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison.WI 53719. ,Job iTruss Truss Type Oty Ply 19517472 1641829 CJ20 Jack-Open Truss 1 1 Job Reference o tional Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:00:35 2015 Pagel ID:?bOLzXtEKI AGgjc?Rj82eTzgXgr-xCSlwO9jW77130VXBao7vdKUY5VquA?IhMatNdzXjAw i 1-0-0 1.7.7 7.01) Z � 7.aC 1] 1 4 T1 d B1 0-5-8 0-10.14 0.5.6 1- LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.02 Vert(LL) -0.00 1 >999 240 MT20 244/190 TCDL 7.0Lumber Increase 1.25 BC 0.01 Vert(TL) -0.00 1 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a rVa BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:3 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc punins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=24/0-3-8 (min.0.1-8),4=5/Mechanical,2=21/Mechanical Max Horz 1=34(LC 12) Max Uplift 1=-3(LC 12),2=37(1_C 12) Max Grav 1=28(LC 2),4=14(LC 3),2=32(LC 21) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (7-9) \\\\ ••••.� <//// 1)Wind:ASCE 7-10,Vult-130mph(3-second gust)Vasd=101mph,TCDL=4.2psf,BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) �� 1J �CENS i gable end zone and C-C Exterior(2)zone;cantilever left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip F DOLtruss 1.60 i 2)This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. - 3�as� 3)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom- 7 chord and any other members. - 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 3 It,uplift at joint 1 and 37 Ib uplift at joint 2. `w'1...... _ 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this trusts, 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. i STATE OF =4 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 9)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435S .,,, •;. `�•`w� LOAD CASE(S) Standard %J C-1 �O N At- \\\� ��IlillilAAA\ I i i March 24,2011 g WARNING-Verify desrgn parameters and REAtt NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MK-74T3 BEFORE USE—— _ Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parementers and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality wrdrol,storage,delivery,erection and bracing,consult ANSVTPI1 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 VOnofrio Drive,Madison,WI 53719. Poo TrussTruss Type Qty Ply 1629 EJ02 Jack-Partial Truss 2 1 19517474 Job Reference(optional) i Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:00:36 2015 Page 1 ID:?bOLzXtEKt AGgjc?Rj82eTzgXgr-PP078kAMHRF9hY3kliJMRrtYmVo3ddERwOJQv3zXjAv 5-0-0 5-0-0 Sraw=t-tb6 2 em u T1 I i e1 3 I us 11 Plate Offsets X Y: [1:0-M,0-1-2.[1:0-1-3,0-4-121 LOADING(psq SPACING 2-0-0 CSI DEFL in (loc) I/defi Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.03 1-3 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.20 Vert(TL) -0.05 1-3 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:17 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing be installed Left 2x4 SP No.3 Burin truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=102/Mechanical,3=23/Mechanical,1=125/0-7-4 (min.0-1-8) Max Horz 1=141(LC 12) Max Uplift2---143(LC 12),1=46(LC 12) Max Grav 2=125(LC 2),3=70(LC 3),1=148(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. io, ENS NOTES (7-9)1)Wind:ASCE 7-10,Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf:BCDL=3.Opsf;h=25ft;Cat.ll;Exp C;Enc.,GCpi=0.18;MWFRS(envelope)gable end zone and C-C Extenor(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 34869 3)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottort,•chord and any other members. _ � r4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi.5)Provide mechanical connection(by others)oftruss to bearing plate capable ofwithstanding 143 Ib uplift atjoint 2 antl 46 Ib uplift atjoint 1. /'�6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this Wss. 4117)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is theATE OF responsibility of the building designer per ANSI TPI 1 as referenced by the building code. OR(pP8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE.91 Truss Design Engineer Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOADCASE(S) Standard ,/////�NiAL\\\\\ 11 March 24,201: WARNING-Verity desigr parameters and READ N6YES ON THIS ANry INCL UDEC'07EK REFERENCE PAGE M11-7473 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TP11 Quality Criteria,DSB-89 and BCSIII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofno Drive,Madison,W 53719. Job .Truss Truss Type Qty Ply • 19517476 1829 EJD4 Jack-Partial Truss ,5 1 i Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Mar 24 13:00:37 2015 Page 1 I D:?bOLzXtEK I AGgjc?Rj82eTzgXgr-ubaVL4 B_2kN01iewJ?gb_2Po4v9KM4Ub9g3_S WzXjAu 3.0-0 2.8.0 2.112 2-" 0-2.4 sc.r.1-,3,5 3 2 em,z T, 0 ez + a+_ r» s N4 11 i I s+ ae u 2-" Plate Offsets X 1:0.0-00-1-2 1:0.1-3 D-t-12 LOADING(psf) SPACING 2-" CSI DEFL in (loo) I/defl Ud PLATES GRIP TCU_ 20.0 Plates Increase 1.25 TC 0.08 Vert(LL) -0.00 1 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.13 Vert(TL) -0.00 6 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 5.0 Code FBC2010frP12007 (Matrix) Weight:12 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-M oc purlins. j BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-"oc bracing. B2:20 SP No-3 MiTek recommends that Stabilizers and required cross bracing be installed WEDGE dunno truss erection in accordance with Stabilizer Installation guide. Left 2x4 SP No.3 i I REACTIONS (Ib/size) 3=12IMechanical,4=59/Mechanical,1=71/0-7-4 (min.0-1-8) Max Uplift 3 (LC 12)) =94=70(LC 12),1=-21(LC 12) Max Grav 3=14(LC 2),4=70(LC 2),1=84(LC 2) \\\\ \c\S S. FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �� . \CENgF •��\ NOTES (7-9) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf,h=25ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) gable end zone and C-C Extenor(2)zone:C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ! 34869 2)This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. •- t 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0i-0 tall by 2-0-0 wide will fit between the bottor7� chord and any other members. N shin capacity of 565 psi. �...... re assumed to be SP o 2 cru 4)All bearings a 9 P Y P 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 9 Ib uplift at joint 3,70 Ib uplift at joint 4 and 21 Ib uplift at joint 1. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i STATE OF w ' A, 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the FL OR)©P '• '\ \ responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. // S/ ••'`-' •iG� 1,� 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 +!/ O LOAD CASE(S) Standard �\ March 24.201: `A' WARNING-Verify desigr parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mr-747>BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTP11 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. ob Truss �:Partial Qty 1pty19517478 1829 IEJ06 Truss 9 TI '. I Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:00:38 2015 Page 1 ID:?bOLzXtEK1 AGgjc?Rj82eTzgXgr-Mn7uZQBcp2 WtwrD64LgXGyyyJWb5XkkNKoXyzXjAt 3-0-0 3-0-0 sor•,x.T 2 4.ao,2 T1 , d B1 3 LI= LOADING(psf) SPACING 2-M CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.13 Vert(LL) -0.00 1-3 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.01 1-3 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.DO Horz(TL) -0.00 2 n/a rda BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:9 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-M oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabitizer Installation quide. REACTIONS (Ib/size) 1=75/0-3-8 (min.0-1-8),2=61/Mechanical,3=14/Mechanical Max Horz 1=53(LC 8) Max Uplift 1=-43(LC 8),2=-71(LC 8) Max Grav 1=89(LC 2),2=75(LC 2),3=42(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (7-9) ��\ � S .. 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf,h=25ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) \GENSF gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 i 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottorQ; * 34869 chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. - 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 43 Ib uplift at joint 1 and 71 Ib uplift at joint 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. = " 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the `:�� responsibility of the building designer per ANSI TPI 1 as referenced by me building code. STATS OF 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. i 9)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 FtflR(pN .'\r•,� LOAD CASE(S) Standard s/ V \ I I � March 24,201: ® WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M17-EK REFERENCE PAGE ML'-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control.storage,delivery,erection and bracing,consult ANSVTPI1 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. {Job ITruss 1641829 EJ08 10 1 re19517480y y Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Mar 24 13:00:38 2015 Page 1 ID:?bOLz.XtEK1 AGgjc?Rj82eTzgXgr-Mn7uZQBcp2WtwrD6tjLgXGyy4JQM5W6kNKoXyzXjAt 3-6-0 7.0.0 3.8-0 3-" 2 Mr �, 2 a x 244 II e, 5 4 a U4= O 3-0m 7-M 0 6-9-0 I LOADING(psf) SPACING 2-" CSI DEFL in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.13 5.6 >640 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.23 5-6 >355 180 BCLL 0.0 Rep Stress Ina VES WB 0.10 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:36 Ib FT=20% jLUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-"oc pudins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed REACTIONS (Ib/size) 6=183/0-5-13 (min.0.10,3=62/Mechanical,4=121/Mechanicel Burin truss erection in accordance with Stabilizer Installation guide. Max Horz 6=114(LC 9) Max Uplift6=-24(LC 12),3=-51(LC 12),4=-73(LC 12) Max Grav 6=217(LC 2),3=76(LC 2),4=141(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. BOT CHORD 5-6=-272/191 io- 9) ``WEBS 2-5=-247/351 ,NOTES (7-9)1)W1nd:ASCE 7-10;Vult=130mph(3-second gust)Vastl=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cal.II;Exp C;End.,GCpi=0.16;MWFRS(envelope)and C-C Extenor(2)zone;end vertical left exposed:C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 Z2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an other live loads. 34869Y3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottorrr chord and any other members.4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi.5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 24 Ib uplift at joint 6,51 Ib upli t at joint 3 and 73 Ib uplift at joint— 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ATE OF 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is theresponsibility of the building designer per ANSI TPI 1 as referenced by the building code.8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPI8. /Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 / lO A` `\\� LOAD CASE(S) Standard /M j l March 24,201: A WARNING-Verdi-design parameters-and READ NOTES ON THIS AND INCLUDED MITEY,REFERENCrPA GE Mu-7473 BEFORE USE. " Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity,of the - Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofuo Drive,Madison,WI 53719. Job Truss F-5sype Qty ply19517482 1829 EJ10 rtial Truss 2 �J.bll.l.�g. o tional Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:00:39 2015 Page 1 ID:?bOL7XtEKIAGgjc?Rj82eTzgXgr-cLhGmmCEZMekY?oJQQs33TV6Eighq_uc Y5WO7XjAS 2315 2315 Sok:Yf.t 2 SAD h4 II TI t I WI I at I i a,11 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.23 Vert(LL) 0.01 3-4 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.14 Vert(TL) -0.00 3-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.02 2 n/a n/a BCDL 5.0 Code FB0201orrp[2007 (Matrix) Weight:9lb FT 20% LUMBER BRACING TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 2-3-15 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommentlS that Stabilizers and required cross bracing be installed Burin truss erection.in accordance with Stabilizer Installation guide REACTIONS (Ib/size) 4=57/0-5-8 (min.0-1-8),2=44/Mechanical.3=13/Mechanical Max Horz 4--64(LC 9) Max Uplift4=-2(LC 12),2=-67(LC 12),3=-10(LC 9) Max Grav 4=68(LC 2),2=54(LC 2),3--31(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (7-9) \\� �v S.S..... � 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;EnG.,GCpi=0.16;MWFRS(envelope) gable end zone and C-C Extenor(2)zone,end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1.60 i 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ` 34869 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bohon chord and any other members. e_.O 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi.5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2 Ib uplift at joint 4,67 Ib uplift at joint 2 and 10 Ib uplift at joint 3: ' .6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is theATE OFresponsibility of the building designer per ANSI TPI 1 as referenced by the building code.B)Note:Visually graded lumber designation SP.represents new lumber design values as per SPIB. OR`9)Truss Design Engineer.Julius Lee,PE:Flonda P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASES) Standard s�O \ //�Itllliiltl\ March 24,201: WARNING-Verity desipri parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU-7473 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSV P11 Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. i ob Truss Truss Type JQty piy 1641829 EJ12 Jack-Partial Truss g 1 19517484 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:00:40 2015 Page 1 ID:?bOLzXtEKIAGgjc?Rj82eTzgXgr-IAFez6DSKfmb99NV 801chI116B3ZREIreHe3rzXjAr 3-0-0 3-0-0 Sub•1:11a 2 7-12 4 T1 t e1 j s L4 LOADING(psf) SPACING 2.0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.16 Vert(LL) -0.000 1-3 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.01 1-3 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.DO 2 rile n/a BCDL 5.0 Code FBC2010/TPI2007 (Mainz) Weight:10 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed tluflnq truss erection in accordance with Stabilizer Installation guide REACTIONS (Ib/size) 1=75/0-3-8 (min.0-1-8),2=61/Mechanical,3=14/Mechanical I Max Horz 1=92(LC 12) Max Uplift 1=-24(LC 12),2=90(LC 12) Max Grav 1=89(LC 2),2=89(LC 21),3=42(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 7-9 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf:h=25ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) io— March -ENgable end zone and C-C Extehor(2)zone,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 _F2)This truss has been designed for a 10.0 psfbottom chord live load nonconcurrentwith any other live loads. 3).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottochord and any other members. 34869 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi.5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 24 Ib uplift at joint 1 and 90 Ib uplift at joint 2.6)•Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis antl design of this truss.7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is theresponsibility of the building designer per ANSI TPI 1 as referenced by the building code.8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE ATE OF9)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435LOAD CASES) Standard / 24.201: WARNING-Vedfy design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mfl-74i 3 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofno Drive,Madison,WI 53719. ,Job Truss Truss Type Qty Ply 1 19517486 18291 F02 FLOOR TRUSS 4 1 .Job Reference o tional Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 172. MiTek Industries,Inc.Tue Mar 24 13:00:412015 Page 1 ID:?bOLzXtEK1 AGqjc?Rj82eTzgXgr-mMpOBSEU5zuSnJyhYrvXBuaKiWL?ImOA411 BbHzXjAq D-1$ H� 1-M 1-9-0 0�8 � � soouu 1x.9 4w= Ivo= 1.U3 113 iZ W— 1.53 150 I 3o4 1 2 3 4 5 a 7 5 9 10 11 12 13 14 29 29 25 24 23 22 21 20 19 19 17 16 bk YS= 34= }5= 15.3 II art= }5 MTN11 FP= }5= 4s5= 9-1$ 14-3$ 19-5-0 21-11-0 23-5-0 5-1$ 5-2-0 5-1-8 Plate Offsets X Y: 1:Ed 0-1$ [14:0-1-8,EdQel LOADING(psfi SPACING 14-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.44 21 >629 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.69 21 >402 240 MT20H 187/143 BCLL 0.0 Rep Stress Ina YES WB 0.54 Horz(TL) 0.10 15 n/a n/a BCDL 5.0 Code FBC2010/rP12D07 (Matrix) Weight:123 lb FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-4-14 oc purlins, except end verticals. BOT CHORD 2x4 SP No.t(flat)"Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B2:2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) REACTIONS (Ib/size) 27=845/0.6-12 (min.0-1-8),15=845/0-6-12 (min.0-1-8) I FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(I))or less except when shown. TOP CHORD 27-28=-842/0,1-28=-840/0,15-29---842/0,14-29=841/0,1-2=$82/0,2-3=-2249/0,3-4=3259/0, 4-5=-3259/0,5$=-3259/0,6-7=-3838/0,7$=-0044/0,8-9=4044/0,9-10=-3839/0,10-11=-3259/0, \\ \CJ' S• �/ 11-12=-3259/0,12-13=-2249/0,13-14=-882/0 \\ ` 't✓ ,...., / //j/ BOT CHORD 25-26--011667,,24,25=0/2813,23-24=0/3633,22-23=0/4044,21-22=0/4044,20-21=0/4025,19-20=013635, ��V. •,CE NSF'••�� 18-19=0/2813,17-18=0/2813,16-17=0/1667 WEBS 14-16=011140,1-26=0/1140,13-16=-1092/0,2-26=-1092/0,13-17=0/610,2-25=01810,12-17=-784/0, � 3-25=-785/0,12-19=0/606,3-24=D/606,10-19=-511/0,6-24=-509/0,1 0-2 0=0131 5,6-23=0/396, 9-20=-35410,7-23=-495/58,9-21=267/392 ! 34869 NOTES (7-9) — '`• _ 1)Unbalanced floor live loads have been considered for this design. -l _ 2)All plates are MT20 plates unless otherwise indicated. 3)All plates are 3x3 MT20 unless otherwise indicated. STATE OF '••,�� 4)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. - '•,FL D 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls �l ,• OP I '\� at their outer ends or restrained by other means. /� SJ -•• \ \� 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 8)Note.Visually graded lumber designation SP,represents new lumber design values as per SPIB. 9)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard March 24.201; MM M WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED Mf-EK RE-ERENCE-PAGE Mh-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is lot lateral support of individual web members only. Additional temporary bracing to stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPH Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofno Drive,Madison,NII 53719. WIob ITruss Truss Type QlY Ply 1641829• F05 Floor Truss 12 1 19517488 R elence(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 is Sep 27 2012 MiTek Industries,Inc.Tue Mar 24 13:00:43 2015 Pagel ID:?bOLzXtEK1 AGc jc?Rj82eTzgXgr4ixnc7Flda890d64fGx?DJfeZKOKmgSTXcWlf9zXjAo 0.1.8 2-0-0 i i _ sow-1�82 I 2i6 II 9v6 Fv= s.6 II art II y6 II ag II 2411 46 II bell + 2 s / e 6 7 e 9 +9 11 12 10 d 25 24 2] 22 21 mY6 19 +e 17 16 is 14 = sys I I ae It u6 I I he= as I I se M12011 yr= swe I I z.e I I 1 LO 4-0-0 9-1-8 131 D-8 19-0-0 21 b-0 22-10-8 1b-0 2-" 5-1-8 4-9-0 5-1-8 2.6-0 1�- Plate Offsets X 1:0-1-8 0-0-8 :0-1-8 E 8:0-1-8 Etl a 13:0.1 Ed a 14:0-3-0Ede 20:0.1.8 Ed a 21:D-1-8Ed e LOADING(psf) SPACING 1.4-0 CSI DEFL in (loc) I/deb Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.85 Vert(LL) -0.36 21 >749 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.93 Vert(TL) -0.57 21 >479 240 MT20H 187/143 BCLL 0.0 Rep Stress Incr NO WE 0.55 Horz(TL) 0.07 14 Na n/a BCDL 5.0 Code FBC20101TPI2007 (Matrix) Weight:1791b FT=11%F,11%E j LUMBER BRACING TOP CHORD 2x4 SP No.2(flat)*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. T3:2x4 SP M 31(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SP No.2(flat)*Except* B2:2x4 SP M 31(flat) WEBS 2x4 SP No.3(flat) REACTIONS (Ib/size) 26=1486/0-6-12 (min.G-1-8),14--947/Mechanical 1 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-26=-1479/0,1314=-942/0,1-2=1786/0,2-27=-4246/0,3-27=-4246/0,3-4=-5184/0,4-5=-5184/0, (io� ` 5-G=-5184/0,6-7=-5534/0,7-8=-5219/0,8-9=-5038/0,9.10=-0166/0,10-11=-0166/0,11-12=-2794/0,12-13=-1010/0ENBOT CHORD 24-25=0/3493,23-24=0/4995,22-23=0/5482,21-22=0/5246,20-21=0/5219,19-20-0/5226,18-19=0/4661, '17-18=0/4661,16-17=0/3536,15-16=0/2038WEBS 1315=0/1333,1-25=02293,12-15=-1336/0,2-25=-2219/0,12-16=0/1000,2-24=0/995,11-16=-982/0,324=-992/0,11-17=01817,9-17=-642/0.6-23=-386/0,9-19=0/642,8-19=-5782.7-22=0/665, 348697-21=-439/0NOTES (10-13)11 Unbalanced floor live loads have been considered for this design.2 Ali plates are MT20 plates unless otherwise indicated. L(/3)All plates are 6x8 MT20 unless otherwise indicated. ATE 4)Alt bearings are assumed to be SYP No.2 crushing capacity of 565 psi.5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls / •'••`• at their outer ends or restrained by other means. / /, /Q N A%— ` \, j 7)CAUTION,Do not erect truss backwards. ////// I /////) ( lit \\\\ 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)805 Ib down at 3-6-4 on top chord. The designlselection of such connection device(s)is the responsibility of others. j 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 10)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. !I ,1)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. -2)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 13)Use Simpson THA422 to attach Truss to Carrying member LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-26=7,1-13=-67 Continued on paae March 24,201: -WARNING-Wafy design paramarBrs arta READ N07-ES ON THIS AND INCLUDED M!!EK''PEFERENCE'#AGE M11-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the j Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication.quality control,storage,delivery,erection and bracing.consult ANSVTPl1 Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute..583 D'Onofno Drive,Madison,WI 53719. ob Truss Truss Type Qy Ply 19517489 1829 FO6 Floor Truss 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 M7ek Industries,Inc. Tue Mar 24 13:00:43 2015 Page 1 ID:?bOLzXtEK1AGgjc?Rj82eTzgXgr-ilxnc7Flda890d64fGx?DJfeVK5MmhvTXcWIf9z)jAo 1-3-02r 1-0 sar.ur.r _ Jz4= r.sK+ 11 1.Soa a 4a6= t 2 3 4 5 a 7 a 0 10 ( M to ra 17 ra Is u v 12 n 44= xi+= 1S3 M= a4= 19-2-8 19-2-8 Plate Offsets X Y: 1:Ed 0-1-8 17:0-1-8.Edge] LOADING(psf) SPACING 1-4-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.65 Vert(LL) -0.26 15-16 >863 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.60 Vert(TL) -0.41 15-16 >555 240 BCU_ 0.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:100 lb FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD 20 SP M 31(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS (Ib/size) 2095/Mechanical,1195/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-20=-696/0,10-11=-690/0,1-2=714/0,2-3=-1732/0,3-4=-2587/0,4-5=-2587/0.5.6=-2692/0, - 6-7=-2431/0,7-8=-2431/0,8-9=-1758/0,9-10=-706/0 BOT CHORD 18-19=0/1331,17-18=0/2172,16-17=02587,15-16=02587,14-15=012672,13-14=0/2160,12-13--0/1334 WEBS 10-12=0/939,9-12=-875/0,9-13=0/569,8-13=-560/0,8-14=0/368,6-14=-327/0,5-15=-1821301, \\ ` •, .. 1-19=01950,2-19=-859/0,2-18=0/558,3-18=-011/0,3-17=0/682,4-17=-267/0 1\ V j � \cENSF NOTES (6-9) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x3 MT20 unless otherwise indicated. / 3486wo, 3)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �1 n�// 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls LJ _ at their outer ends or restrained by other means. ( _ 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the ;•�4/ responsibility of the building designer per ANSI TPI 1 as referenced by the building code. STATE OF 7)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE. '•• P �� 8)Truss Design Engineer Julius Lee,PE:Florida P.E.License No 34869:Address.1109 Coastal Bay Blvd.Boynton Beach,FL 33435 L GRID.•. \ 9)Use Simpson THA422 to attach Truss to Carrying member S LOADCASE(S) Standard /�/f��,11 i I•'-�,��\\ I ' March 24,201: WAFYNfN.--Verify design`paramarars"and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality comm1,storage,delivery erection and bracing,consult ANSIrTPH Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,W 53719. lob Truss Truss Type 19517491 1829 F08 GABLE 1 1 Job Reference o tional Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 M, T ek Industries,Inc.Tue Mar 24 13:00:44 2015 Page 1 ID:?bOLzXtEKIAGgjc?Rj82eTzgXgr-AxV9pTGNOuGOemhGDzSEmXC?OjasVFhdmFFrCczXjAn RR 0-108 0-P8 Sob•1192 L6 FP= 1W 2 3 16 6 ) 0 0 1D 11 12 10 14 16ELI I >6 1 2, Sf >Z 21 2D 26 ld 27 26 25 N 23 22 21 20 1i 16 so b= aevv= ao= 1812 2-10-12 42-12 5812 6-10.12 6-2-12 9.6-12 10.10-12 12-2-12 131-12 141 -12 16.2-12 11-6-12 18-10.12 20-3-4 1812 1�-0 1�-0 1-4.0 1�-0 1-46 1�-0 1-4-0 1-4 0 1:-0 1-4-01-4-0 1-4-8 LOADING(psf) SPACING 2-M CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) rVa - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) 0.00 18 n/a n/a BCDL 5.0 Code FBC2010rrR2007 (Matrix) Weight:91 Ib FT=11%F,11%E l LUMBER BRACING I TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) REACTIONS All bearings 20-3-4. (lb)- Max Grav All reactions 250 Ib or less at joint(s)34,18,33,32,31,30,29,28,27,26,25,24,23,21,20,19 FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (B-10) S 1)All plates are 1.5x3 MT20 unless otherwise indicated. ` .,.••.,;.Y• � / 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 14-0 oc. 5)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. / 34869 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1Od(0.131"X 3")nails. Strongbacks to be attached to walls-- at alls—at their outer ends or restrained by other means. 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. )/,�� _ 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE. - �•r�T +. W 10)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 i FLORt4P I LOAD CASE(S) Standard S/pNA � I I March 24.201: WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-74'3 BEFORE USE. "� { Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramentem and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control.storage,delivery,erection and bracing,consult ANSVTP11 Quality Criteria,DSB-89 and BCSI7 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 UOnofrio Drive,Madison,WI 53719. !Job Truss Truss Type �Ctty Ply 1641829 F10 Floor Truss 2 1 I 19517493 Job Reference tional Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MTek Industries,Inc. Tue Mar 24 13:00:45 2015 Page 1 ID�:?bOLzXtEKIAGqjc?Rj82eTzgXgr-f82X1 pH?9COtGwGSnhzTJkl26710EX3m_w?Pk2zXjAm 0 1 r`_"-p-`-I nr 1-1— 0.12 0-1,1- sor-txe W FP= *4= JAC II W= m= 193 II h3= 1343 II 3.4 h6= 1 z 3 4 s s >' a e m n u 13 26 M b 12 21 20 Is 16 17 16 13 W II &A= h4= »= 343= &3= 1.•x3 II 36= ue Yr201r FD= h4= 3 6= h4= 21-1-4 21-1-0 Plate Offsets X 1:Edge,0-1$ 13:0-1$Ed 14:Ed a 0-1-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.41 20.21 >608 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.65 20-21 >388 240 MT20H 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.10 14 n/a n/a BCDL 5.0 Code FBC2010rrP12D07 (Matrix) Weight:110 lb FT=11%F,1196E LUMBER BRACING TOP CHORD 2x4 SP M 31(flat)*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. T1:2x4 SP No-2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SP M 31(flat)*Except* B2:2x4 SP No.1(flat) WEBS 2x4 SP No.3(flat) I REACTIONS (Ib/size) 25=1150/Mechanical,14=1144/0-3-0 (min.0-1$) FORCES TOP CHORD) Max.-25=-1142/0,4 26=-1 318/011113-260 11137/0,1 2ss=x1129/0,2pt n3=294210,34=2942/0,4-5=-4206/0, 5$=420610,6-7=-4848/0,7-8---4817/0,8-9=4817/0,9-10=-4203/0,10-11=4203/0,11-12=-2983/0, 12-13=-116110 Q' , EN F / BOT CHORD 23-24=0!2168, 64 .22-23=0ri6 ,21-22=0/4647,20-21-0/4972,19-20=0/4817,18-19=0/4817,17-18=0/3694, 16-17=0/3694,15-16=0/2233 i WEBS 1-24=011535,2-24=-1472/0,2-23=0/1049,4-23=-1006/0,4-22=0/736,6-22=-600/0,6-21=01338, 7-21=-328/30,7-20=-550/325,8-20=-201/261,13-15=011526,12-15=-1463/0,12-16--0/1042, ! 34869 •••" 11-16=-990/0,11-18=0/691,9-18=1076/0,9-19=-35/265 — -" NOTES (8-11) ��I .� ,�,-tt' •+" 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. STATE OF � 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. ' 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongback;,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �t ^►AA G \� 7)CAUTION,Do not erect truss backwards. / O'�r 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the /j�(()i)1�` responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE. 10)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 11)Use Simpson THA422 to attach Truss to Carrying member I I, LOAD CASE(S) Standard March 24,201; A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1--747:BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTPI1 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Truss Truss Type all Ply 19517495 t829 F13 Floor Truss 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MTek Industries,Inc. Tue Mar 24 13:00:46 2015 Page 1 I D:?bOLzXtEKI AGgjc?Rj82eTzgXgr-7 KcvE91 dwWJld4gfLOU iryH8RX2hzOjwDZkyGUzXjm 111 PQ:ai2iM PQ!Ql 0-k8 BaY�I'48.1 W a4= M-U4= 1.sei II 1d10 II 1.s10 II 1&3 II Y4= .4= 1.50= 1"= 2 s 4 s s 7 e a 10 11 a 13 a 1s 29 1 27 26 a N 23 M z1 zo +e +e n 190 II 44= a4= W_ Us= 8.8 MT H FP 4.4 1 I 14.8 3.10-8 9-0-0 15.5.0 20-6-8 � 24 1 2-6-0 5-1-8 6-5-0 5-1$ 26-0 1E-0 Plate Offsets(X.Y): 1:Etl a 0-1-8 15:0-1-8 Ed e LOADING(psf) SPACING 14-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.93 Vert(LL) -0.53 22-23 >546 360 MT20 2441190 TCDL 10.0 Lumber Increase 1.00 BC 0.88 Vert(TL) -0.84 22-23 >349 240 MT20H 187/143 BCLL 0.0 Rep Stress Ina YES WB 0.58 Horz(TL) 0.12 16 We n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:127 lb FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.t(flat)`Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B2:2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) REACTIONS (Ib/size) 28=893/0-2-15 (min.0-1-8),16=889/0-3-8 (min.0-1-8) IFORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOPCHORD 1-28=-888/0,16-29=-885/0,15-29--884/0,1-2=-890/0,2-3=-2357/0,34=-2357/0,4-5=-3468/0, \\ \ I I I(f f f 5.6=-3468/0,6-7=4149/0,7-8=4465/0,8-9=4465/0,9-10=-4465/0,10-11=4161/0,11-12=-3490/0, 12-13=-3490/0,13-14-2389/0,14-15=932/0 \•J r\ BOT CHORD 26-27=0/1725,25-26=02971,24-25=0/3897,23-24-0/4385,22-23=0/4465,21-22=0/4392,20-21=0/3914, �\ `1� •, \cEN '�.•,.�.f�/� 19-20=02998,18-1 9 02998,17-18=0/1761 f WEBS 15-17=0/1204,1-27=0/1210,14-17=-1154/0,2-27=-1161/0,14-18=0/872,2-26=0/879,13-18=-847/0, 4-26=454/0,13-20=0/669,4-25=0/676,11-20=-576/0,6-25=583/0,11-21 /356,6-24=0!360, 1D-21=-393/0,7-24=-398/0,10.22=216/472,7-23= _208/479,8-23=-278/89,9-22=-274/94 _ t 34869 NOTES (9-11) _ "';� + �1 _ 1)Unbalanced floor live loads have been considered for this design. T 12)All plates are MT20 plates unless otherwise indicated. _ I', 3)All plates are 3x3 MT20 unless otherwise indicated. 4)All bearings are assumed to be SYP N0.2 crushing rapacity of 565 psi. i STATE OP' 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)28. ••• FP '\ ; 6)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. •.• ORI0 1 7)Required 2x6 strongbaciw,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at // S !G ,,• 8)CAUT ON,Do not reed teir outer ends or inussed y other backwards. ans. / o N AL `; \ 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP..represents new lumber design values as per SPIB. 11)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869.Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard March 24.201: A WARNING-Verf/y design parameters and READ NOTES ON TNR AND INCLU59E M'TEr REFERENCE PAGE Mfi•7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control.storage,delivery,erection and bracing,consult ANSVTPI7 Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofno Drive,Madison,WI 53719. ob Truss Truss TypeQIy Ply li 1829• F15 GABLE 1 1 Lip Reference o ti nal 19517497 Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:00:47 2015 Page 1 ID.?bOLzXtEKt AGqjc?Rj82eTzgXgr-bWAHRVIFhpebVEPru6OxO9gWlobdicc3SDU WoxzXjAk 0" sw-1:1eS 1 a.3= 2 3 4 e e 7 e e 9 1gr iTI YN In 1 1 18 17 to 15 11 13 12 11 10 U3 Us 1812 2-10.12 4-2-12 5812 6-10-12 i 8-2-12 96-12 10-2 0 1�i-12 1-4-0 1�-0 1 11 1-4-0 140 14-0 0-713 LOADING(psf) SPACING 1.4-0 j CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - r/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.02 Horz(TL) 0.00 17 n/a rVa BCDL 5.0 Code FBC2010ITP12007 (Matrix) Weight:50 lb FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 SP No.3(flat) 10-0-0 oc bracing:17-18. OTHERS 20 SP No.3(flat) REACTIONS All bearings 10-2-0. (lb)- Max Uplift All uplift 100 Ib or less at joint(s)10 Max Grav All reactions 250 Ib or less at joint(s)18,10,17,16,15,14,13,12,11 FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (9-11) \\�` v`�••...'�• /�// 1 All plates are 1.5x3 MT20 unless otherwise indicated. �� v 2)Gable requires continuous bottom chord bearing. �. 1j�••• `CENSE 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)All bearings are assumed to be SYP No.2 crushing rapacity of 565 psi. / 34869 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)10. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. n/ 8)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to wallss W_ at their outer ends or restrained by other means. � ( ...... 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the •,'�4 responsibility of the building designer per ANSI TPI 1 as referenced by the building code. i STATL OF 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. '•• F 11)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 ••LOR10 ''a0 LOAD CASE(S) Standard // ! P Y At- \\*\ I X\�\ 11 I II ISI I March 24,201: ,,:. ... WARNING-Verify design parameters and REAP NOTES ON THIS AND INCLUDED Mr7EK REFERENCE PAGE MR-74,73 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure isthe responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control.storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. ;Job ,Truss Truss Type Qty Ply 19517499 1829 I F 17 GABLE 1 1 Job Referenceo tional Builders FirstSouroe, Jacksonville,FI 32244 7.350 s Sep 27 2012 Mie,Industries,Inc. Tue Mar 24 13:00:48 2015 Page 1 • ID:?bOLzXtEKIAGgjc?Rj82eTzgXgr-3ikgfrJtS7mS70_1 SpXAwNNhULxsR3sChtD3LNzXjAj 0-' 8 o-ke SgY•I:�D.6 b= A6 FP= 1 2 3 < 5 6 7 0 0 10 11 12 13 tI 16 16 17 16 19 20 21 yyvy a 41 at W M 37 36 X 36 3] S 31 30 29 20 27 26 25 26 M 22 A]= A]= A6 FP= A]_ 1812 2-10-12 4-2-12 5.6-12 s-10-12 8-z-1z s�'i-1z 10.10-12 1z-2-1z 13-6-12 1a-10-12 1s-2-1z 117 1z 18-10-12 20-2-12 ,21-6-12 22-10-12 24-2-122 - 1812 1�-0 :162 1-4-0 1�-0 1-0-0 1.4-0 1�-0 1�-0 1�-0 1�-0 1�-0 14-0 0 LOADING(psf) SPACING 14-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 ! Plates Increase 1.00 TC 0.07 Vert(LL) n1a - We 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) rVa nia 999 BCLL 0.0 Rep Stress Ina YES WB 0.02 Horz(TL) -0.00 22 n/a We BCDL 5.0 Code FBC2010/rP12007 (Matrix) Weight:111 lb FT=11%F 11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-M oc pudins, except end verticals. BOT CHORD 2x4 SP No-2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bradng, Except: WEBS 2x4 SP No-3(flat) 10-0-0 oc bracing:41-42. OTHERS 2x4 SP No.3(flat) REACTIONS All bearings 24-9-0. (Ib)- Max Uplift All uplift 100 Ib or less at joint(s)22 Max Grav All reactions 250 lb or less at joint(s)42,22,41,40,39,38,37,36,35,34,33,32,31,30,29,27,26,25,24,23 FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \\ NOTES (9-11) \\\��\` V S 1)All plates are 1.5x3 MT20 unless otherwise indicated. a� `V~•' \SEN •C.`,C*/� 2)Gable requires continuous bottom chord bearing. 7 \� 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). r 4)Gable studs spaced at 14-0 oc. * *' 5)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. ! 34869 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 It,uplift at joint(s)22. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to wells— ...... _— at their outer ends or restrained by other means. � 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. STATE OF 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. '• •• '\ ! 11)Truss Design Engineer Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 sS•.R�ORI lD P.•' �� LOAD CASE(S) Standard 1// /Q N A - March 24.201: WARNING-Verity design parameters and READ NOTES ON TRIS AND INCLUDED MITEK REFERENCE PAGE Mf.-i 4T3 BEFORE USE. - '� - '•" --"- Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consuh ANSVTPH Quality Criteria,DSB-a9 and BCSI1 Building Component Boynton Beach,FL 33435 SafetyInformation available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. ITruss Truss Type Qly Ply j 1829 F19 Floor Truss 19517501 3 1 �Job Reference(optional) Builders FirstSource, Jacksonville,R 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Mar 24 13:00:49 2015 Page 1 ID?bOLzXtEKI AGgjc?Rj82eTzgXgr-Xv12sBKWDOuJkYZEOX2PTavrMkF2AU7MvXzctpzXjAi I 0-1-8 H 1-3-0 1-104 1 h3= = 1X111 - 3 t.SvJ II �hJ= SOM�t99 T1 a to vvr vi¢ wz nn e1 s T s �= as= � 5-1-0 5-1-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.19 Vert(LL) -0.01 7 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.01 7 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.15 Horz(TL) 0.00 5 We n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:29 lb FT=11%F,11%E i LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-1-4 oc purlins, except and verticals. I BOT CHORD 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. i WEBS 2x4 SP No.3(flat) REACTIONS (Ib/size) 8=261/0-3-8 (min.0-1-8),5=261/0-3-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 8-9---255/0,1-9---25510,5-10=255/0,4-10=255/0 WEBS 4-6=01313.1-7=01313 NOTES (5-7) �� S S•% /� I )Unbalanced floor live loads have been considered for this design. 2)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. `� 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. \CENgF •. i41 Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131'X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. = ••. 5)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the 34869 _ responsibility of the building designer per ANSI TPI 1 as referenced by the building code. —Si Note.Visually graded lumber designation SP,represents new lumber design values as per SPIE. 7)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard STATE OF \ i, i i i March 24,201: WARNING-Verrty design parameters and READ NOTES ON THIS ANO 1/4CL UDED M!TEK REFERENCE PAGE M11-7479"BEFORE'USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTPII Quality Criteria,DSB49 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofno Drive,Madison,WI 53719. ;Job Truss Truss Type Qty Ply • 19517503 641829 F21 Floor Truss 3 1 Job Ref rence (optional, Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:00:50 2015 Page 1 ID:?bOLzXtEK t r AGgjc?Rj82eTzgXgr-?5sQ4XL8_kOAMh8QaEZeOoSxBTVvuQV8BiAPFzXjAh A � 1'� 1-6-4 arl- sar vc.,• 1 3t4- 2 ] 4 a a ] a 9 ,a n IL 22 21 20 ,s ,s 17 1 1su u 12 ].4 II m4= ,5.]II ,sa II 14-6 3-10-8 9-58 10.10-0 12-2-8 17-8-12 19-2-12 14-8 2.6-0 5-7-0 1.4-8 14$ 5-64 1-0 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/deft Utl PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.46 Vert(LL) -0.07 19-20 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.70 Vert(TL) -0.11 19-20 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.34 Horz(TL) 0.02 11 n/a n/a BCDL 5.0 Code FBC2010ITPI2007 (Matrix) Weight:101 Ib FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except. WEBS 2x4 SP No.3(flat) 6-0-0 oc bracing:16-17,15-16. REACTIONS (Ib/size) 22=567/Mechanical,11=415/0.3-8 (min.0-1-8),16=1106/0-3-8 (min.0.1-6) Max Grav 22=586(LC 10),11=440(LC 7),16=1106(LC 1) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD --1=22=-579/0,11-23=-440/0,10-23=-440/0,1-2=-523/0,2-3=-1163/0,34=-1257/0,4-5=1257/0, 5-6=-49110,6-7=-350/19,7-8--719/0,8-9=-719/0,9-10=388/0 BOT CHORD 20.21=0/1005,19-20=0/1257,18-19=0/1257,17-18=01971,16-17=-283/0,15-16=283/0,14-15=0!719, 13-14=01719,12-13=0/699 \�V�• 1 / WEBS 6-16=-1055/0,1-21=01710,6-17=0894,2-21=-671/0,5-17=-093/0,5-18=01613,10-12=0/496, CENSE 1 ` '•<.�,Ct i 6-15=0/536,9-12=-434/0,7-15--589/0 NOTES (7-10) 1)Unbalanced floor live loads have been considered for this design. _ r 34869 * _ 2)All plates are 3x3 MT20 unless otherwise indicated. — t 3)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. _ 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �-{� ( ...... _ 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls N at their outer ends or restrained by other means. •,'�`V 6)CAUTION,Do not erect truss backwards. STATE OF ti 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 0R10•'%• G \� 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. ��S • \�� 9)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 10)Use Simpson THA422 to attach Truss to Carrying member LOAD CASE(S) Standard March 24,201: WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 BEFORE USE, Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofno Drive,Madison,WI 53719. Job Truss Truss Type IQty ply 1829 (F23 Floor Truss 1 19517505 Job Reference o tional Builders FirstSource, Jacksonville,FI 32244 7.350 5 Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:00:512015 Page 1 ID:?bOLzXtEKIAGgjc?Rj82eTzgXgr-THQoHsMml281_dc7y4tY??7FYpleJ fNrSozXjAg 1 0 0 sole-127.7 15e3 It 6.e= 1W II 1 14= 2 ] 4 6 6 7 0 0 10 l 21 20 10 18 17 16 1s 13 12 11 96= 1.5e3 II 4xs= ]15= 1.Se]II 1.Se]II 13-6-0 16-8-8 13.6-0 - 3-2.8 Plate Offsets X Y: 13:0-1.8 Ed e LOADING ll SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.08 18-19 >999 360 1 MT20 2441190 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.12 18-19 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.02 14 n/a Na BCDL 5.0 Code FBC2010rrP12007 (Matrix) Weight:90 lb FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3(flat) 6-0-0 oc bracing:14-15,13.14,12-13. REACTIONS (Ib/size) 21=644/Mechanical,11=234/Mechanical,14=1415/0-3-8 (min.0-1-8) Max Uplift ll=-356(LC 3) Max Grav 21=645(LC 10),11=56(LC 4),14=1415(LC 1) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-21=-639/0,10-11=-411390,1-2=586/0,2-3=-1351/0,3-0=-1544/0,4-5=-1544/0,5-6=-918/0, 6-7=-18/372,7-8=0/485,8-9=0/485,9-10=0/485 BOT CHORD 19-20=011125,18-19=011544,17-18=0/1544,16-17=0/1317,15-16=0/501,14-15=-1088/0, Qom\`�•,• ,CENSE •.�� /j 13-14=-1088/0,12-13=-485/0 `� 7 WEBS 7-14=-1429/0.1-20=01796,2-20=-750/0,2-19=0/314,3-19=323/0,7-15=0/1072,6-15=-983/0, 6-16=0/585,5-16=-56110,5-17=0/425,7-13=0/857,B-13=265/0,10-12=-646/0 * r 34869 NOTES (8-11) 1)Unbalanced floor live loads have been considered for this design. _ "'Q _ 2)All plates are 3x3 MT20 unless otherwise indicated. 3)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 356 It,uplift at joint 11 STATE OF i 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i 6)Recommend 2x6 strongbacks,on edge,spaced at 10-M oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls ,FC ORID P',•' �'•,� � at their outer ends or restrained by other means. - S• .• •\V 7)CAUTION,Do not erect truss backwards /� S •''• G\ \� 8)reapons btl ty of the pbu�ld riot tles gneeper ANS TPl�uasbreferenced byothe building Id ng coded0 uct as an suitability and use of this component for any particular talar building is the ��/ )NA\- v\\\ 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE. 10)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 11)Use Simpson THA422 to attach Truss to Carrying member i LOAD CASE(S) Standard I I March 24,201! A WARNING-Veri!y design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE. - -- ---- Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,conwk ANSVTP11 Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,vN 53719. iJob /Truss Truss Type Qty Ply 19517507 1641629 IHJ01 Jack-Partial Truss 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:00:52 2015 Page 1 ID:?bOLzXtEK1 AGgjc?Rj82eTzgXgr-xU_AVCMOWLGuc?lohfb65DXFOyBUNnOobVBHU8zXjAf r 5-0-0 9-10.1 5-0-0 4-10-1 j I 9 424 12 SI 2 e T I T w3 1 i 0 12 3 4 II AM= Ail A�II i 5-0-0 9-1D-1 5,0.0 4-10-1 Plate Offsets X Y: 1:0-0-0 0-1-3 1:0-1-7 0812 LOADING(psf) SPACING 2-0-0 CSIDEFL in (loc) I/deft Ud PLATES GRIP TCLL _20.0 Plates Increase 1.25 TC 0.58 Vert(LL) -0.04 5.6 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.09 5-6 >999 180 BCLL 0.0 Rep Stress Ina NO WS 0.33 Horz(TL) 0.01 4 n/a n/a BCDL 5.0 Code FBC20101TP12007 (Matrix) Weight:41 to FT=20% ' LUMBER BRACING TOP CHORD 2x4 SP No-2 TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins. BOT CHORD 2.4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-8-11 oc bracing. j WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed 1 WEDGE dunnc truss erection in accordance with Stabilizer Installation guide. Left:2x4 SP No.3 REACTIONS (Ib/size) 3=122/Mechanical,4=242/Mechanical,1=268/0-9-14 (min.0-1-8) Max Horz 1=193(LC 4) Max Uplift 3=-155(LC 4),4=-225(LC 4),1=-242(LC 4) \\ Max Grav 3=150(LC 2),4=282(LC 2),1=316(LC 2) \�\`,S• S.K FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ,� + >,C�N \•. TOP CHORD 1-7=-665/457,7-8=-614/464,2-8=-595/432 BOT CHORD 1-10=-574/603,10-11=-574/603,6-11=574/603,6-12=574/603,5-12=-574/603 WEBS 2.6=0255,2-5=-660/628 * 34869 iNOTES (9-11) — ' 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf,h=25ft;Cat.It;Exp C;Encl.,GCpi=0.18;MINERS(envelope)_ T �'= gable end zone,Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-"tall by 2-0-0 wide will fit between the bottorr; W•+ j chord and any other members. STATE OF 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. FP 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 155 Ib uplift at joint 3,225 Ib uplift at joint 4 and 242 Ib uplift at �1 '•;L�R)©, - � Dint 1. \ 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i1��S'/Q N AX- b down and 7)Hanger(s)or other a 14-15,17 Ib down and 86 Ib up aton 4-2-15,$)shall b17 to down and e provided 186 Ib up at cient to p 4-2-port 5,and 71f lb down ed a and 142 b p at57-0 14,and 71 Ib down and 142 Ib up at and 54 lb 7-0.14 on top chord.and 12 Ib up at 1-4-15,12 It,up at 1-4-15,10 Ib down and 2 Ib up at 4-2-15,10 It,down and 2 Ib up at 4-2-15,and 40 Ib down at 7-0-14,and 40 Ib down at 7-0-14 on bottom chord. The design/selection of such connection devices)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 1, 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note.Visually graded lumber designation SP,represents new lumber design values as per SPIB. 11)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869.Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 i LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=44,14=10 Continued on nage 2 - March 24,201: ® WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MI EK REFERENCE PAGE NIH-7473 BEFORE USE. - Design valid for use only with MiTek connectors.This design is based only upon parameters shownand is for an Individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. ! erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison,VVI 53719. 1 ob Truss 'Truss Type Qty Ply 19517508 641829 HJ02 III,Jack-Partial Truss 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Mar 24 13:00:53 2015 Page 1 ID:?bOLzXtEKI AGgjc?Rj82eTzgXgr-QgXZiYNOGfOID9t?FM7LdQ4UQMxj6lwxg9xgOazXjAe 4-M _ 7-0-2 4-0-0 3-0-2 s�.r•teas 424 13 W 7 2 IN B 1 In B B 54 i sA_ N4=ss II Plate Offsets X Y: [1:0-",0-0-151,[1:0-1-7,0-6-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.10 1-5 >813 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.18 1-5 >445 180 BCLL 0.0 Rep Stress Ina NO WB 0.10 Horz(TL) -0.00 4 Na n1a BCDL 5.0 Code FBC2010ITP12007 (Matrix) Weight:28 lb FT=20% LUMBER BRACING TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed WEDGE during truss erection in accordance with Stabilizer Installation guide. Left:2x4 SP No.3 REACTIONS (Ib/size) 3=57/Mechanical,4=133/Mechanical,1=147/0-9-14 (min.0-1-8) Max Horz 1=141(LC 4) Max Uplift3=1i6(LC 4),4=-136(LC 4),1=-131(LC 4) Max Grav 3=70(LC 2),4=155(LC 2),1=173(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 1� ' \CE N,�•F•' TOP CHORD 1-6=-257212,2-6=-252/209 BOT CHORD 1-8=-290229,8-9=-2901229,5-9=290/229 r WEBS z-s=-zszr331 _= * 34869 NOTES (9-11) .}\ 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf,BCDL=3.Opsf,h=25ft,Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope)_ gable end zone:Lumber DOL=1.60 plate grip DOL=1.60 `+f 2)This truss has been designed for a 10.0 psf bottom chord live load nonxncument with any other live loads. 3)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottorrr STATE OF •,`� chord and any other members. �' 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. '. P. •/-, �� 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 66 Ib uplift at joint 3,136 Ib uplift at joint 4 and 131 Ib uplift at �1�`•ICL�R.. .•• `�;J\ - joint 1. /rt\V 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. /��// ,Q A` 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)2 Ib down and 54 lb up at 1.4-15,2 Ib down and 54 Ib up / at 1-4-15.and 17 Ib down and 86 Ib up at 4-2-15,and 17 Ib down and 86 Ib up at 4-2-15 on top chord,and 12 Ib up at 1-4-15,12 Ib up at 1-4-15,and 10 Ib down and 2 Ib up at 4-2-15,and 10 Ib down and 2 Ib up at 4-2-15 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 11)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard 1)Regular.Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-44,1-4=-10 Continued on Palos 2 March 24,201: A& WARNING-Verity desipn parameters and PEAR NOTES ON THIS AND INCLUDED MITEY.RE=EP.-NCE PAGE Mp-747,BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSIrrPl1 Quality Criteria,DSB-89 and BCSIt Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Orl Drive,Madison,W 53719. 'glob iTruss Truss Type Qty Ply • 19517509 1641829 IHJ03 Jack-Partial Truss 2 1 I Job Reference o tional Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:00:53 2015 Page 1 ID:?bOLzXtEKt AGgjc?Rj82eTzgXgr-QgXZiYNOGfOID9t?FM7LdQ4XnMet6JSxg9xgOazXjAe 2-7-1 2-7-1 I 2 414 4 t Tt em j I s a ! ava= ave II Ij 2-7-1 o-1-z Plate Offsets X Y: [1:0-",D-1-31J1:0-1-7,0-6-12 i LOADING(psf) SPACING 2-" CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.09 Vert(LL) -0.00 1 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.02 Vert(TL) -0.00 1-3 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 9 to FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-1 oc purtins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing be installed Left,20 2SP No.3 dunng truss erection in accordance with Stabilizer Installation guide. I REACTIONS (Ib/size) 2=25/Mechanical,3=7/Mechanical,1=32/0-9-14 (min.0-1-8) Max Horz 1=60(LC 4) _. Max Uplift2=-62(LC 4),f=-34(LC 13) Max Grav 2=31(LC 2),3=21(LC 3),1=37(LC 2) (SJ'':.l�� /�� ! FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \`\ v •••. `• \CENSE' .� NOTES (9-11) F 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph,TCDL=4.2psf;BCDL=3.Opsf,h=25ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWRS(envelope) _ r gable end zone,Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. ! 3469 3)'This truss has been designed for a live load of 20.Opsf on the boftom chord in all areas wherea rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom- t _ chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. = _ 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 62 Ib uplift at joint 2 and 34 Ib uplift at joint 1. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. STATE DE '••.` 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)2 Ib down and 54 Ib up at 1-4-15.,and 2 Ib down and 54 \ m up at 1-4-15 on top chord,and 12 Ib up at 14-15.and 12 Ib up at 1-4-15 on bottom chord. The design/selection of such connection device(s)is the '•, FC�RjQ P '('�,� \ responsibility of others. S(, \v 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE. 11)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No,34869:Address:1109 Coastal Bay Blvd,Boynton Beach,FL 33435 LOAD CASE(S) Standard 1)Regular.Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-44,1-3=10 Concentrated Loads(lb) Vert:4=46(F=23,B=23)5=8(F=4,B=4) j I March 24,201: WARNING-Verify design parameters ant;READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Alli-7473 BEFOP.E USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component, Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTP11 Quality Criteria,DSB-89 and BCSI7 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison,WI 53719. Job Truss Truss Type �Qlly Ply 1829, HJ05 Jack-Partial Truss 2 1 19517511 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:00:54 2015 Page 1 ID:?bOLzXtEKt AGgjc?Rj82eTzgXgr-us5xvuOe1 zXcrJSBp4eaAediMlyrmi53pgNY1 zXjAd 2-9-14 2-9-14 SpM•1:109 2 424 2 4 T1 i T _ e1 s 2 ]w4= ]E I 2,9-14 0-1-2 Plate Offsets X Y): [1:0-0-0,0-1-31.[1:0-1-7,0-6-12 LOADING(pyy) SPACING 2.0..0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.10 Vert(LL) -0.00 1-3 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.03 Vert(TL) -0.00 1-3 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.00 Horz(TL) -0.00 2 n/a Na BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:10 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-14 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing be installed Left 2x4 SP No.3 Burin truss erection in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=33/Mechanical,3=9/Mechanical,1=36/0-9-14 (min.0-1-8) Max Horz 1=64(LC 4) Max Uplift2=-68(LC 4),1=-37(LC 13) Max Grav 2=40(LC 2),3=26(LC 3),1=41(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ENS,�- NOTES (9-11) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=42psf,BCDL=3.Opsf,h=25ft;Cat.II;Exp C,Encl.,GCpi=0.18;MWFRS(envelope) _ + gable end zone;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r 34859 = 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom I chord and any other members. i4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. `sT f �tf _ 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 68 Ib uplift at joint 2 and 37 Ib uplift at joint 1. JJ ....... tt,� _ 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. STATE OF •• ,=W` 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)2 Ib down and 54 Ib up at 1-4-15,and 2 It,down and 54 lb up at 1-4-15 on top chord,and 12 Ib up at 1-4-15,and 12 Ib up at 1-4-15 on bottom chord. The design/selection of such connection device(s)is the F responsibility of others. - - .(S •'., ORID P 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). //1,s .•"•• �'`\ 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the /// /O N M- \� responsibility of the building designer per ANSI TPI 1 as referenced by the building code. /) \\\ 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 0/ 1111100 f j ( (I I,, 11)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-44,1-3=10 - Concentrated Loads(lb) Vert:4=46(F=23,B=23)5=8(F=4,B=4) i I March 24,201: l WARNING-Verity design parameters and.READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MG-7473 BEFORE USE. - - - - - Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design pammenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTPIt Quality Criteria,DSB-89 and BCSM Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,W 53719. Job �H,107 Truss Truss Type Oty Ply I 1641829� 19517513 (Jack-Partial Truss 1 1 ob Reference o tional Buiders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Mar 24 13:00:55 2015 Page 1 ID:?bOLzXtEKIAGgjc?Rj82eTzgXgr-M3fJ7EPGoGfSTTONMn9pjr9on9H4aD9EITpx4TzXjAc 5-6-1 5-6-1 SnM"1:11.1 2.a II ] 3 5 3.113 12 T1 WI r 1 Bi �I 11 7 a11= a.II . I 5E-1 OS$ LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) 0.06 1-4 >974 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.05 1-4 >999 180 BCL- 0.0 Rep Stress Ina NO WB 0.05 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:118 lb FT=20% I LUMBER BRACING I TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.6-1 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (ib/size) 1=158/0-9-14 (min.0-1-8),4=184/0-9-14 (min.D-1-8) Max Horz 1=69(LC 4) Max Uplift I-187(LC 4),4=235(-C 4) Max Grav 1=190(LC 2),4=220(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ( jSj jK� 1 NOTES (9-11) �� `�`•'...•••'. 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf,h=25ft;Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) J •• CEN$ •. gable end zone,porch left and right exposed,Lumber DOL=1.60 plate grip DOL=1.60 - F •. i 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom *I, 34869 * f chord and any other members. _ t 1 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. _ t 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 167 It,uplift at joint 1 and 235 Ib uplift at joint 4. -• '� ;\ t4• _ 6)"Semi-ngid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �w'1...... _ 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)17 Ib down and 67 Ib up at 4-2-15,and 17 Ib down and 67 Ib up at 4-2-15 on top chord,and 21 Ib down and 54 lb up at 1-4-15,21 Ib down and 54 Ib up at 1-4-15,and 10 Ib down and 35 Ib up at 4-2-15,and 10 STATE OF Ib down and 35 Ib up at 4-2-15 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. i •• �� 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). R��Rjp ja, •. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the •., ,. \� responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation$P. /� .represents new lumber design values as per SPIE. //%S/I S/O N�`I+ \\,\ 11)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 i LOAD CASE(S) Standard 1)Regular Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-44,1-4=10 Concentrated Loads(lb) Vert:5=-28(1`=14,B=14)6=-33(F=16,B=-16)7=-6(F=-3,B=-3) i i March 24,201: WARNING-Verity design parameters and READ NOTES ON THIS AtJD INCLUDED M17-EK REFERENCE PAGE Mf!-7473 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown j is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSIrrP11 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety information available from Truss Plate Institute,583 D'Onofrio Drive,Madison.WI 53719. - JJob Truss (Truss Type iQty (Ply 19517515 (641829• �Hiog Jack-Partial Truss 1 1 b Reference o tional Builders FirstSouroe, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 1300:56 2015 Page 1 ID:?bOLzXtEKI AGoc?Rj82eTzgXgr-gFDhKaPvZanJ4cbawVg2F3izlZdoJgBO W7AUdvzXjAb 4-10-10 4-10.10 3oM.1109 4 2 2.113 12 T1 i �A I B1 S B 3 38= I LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) 0.04 1-3 >999 240 MT2D 244/190 TCDL 7.O Lumber Increase 1.25 BC 0.20 Vert(TL) -0.04 1-3 >999 180 BCLL 0.0 Rep Stress Incr NO WB O.DO Horz(TL) -0.00 2 n/a We BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:15 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-10 oc purlins. BOT CHORD 2x4 SP Not BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed dunn truss erection in accordance with Stabilizer Installation uide. I REACTIONS (Ib/size) 1=151/0-9-14 (min.0.10,2=123/Mechanical.3=36/Mechanicel Max Horz 1=61(LC 4) Max Uplift 1=-167(LC 4),2=-148(LC 4),3---64(LC 4) Max Grav 1=181(LC 2),2=151(LC 2),3=8D(LC 3) �,ytilllil//7f ' FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\1��`� ^• //,/ NOTES (9-11) \\ 1)Wind:ASCE 7-10,Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf,BCDL=3.Opsf,h=25ft,Cat.11,Exp C,End.,GCpi=0.18;MWFRS(envelope) •• �GENSF •'��\ gable end zone;Lumber DOL=1.60 plate grip DOL=1.60 '• ` i 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottoriz 3486wo, chord and any other members. t 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. '\�� 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 167 Ib uplift at joint 1,148 Ib uplift at joint 2 and 64 Ib uplift at — T ` y`y _ joint 3. (�]'Jy... _ j 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. l/�/i� 7)Hangers)or other connection device(s)shall be provided sufficient to support concentrated load(s)17 Ib down and 67 It,up at 4-2-15,and 17 Ib down and O `cJ 67 Ib up at 4-2-15 on top chord,and 21 Ib down and 54 Ib STATE up at 1-4-15,21 Ib down and 54 Ib up at 1-4-15,and 10 Ib down and 35 Ib up at 4-2-15,and 10 i ,•• ,��\ Ib down and 35 Ib up at 4-2-15 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. _ •'•,FL flRlp P •' �J 8)in the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ••.-,,•,• \ - 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the t responsibility of the building designer per ANSI TPI 1 as referenced by the building code. /�// 'O 1V A 1 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 11)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard 1)Regular.Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-44,1-3=10 Concentrated Loads(Ib) Vert:4=-28(F=14,B=14)5=-33(F=16,B=-16)6=-6(F=-3,B=-3) I March 24,201 ?. g -WARNING-Verity design parameters and READ NOTES ON THIS AN -INCLGDED Mf7Elr'RE!`ERENCEPAGE MU-74;s BEFORE USE. i Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity,of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabnwtion,quality control,storage,delivery,erection and bracing,consult ANSI/TF1 Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL-33435 Safety Information available from Truss Plate Institute,583 D'Onofno Drive,Madison,W 53719. ;Job Truss Truss Type Qty IPly 1647829, IHJ11 'I 1 Jack-Partial Truss 1 19517517 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Mar 24 13:00:56 2015 Page 1 ID:?bOLzXtEKI AGqjc?Rj82eTzgXgr-gFDhKaPvZanJ4cbawVg2F3iwEZVUJdgOW7AUdvzXjAb 414-10-14 9-9-11 1.415 3-5-14 4-10-14 I 3 I 424 12 10 U4 2 i e U4 1 t B1 r 11 12 5 Lt4 I1><1 U4= 6 ]r4= 1�-15 9-9-11 "A 8.412 LOADING(psf) SPACING 2-" CSI DEFL in (loc) I/deft Ud PLATES GRIP TC LL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) -020 5-0 >506 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.33 5-6 >306 180 ;CLL 0.0 Rep Stress Ina NO WB 0.23 Horz(TL) 0.01 3 n/a n/a BCDL 5.0 Code FBC2010lrP12007 (Matrix) Weight:48 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No-3 MiTek recommends that Stabilizers and required cross bracing be installed during Wss erection.in accordance with Stabilizer Installation guitle. REACTIONS (Ib/size) 3=123/Mechanical,4=196/Mechanical,6=305/0-7-12 (min.0-1-8) Max Horz 6=157(LC 8) Max Uplift3=-154(LC 8),4=-245(LC 8),6=-329(LC 4) Max Grav 3=151(LC 2),4=230(LC 2),6=363(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \\�,,)( ()r //J BOTCHORD 6-11=-410/320,11-12=-410/320,5-12=-410/320 \� S SCK // WEBS 2-6=-370/325,2-5=-374/479 ��\�� •''''''•,.��/�/ NOTES (9-11) \ �CEN$F .h t)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf,BCDL=3.Opsf;h=25ft; = Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) gable end zone;cantilever left exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 _` � 34869 21,This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom" '\ = chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. :� ;0 �..-... 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 154 Ib uplift at joint 3,245 Ib uplift at joint 4 and 329 Ib uplift at ioint 6. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i STAT OF j 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)4 lb down and 53 Ib up at 1-4-10,4 Ib down and 53 Ib up FL ORjO P at 1-4-10,21 Ib down and 79 Ib up at 4-2-9,16 Ib down and 84 Ib up at 4-2-9,and 75 lb down and 135 Ib up at 7-0-8,and 65 Ib down and 134 Ib up at 7-0-8 on top chord,and 49 Ib up at 4-2-9,10 Ib down and 21 Ib up at 4-2-9,and 12 Ib down and 29 Ib up at 7-0-8,and 39 lb*down and 24 Ib up at 7-0-8 on �jw�/'�• G��'k.� bottom chord. The designtselection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section.loads applied to the face of the truss are noted as front(F)or back(B). 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 11)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address.1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard 1`Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) j Vert:1-3=44,4-7=10 Concentrated Loads(lb) Vert:8=52(F=26,B=26)9=-31(F=-17,B=13)10=-115(F=b1,B=-53)11=8(F=16,B=-8)12=20(F=2,B=22) i March 24,201: Verity design parameters and READ N07-ES ON THIS AND INCLUDED WTEK REFERENCE PAGE W-747"_BEFORE USE. - - Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity,of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding - 1109 Coastal Bay fabncation,quality control,storage,delivery,erection and bracing,consult ANSIrrPI1 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,WI 53719. ob ITruss Truss Type Qtyply 1829• HJ13 Jack-Partial Truss 1 :�' Job Refe nce o tional 19517519 Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Mar 24 13:00:58 2015 Page 1 ID:?bOLzXtEK1 AGgjc?Rj82eTzgXgr-meLSIGR95B11 Kwly2wWKUnHeN96nYHh_RfbhozXjAZ `•r0-0 85-2 9-10- 54-0 .10-5 0-0 3-6-2 1315 SUM•1S�.9i as II la C 10 ,�.F 214 z a as Brte r4rvaw= e s t in t] 13 r Sr6= i4= 85-2 910 1 85-2 1315 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) IJdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.53 Vert(LL) -0.21 1-7 >536 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.39 1-7 >293 180 MT20H 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.15 Horz(TL) -0.04 5 n1a rVa BCDL 5.0 Code FBC20107PI2007 (Matrix) Weight:40 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2`Except' BOT CHORD Rigid ceiling directly applied or 7.4-5 oc bracing. 62:2x4 SP No .3 MiTek recommends that Stabilizers and required cross bracing be installed WEBS 2x4 SP No.3 dungy truss erection.in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=275/0-4-9 (min.0.15),4=172/Mechanical,5=202/Mechanical Max Horz 1=183(LC 4) Max Uplift 1=-224(LC 4),4=-163(LC 4),5=-203(LC 4) Max Grav 1=325(LC 2),4=204(LC 2),5=240(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-8=-675/497,B-9=565/506,2-9=512/488,2-10=-275/146 \\ `w" •,-'!\, J �// BOT CHORD 1-11=514/G22,11-12=514/622,12-13=514!622,7-13=51411.22,6-7=-193/285 \ \V '• �• / WEBS 2-7=-4741519 `�\��/�.• �C,ENSF•'. NOTES (10-12) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph,TCDL=4.2psf;BCDL=3.Opsf,h=25ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope)•,- 1 34869 gable end zone;Lumber DOL=1.60 plate grip DOL=1.60 2)All plates are MT20 plates unless otherwise indicated. j 3)This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other It loads. �...... 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 35-0 tall by 2-0-0 wide will fit between the bottoru.- 1 chord and any other members. `4/ 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. STATE OF `*• 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 224 Ib uplift at joint 1,163 Ib uplift at joint 4 and 203 Ib uplift at •• ••�� joint 5. �ORION. 7) Semi-rigid pitchbreaks including heels"Member-end fixity model was used in the analysis and design of this truss. / S .•••• 8)Hangsufficient Hanger(s)or other connection device(s)shall be provided sucient to support concentrated load(s)9 Ib down and 48 Ib up at 1-5-0,9 lb down and 48 Ib up /�` /O at N�` and 7-0-1at 4 on top chord,and 1111 lb up at 1-5-0,17 to down and 80 lb up at 511 Ib up at 15-05 01 b dob up awn and 12 Ib up a5,and 5 14-2-15,10 lbb down and downand 2 Ib p at 4-2-15,and 4 b dowand n t lb 70-14, and 42 Ib down at 7-0-14 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9'.In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 10)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 11)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 12)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard 1)Regular Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) I Vert:1-4=-44,1-7=10,55=-10 i Continued onpooe 2 March 24,201: WARNING-Verify design parameters and READ NOTES ON TH:S AND INCLUDED MITEK REFERENCE?AGE MIF7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional Permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control.storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSIt Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onotrio Drive,Madison,WI 53719. IJob Truss Truss Type Qty Ply 19517520 1829' HJ14 Jack-Partial Truss 2 1 j 'Job Reference optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:00:58 2015 Page 1 ID:?bOLzXtEKIAGgjc?Rj82eTzgXgr-meLSIGR95B1 I Kwly2wiWKUnN_NLZnahh_RfbhozXjAZ 3-2-12 3-2-12 i xr.1 u.e 4 41(-2 e 2.411 Tt 1 Li VII Bt fi 3 4 y,4 I 3- 2 0-- LOADING(psf) SPACING 240-0 CSI DEFL in (loc) 1/def! Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.13 Vert(LL) 0.01 34 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.11 Vert(TL) 0.01 3-4 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.00 Horz(TL) -0.02 2 n/a ria BCDL 5.0 Code FBC2010rrP12D07 (Matrix) Weight 11 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP Not TOP CHORD Structural wood sheathing directly applied or 3-2-12 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 71 WEBS 2x4 SP No.3 MiTek recommentls that Stabilizers and required cross bracing be installed Burin wss erection in accordance with Stabilizer Installation quide. REACTIONS (Ib/size) 4=48/0-7.6 (min.0-1.8),2=44/Mechanical,3=13/Mechanical Max Horz 4=69(LC 5) Max Uplift4=-61(LC 6),2=78(1_C 8),3=27(LC 5) Max Grav 4=55(LC 2),2=53(LC 2),3=33(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. �\\ `})) S. /i NOTES (9-11) \\ ''• /� 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) ,CENSE gable end zone;end vertical left exposed;Lumber DOL=1.60 plate gnp DOL=1.60 '•\' rr 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottort,� 34869 7C chord and any other members. �•• 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. f� _ 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 61 Ib uplift at joint 4,78 Ib uplift at joint 2 and 27 Ib uplift at joint- T ♦' tjf _ 3. 1 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)4 Ib down and 53 Ib up at 1-0-15,and 4 Ib down and 53 `c! It,up at 1-4-15 on top chord,and 32 Ib up at 14-15,and 32 Ib up at 14-15 on bottom chord. The design/selection of such connection deviceSTAT OFs)is the ,•'•• •,•�� responsibility of others. -{�'•;•"L OR,p.P. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). v 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the �j/ S� •�\\\'+\ responsibility of the building designer per ANSI TPI 1 as referenced by the building code. // O N A`- \\ 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. // 11)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard 1)Regular Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-44,3-4=10 Concentrated Loads(lb) Vert:5=51(F=25,B=25)6=8(F=4,B=4) I it I March 24,201: WARNING-Ve i y design paramewirs and READ NOTES ON THIS AND 7NCLUDED MrrE!!REFERENCE PAGE M11-747:SEFnE USE. -- Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parementers and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity,of the Julius Lea PE.. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control.storage,delivery,erection and bracing,consult ANSVTP11 Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety tnformation available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type 1Oty Ply 19517522 1641829• HJ16 Jack-Partial Truss 1 1 J b Reference o fional Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:00:59 2015 Page 1 I D:?bOLzXtEK 1 AGgjc?Rj82eTzgXgr-EgvgzcSnsV9ux4K9bdDlth KXWmgm W1 xgC50BEEzXjAY 4-2-15 4-2-15 i Sow•t,38 2 I 4 W F-2 1 Q 4 T1 I 1 1 S 3 2,._ i 0-7-12 4-1-13 4-- 5 0-7-12 3-0-0 0 1- LOADING(psf) SPACING 2-0-0 CSI DEF L in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) -0.01 1-3 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.11 Vert(TL) -0.02 1-3 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:13 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed Bunn truss erection.in accordance with Stabilizer Installation quide. REACTIONS (lb/size) 1=70/0-4-15 (min.0-1-8),2=73/Mechanical,3=17/Mechanical Max Horz 1=91(LC 8) Max Uplift 1=-50(LC 8),2=-103(LC 8) Max Grav 1=82(LC 2),2=89(LC 2),3=51(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. .�� NOTES (9-11) vS"- " •c•� �/ 1)Wind:ASCE 7-10,Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf,BCDL=3.Opsf,h=25ft;Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) gable end zone:cantilever left exposed;Lumber DOL=1.60 plate grip DOL=1.60 r r 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. _t 3)'This truss has been designed for a live load M 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottor0z 7[ 348�9: chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. '\ �/ 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 50 Ib uplift at joint 1 and 103 Ib uplift at joint 2. — Li.. 6)"Semi-rigid pitchbreaks inducting heels"Member end fixity model was used in the analysis and design of this truss. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)7 Ib down and 501b up at 1-5-12,and 7 Ib down and 50— to up at 1-5-12 on top chord,and 16 Ib up at 1-5-12,and 12 to up at 1-5-12 on bottom chord. The design/selection of such connection device(s)is the NATE bF '•';,�� responsibility of others. r 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). .F�OR ID P �•,� I, 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the s •. •\V responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 1G\�� 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. // Q J YA'A — 11)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 I LOAD CASE(S) Standard i)Regular.Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-44,1-3=10 Concentrated Loads(lb) Vert:4=46(F=23,B=23)5=9(F=4,B=5) L March 24,201: A WARNING-Verifi,design parameters and READ NOTES ON THIS AND INCLUDED MITEY,REFERENCE PAGE MO-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown , is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component Boyntor.Beach,FL 33435 Safety Information available from Truss Plate Institute,.583 D'Onofrio Drive,Madison,WI 53719. !Job Truss Truss Type 1my 1641629• �T01 Hip Truss 1 i 1 19517523 Job Reference(optional Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:00:59 2015 Page 2 ID:?bOLzXtEKIAGgjc?Rj82eTzgXgr-EgvgzcSnSV9ux4K9bdDIthKLXmXcW vgC508EEzXjAY LOAD CASE(S) Standard ! Uniform Loads(plf) Vert:1-2=-44,2-4=-44,4-5=-44,1-5=10 Concentrated Loads(lb) Vert:2=146(F)4=146(1`)7=-24(F)9=269(F)8=24(F)3=71(F)6=-269(F)10=71(F)11=-71(F)12=-24(F) I I I I I I I I I !i I i i t WARNING-V.n ,desi n aremeters and READ NOTESPAGE - A ry g p E--ON THIS AND INCLUDED MI REFERENCE MIt-7173 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. j Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTPII Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofno Drive,Madison,WI 53719. blob (Truss Truss Type Qty Ply 1 19517525 1829• ',1 ud Common Truss 1 1 Job Reference (optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 Walk Industries,Inc. Tue Mar 24 13:01:012015 Page 1 I1):?bOLzXtEKIAGgjc?Rj82eTzgXgr-BDOaNHT106PcBOUXj2GDy6Pp2aFk uz7gPtF17zXjAW 5-6-12 10-7-0 15-7-4, 21-2-0 5-6-12 5-0-4 5-0-4 5-612 sa.•1st.s ups= 3 0.00 12 2ND mr/ 4 2 In, T1 3 t e/ 92 e 7 e >a= Y4= 7-3-2 13.11-13 20-8-8 21-2 7-3-2 68-11 6-8-11 Plate Offsets(X,Y): 5:0.2-0 Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.08 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.16 5-6 >999 180 BOLL 0.0 Rep Stress Incr YES WB 0.22 I Horz(TL) 0.04 5 n/a n/a BCDL 5.0 Code FBC2010rTP12007 (Matrix) Weight:94 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-5 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-5-7 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed tlunn truss erection in accordance with Stabilizer Installation guide.. REACTIONS (Ib/size) 1=559/0-74 (min.0-1-8),5=559/0-3-8 (min.0-1-8) Max Horz 1=-77(LC 10) Max Uplift 1=-183(LC 12),5=184(1-C 13) Max Grav 1=663(LC 2),5=663(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1225!779.2-3=-1101F769,3-4=-1121r783,4-5=-1243(789 �� v •. BOT CHORD 1-B=-60811033,7.8=-295/665,67=295/665,5-6=-621/1055 `Jy' ,CENsF WEBS 2-8=-301/316,3-8=-268/389,3-6=-287/416,4-6=-319(329 ! NOTES (s-,o) _= * 34869 • 1)Unbalanced roof live loads have been considered for this design. t 1 2)VJtnd:ASCE 7-10,Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft,Cat.II;Exp C,End.,GCpi=0.18;MWFRS(envelope):: and C-C Extenor(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '�...... 4;'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottoni— r,, chord and any other members. STATE OF W 5;All bearings are assumed to be SP No.2 crushing capacity of 565 psi. �' 6,Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 183 Ib uplift at joint 1 and 184 Ib uplift at joint 5. ••. �'��R'O p. •��\� 7)"Sem:-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. •., •• ,. B)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE. 1 10)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard i I March 24.201: WARNING-verify-design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE 01-7477 BEFORE USE. - - ~ - Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabricationquality control,storage,delivery,erection and bracing,consult ANSUTPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 j Safety Information available from Truss Plate Institute,583 D'Onofrlo Drive,Madison,WI 53719. - !Job Truss Truss Type Qty Ply 19517527 641829 T05 Hip Truss 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Mar 24 13:01:02 2015 Page 1 5JJ 0 ID:?bOLzXtEKIAGgjc?Rj82eTzgXgr-fPaybdUf9QX- -0TOoAX3jHlnSVKy_ fGjO1 Gv3dogZzXjAV 7-M 0 5-0-0 2-M 5-0-0 S--1A.S li 4.s= Us= = S Tz 4.00 r T1- ve va Nn T1 + 4 a, 121 �a4 II s a4= m+_ 5 0 0 7-0-0 12-0-0 5-0-0 2-0-0 5-0-0 Plate Offsets X Y: [2:0-5-4,0-2-81 LOADING(paf) SPACING 2-0..0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) 0.13 1-6 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.32 Vert(TL) 0.11 1-6 >999 180 BCLL 0.0 Rep Stress Ina YES WE 0.04 Horz(TQ -0.03 4 We n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:44 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-114 oc bracing. i WEBS 2x4 SP No.3 MiTek krecommends that Stabilizers and required cross baring be installed dunng truss erection,in accordance with Stabilizer Installationguide. REACTIONS (Ib/size) 1=316/0-3-8 (min.0-1.8),4=316/0-3-8 (min.0-1.8) Max Horz 1=23(LC 12) Max Uplift 1=-263(LC 8),4=263(1-C 9) Max Grav 1=375(LC 2),4=375(LC 2) ! FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. Nn.\\\ S. TOP CHORD 1-2=-746/1312,2-3=668/1311,3-4=-746/1313 \�` v..•••.. BOT CHORD 16=-1181r64,56=-1200/668,4-5--1182/665 �� V I \CENSE j NOTES (9-11) � 1)Unbalanced roof live loads have been considered for this design. '* 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf,BCDL=3.Opsf;h=25ft,Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope)— ! 34869 and C-C Extenor(2)zone,porch left and right exposed,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60_' 3)Provide adequate drainage to prevent water ponding. 4j This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-"wide will fit between the bottor—F � chord and any other members. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. i STATE OF 2 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 263 Ib uplift at joint 1 and 263 Ib uplift at joint 4. ,FC ORIO P.•• < i 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 00 (� ' •,••• •, \� 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the //�Sr`r1� . ` ity the ding designer per TPI 1 as 10`)Noterespo:Visually llfg graded Ilumberr designation SPI represents new lumber designenced by the tival building as per SPIE. ///!j NjA- 11)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 I LOAD CASES) Standard March 24,201: WARNING-Verify desicr,parameters and READ NOTES ON THIS AND WOLUDEC MITER REFEkWdE PAGEWI-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paamenters and proper incorporation of component is responsibility of building designer-not truss designer.Baring shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy,of the Julius Lee PE. erector. Additional permanent bating of the overall structure is the responsibility of the building designer.For general guidance regarding ! 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and baring,consult ANSUTPIt Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofio Drive,Madison,WI 53719. !Job !Truss Truss Type 10ty IPly 18294 T07 (Half Hip Truss 1 1 Job Reference(optional) 19517529 Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MTek Industries,Inc. Tue Mar 24 13:01:03 2015 Page 1 ID:?bOLzXtEK1 AGgjc?Rj82eTzgXgr-7b8LozVlwkfKQhewgTlh 1 XUAaO_WSkAQ7jMMN?7-XjAU 3-0-0 7-6-0 12-M 3-0.0 4-6-0 4-6-0 4mR 5 a 5 to tt T1 wt w•I vo col . a1 2:4 II 5 3 12 13 1[s= 14 is 1x5= I 3"D-0 744 12-0-0 3-0-0 4-0-4 4-7-12 Plate Offsets X Y: 2:0-54.0-2-8 LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) 0.12 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.38 Vert(TL) -0.13 6-7 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.50 Horz(TL) 0.03 5 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:52 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-8 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-4-13 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=407/0-3-8 (min.0-1-8),5--394/Mechanical Max Horz 1=38(LC 4) Max Uplift 1=-430(LC 4),5=417(LC 4) Max Grav 1=484(LC 2),5=467(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. �� S TOP CHORD 1-2=-1201/1090,2-8=1322/1189,8-9=-1322/1189,3-9=1322/1189 .:••••. / BOT CHORD 1-7=-1042/1112,7-12=-105711122,12-13=-105711122,6-13=-1057/1122,6-14=-1189/1322, *\ `1Jv •,CSN �� 14-15=-1189/1322,5-15=-1189/1322 i WEBS 3-5=-1260/1134 NOTES (10-13) 34869 11)Wind:ASCE 7-10,Vult--130mph(3-second gust)Vasd=101mph,TCDL=4.2psf,BCDL=3.Opsf;h=25ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope)- tt n�//- e' porch left and right exposed Lumber DOL=1.60 plate grip DOL=1.60 u.. 2)Provide adequate drainage to prevent water ponding. .. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottonf_- STATE OF •.�� chord and any other members. i 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. F�OR�p p, .. . 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 430 Ib uplift at joint 1 and 417 Ib uplift at joint 5. S •, \ 7)"Semi-rigid pitchbreaks inducting heels"Member end fixity model was used in the analysis and design of this truss. //l S� •• •{� �'*,•.\ j 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)73 Ib down and 175 Ib up at 3-0-0,21 Ib down and 77 Ib / Q v up at 5-0-12,21 Ib down and 77 Ib up at 6-11-4,and 21 Ib down and 77 Ib up at 8-11-4,and 21 Ib down and 77 Ib up at 10-114 on top chord,and 35 lb //f j t tN(A`�\ �\ down and 64 Ib up at 3-0-0,12 Ib down and 2 lb up at 5-0-12,12 Ib down and 2 Ib up at 6-114,and 12 Ib down and 2 Ib up at 8-11-4,and 12 Ib down and 2 Ib up at 10-114 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 10)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 11)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE. 12)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 I 13)Use Simpson HTU26 to attach Truss to Carrying member LOAD CASE(S) Standard 1)Regular.Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-44,2-4=-44,1-5=-10 Continued on page 2 March 24,201: a - ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MI7EK REFERENCE PAGE MU-7473 BEFORE USE t I Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity,of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI7 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job 'Truss Truss Type Qty ply j l I 195175W 1641829 IT08 Common Truss 1 1 Job Reteren tional Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:01:03 2015 Page 1 ID:?bOLzXtEK1 AGgjc?Rj82eTzgXgr-7b8LozVlwkfKQhewgTlh 1 XUCPOxSSnrQ7jMMN?zXjAU 3-8-0 7.4-0 3.8-0 3-8 0 4v5= 2 4-12 b T1 t ] a I �= 5 4 fiNA15<_ 2.4 II 3-8-0 7-4-0 3.8-0 3-M Plate Offsets X 1:0-3 0-0.0 3:0-3-6 0-0.0 LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.28 Vert(LL) 0.04 4 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.05 3.4 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.26 Horz(TL) 0.01 3 We n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:30 Ib FT=20% LUMBER BRACING I TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 4-9-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-1-5 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. j REACTIONS (Ib/size) 1=507/0-3-8 (min.0-1-8),3=869/0-3-8 (min.0-1-8) Max Horz 1=-16(LC 13) j Max Uplift 1=-462(LC 4),3=-730(LC 5) j Max Grav 1=603(LC 2),3=1034(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1427/1070,2-3=1420/1069 \\\-`�� ,.••-. < //�, BOT CHORD 1-5=-996/1326,4-5=996/1326,4-6=996/1326,3fi=-996/1326 WEBS 2-0=-585/685 NOTES (10-12) ••.'* r 1)Unbalanced roof live loads have been considered for this design. — 7 34869 2)Wind:ASCE 7-10,Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf,BCDL=3.0psf,h=25ft;Cat.Il;Exp C,Encl.,GCpi=0.16;MWFRS(envelope)` porch left and right exposed:Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �...... 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom--X j chord and any other members. ^� j 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. STATE OF j 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 462 Ib uplift at joint 1 and 730 Ib uplift at joint 3. FL CRIQ P 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. lQ •. •`\J 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)457 Ib down and 427 Ib up at 3-0-12.and 365 Ib down /j;s�O - • (�\\'r\ and 273 Ib up at 5-0-12,and 365 Ib down and 268 Ib up at 7-2-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 10)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 11)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. j 12)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard 1)Regular.Lumber Increase=1.25,Plate Increase=125 Uniform Loads(ptf) Vert:1-2=44,2-3=44.1-3=10 Concentrated Loads(lb) Vert:3=-306(8)5=-384(6)6=-306(B) I March 24,201: ® WARNING-Verify desigr parameters and READ NOTES ON THIS AND INCLUDED M17-EV.REFERENCE PAGE Mu-7473 BEFORE USE. -- - � _ - Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building oesigner.For general guidance regarding 1109 Coastal Bay fabrication.quality control,storage,delivery,erection and bracing,consult ANSM11 Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 'Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison.WI 53719. Nob JTruSs Truss TypeQty Ply I 19517532 641829 T09A Common Truss 2 1 'Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Mar 24 13:01:04 2015 Pagel ID:?bOLzXtEKIAGgjc?Rj82eTzgXgr-bnijOJWwh 1 nB2rC60Apwal1 NznNZBIRZMN6vvSzXjAT 3 B 0 7-4-0 3.8-0 3-8-0 i 44= j 2 4110 12 'b Ti T1 YVI NA 3 1 I+�L 4 2.4 II ?•4— 2x4= I 3-8-0 7-4-0 3-8-0 3-8-0 Plate Offsets(X,Y): 1:0-0 6 Etl a 3:0-0 6 Etl e LOADING(per SPACING 2-" CSI DEFL in (loc) Weill Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.29 Vert(LL) 0.04 34 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.14 Vert(TL) 0.03 3-4 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.05 HOIz(TL) -0.01 3 Na n/a BCDL 5.0 Code FBC2010IrPI2007 (Matrix) Weight 24 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-9-10 oc bracing. WEBS 2x4 SP No.3 MiTek recommend that Stabilizers and required cross bracing be installed Fduring truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=192/0-3-8 (min.0-1-8),3=192/Mechanical Max Horz 1=17(LC 12) Max Uplift 1=157(LC 8),3=-157(LC 9) Max Grav 1=228(LC 2),3=228(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. �� `\$ S // TOP CHORD 1-2=415/802,2-3=-414/800 I BOT CHORD 14=-709M3,34=-709/363 WEBS 2-4=-276/125 ��,•' IGENSF •.�,t'� I � r NOTES (8-10) * 34869 1)Unbalanced roof live loads have been considered for this design. / 2)Wind:ASCE 7-10,Vult=130mph(3-second gust)Vasd=101mph,TCDL=4.2psf,BCDL=3.Opsf.h=25ft:Cat.Il;Exp C,Encl.,GCpi=0.18;MWFRS(envelope)— n/ .— and C-C Extenor(2)zone;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60- •.i11�. _ 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �0 '�...... 14av 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom- chord and any other members. '✓ •:�� 5)All bearings are assumed to be SP No.2 cushing capacity of 565 psi. i STATE OF A 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 157 Ib uplift at joint 1 and 157 Ib uplift at joint 3. • FC OR IQ P 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. •. •\�� 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the //�S'•,/ ••••• •G\�'\ responsibility of the building designer per ANSI TPI 1 as referenced by the building code, // ©N N- 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. J J) ! III)\\\\ 10)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard I, March 24,201; A WARNING-Verify devon parameters and REAL NOTES ON THIS AkD INCLUDED M!TEK REFERENCE PAGE MII-7473 BEFORE USE. �• - _ Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing.consult ANSVTPII Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofno Drive,Madison,WI 53719. Job Truss Truss Type City, 19517534 641829 T11 Common Truss 1 1 Ply Reference(optional) k;i FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:01:05 2015 Page 1 ID:?bOLzXtEK1 AGgjc?Rj82eTzgXgr-3_G5DfWYSLv2t?nlyuK97yaWYBeEwkujb1 rTRuzXjAS 6-0-0 12-0-0 6-0-0 6-0-0 Sw4•r:te9 2 1 4.00 n= s r et e+ 14= h4 94= I 6-0-0 646 12-M 6.0-0 0 4 6 5-7-10 Plate Offsets X 1:0-1-6 Ede 3:0-1 Ed e LOADING(per SPACING 2-" CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) 0.12 3-4 >599 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.43 Vert(TL) 0.10 3-4 >697 180 BCLL 0.0 Rep Stress Ina YES WB 0.10 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 I Code FBC2010rrPI2007 (Matrix) Weight:40 Ib FT=20% j LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=133/0.7-4 (min.0.1-8),3=140/Mechanical,4=356/0-7-4 (min.0-1-8) Max Horz 1=-27(LC 13) Max Uplift 1=-113(LC 8),3=122(1_C 9),4=-281(LC 8) Max Grav 1=165(LC 27),3=172(LC 28),4=420(LC 2) FORCES (ID)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 24=-358330 NOTES (8-11) �\ 1, \GENSF i 1)Unbalanced roof live loads have been considered for this design. 2;Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf,BCDL=3.Opsf,h=25ft;Cat.II;Exp C;Encl..GCpi=0.18;MWFRS(envelope) and C-C Extenor(2)zone;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60— / 34869 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. — 1 4)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom- -+-� chord and any other members. /Z 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. ` 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 113 Ib uplift at joint 1,122 to uplift at joint 3 and 281 Ib uplift at )oint 4. STATE OF 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. F�ORI©P.'. (.N\'+�� 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is thel((�� •., ,. .\v responsibility of the building designer per ANSI TPI 1 as referenced by the building code. //l S/ • �i\\\� 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE. -// O N M_ v \\ 10)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 11)Use Simpson HTU25 to attach Truss to Carrying member LOAD CASE(S) Standard ISI March 24,201: WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITfk PtVERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design pammenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown j is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery erection and bracing,consult ANSVTPII Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,VN 53719. ob Truss Truss Type Qty ply 19517536 1829� T13 Half Hip Truss 1 1 Job Referen ional Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Mar 24 13:01:06 2015 Page 1 785 I D:?bOLzXtEKt AGgjc?Rj82eTzgXgr-XAgTR?XADf1 vH9MVVVbrrO0fAW06dJbyFAWsphbOzKzXjAR 7-8-5as 1-3-11 _ sow-tees �II 2 n 4.00 1 IN Vit ^ at Ae M 9-0-0 9-0-0 Plate Offsets X :71--o-6-1o,5-64i LOADING(psi SPACING 2.0..0CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.68 Vert(LL) -0.20 1-4 >514 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.38 1-4 >273 180 BCLL 0.0 Rep Stress Incr YES WS 0.14 Horz(TL) -0.00 4 Na Na BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:35 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed durin truss erect on.in accordance with Stabilizer Installation quide. REACTIONS (Ib/size) 1=231/0-7-4 (min.0-1.8),4=231/Mechanical Max Horz 1=94(LC 8) Max Uplift 1=-79(LC 8),4=-108(LC 8) Max Grav 1=274(LC 2),4=274(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. S. S./( /! WEBS 24=-429/464 NOTES (8-11) \ Y'• •\cENS� 1)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Dpsf;h=25ft;Cat.11,Exp C;Encl.,GCpi=0.18;MWFRS(envelope) i and C-C Exterior(2)zone:C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 _` * 34869 * _ 2)Provide adequate drainage to prevent water ponding. 7 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. _— t n/ 4)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. I 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. T0 •� 61 Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 79 Ib uplift at joint 1 and 108 Ib uplift at joint 4 ST�.T��F 71"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. A 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the ,FC ARID P •' responsibility of the building designer per ANSI TPI 1 as referenced by the building code. s •, 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. �// IS,// 10)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869.Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 / /Q V \ 11)Use Simpson HTU26 to attach Truss to Carrying member f r J ��\ Ijlllll LOAD CASE(S) Standard l March 24,201; A WARNING-Verity besrori parameters and READ NOTES ON THIS AND INCLUDED WITEK REFERENCE PAGE MII-7473 BEFORE USE. - Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown I s for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTP11 Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofno Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply 11 ' 19517538 64 iT15 Monopdch Truss 1 1 iJob Reference(optional) Builders FirstSource, Jacksonville,A 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:01:07 2015 Page 1 I D:?bOLzXtEKI AGgjc?Rj82eTzgXgr-?MOreLYozy9lvJxh3JNdCNfvM?N60fw?2LKZWmzXjAQ 3-11.4 3-11-4 z..a snr,mu t am u wm Tm e, e I + s 2.4 It 5 I LOADING(psf) SPACING 2-0-0 CSI DEFL in (too) I/deft Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) 0.01 1.3 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.02 1-3 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 rda We 1 BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:17 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 3-11-4 oc purlins, except end verticals. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed dunng truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=250/0-7-4 (min.0.1.8),3=30310-7-4 (min.0-1-6) Max Horz 1=44(LC 4) Max Uplift 1=-193(LC 4),3=-247(LC 4) Max Grav 1=298(LC 2),3=361(ILC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (9-11) \\\\`�� -�• ///�rj• 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf,BCDL=3.Opsf,h=25ft;Cat.Il;Exp C,Enc.,GCpi=0.18;MWFRS(envelope); porch left and right exposed:Lumber DOL=1.60 plate grip DOL=1.60 i 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom 3486w0j, * '_ chord anc any other members. 4�All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 193 lb uplift at joint 1 and 247 Ib uplift at joint 3. -- ?\ Ll. _ 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Y T1 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)218 Ib down and 167 Ib up at 1-3-9,and 218 Ib down _and 167 Ib up`at 3-3-9 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. STATE OF / 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). i 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the •• F��R)Q P . responsibility of the building designer per ANSI TPI 1 as referenced by the building code. S 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. / S 11)Truss Design Engineer Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 //////0 N)AL LOAD CASE(S) Standard 1)Regular.Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-2=-44,1-3=10 Concentrated Loads(Ib) Vert.4=-182(F)5=182(F) March 24,201: WARNING-Verify desioe parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 0I-747-,9EFORE USE "- ' Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding I 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofne Drive.Madison,WI 53719. Job Truss (Truss Type Qty Ply • 14517540 1641829 T17 Monopitch Truss 4 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:01:08 2015 Page 1 ID:?bOLzXtEK1 AGgjc?Rj82eTzgXgr-TZxErgZQkGHcWS WtdOuskbC 1 VPhe7699H_472DzXjAP 4-10-0 4-10-0 N4 I Scat"1:12 e li ♦oo r T1 m t d� et 3 �4 II 0-4 AO2 �-2 LOADING(psf) li SPACING 2-M CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) 0.09 1-3 >602 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.32 Vert(TL) 0.08 1-3 >689 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 HOrz(TQ 0.00 n/a n/a BCDL 5.0 Code FBC2010frP12007 (Matrix) Weight:17 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-0 oc purtins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 FMTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=123/0-3-8 (min.0-1-8),3--123/Mechanical Max Horz 1=58(LC 8) Max Uplift 1=-96(LC 8),3=116(LC 8) I Max Grav 1=145(LC 2),3=145(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (7-10) \ �U\ '•. [� f 1)Wnd:ASCE 7-10,Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf,BCDL=3.Opsf,h=25ft:Cat.ll;Exp C;Enc.,GCpi=0.18;MWFRS(envelope) \\ • `CENgF and C-C Extenor(2)zone,porch left and right exposed,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate gnp DOL=1.60 j 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. y 3)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom 7t X4869 chord and any other members. _ t 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. P\ 5 Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 96 Ib uplift at joint 1 and 116 Ib uplift at joint 3. � _ 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. -• 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the W 1,,` responsibility of the building designer per ANSI TPI 1 as referenced by the building code. STATE OF 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. - ••••• ,• ,� ` 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 '•, F�QR`QP.••• 0 \ 'i, 10)Use Simpson HTU26 to attach Truss to Carrying member 49 •••,... LOAD CASE(S) Standard /,/fit 3 f 4 N)A%— \\ 1 I ! i March 24,201! WARNING-Verify design parameters and READ NOTES ON TH!S AND WCLUDED MiTEK REFERENCE PAGE MO-7473 S3EFURE USE. ! Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown ! Is for lateral support of individual web members only. Additional temporary bracing to insure stability during Construction is the responsibillity of the Julius Lee PE. 'i erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication.quality control,storage,delivery,erection and bracing.consult ANSVTP11 Quality Criteria,DSB49 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofdo Drive,Madison,WI 53719. slob ITruss ,'Truss Type Qty Py I 19517542 1641829• 1T19G Monopitch Truss 2 1 Job Reference(optional) • I Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:01:08 2015 Page 1 ID:?bOLzXtEK1 AGgjc?Rj82eTzgXgr-TZxErgZQkGHcWS WtdOuskbC5kPIS7529H_472DzXjAP 5-10-4 5-10-4 a4 SaM•tn2b 5 a4 II 4 4.0011:Dia II 3.4% 3 wt an Ti art at e 7 e a4= sa II a4 II a4 II 2.II 5-104 5-10-4 Plate Offsets X 1:0.3-8 Ed e.[1:0-5-12,Edgel LOADING(py-f) SPACING 2-p.p CSI DEFL in (loci) I/deft L!d PLATES GRIP TOLL 20.0 Plates Increase 1.25 TO 0.11 Vert(LL) Na - n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.DB Vert(TL) Na - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code FBC2010lrP12007 (Matrix) Weight:25 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-104 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed OTHERS 2x4 SP No.3 during truss erection.in accordance with Stabilizer Installation guide. REACTIONS All beatings 5-10-4. (lb)- Max Horz 1=85(LC 8) Max Uplift All uplift 100 Ib or less at joint(s)1,6,7 except 8=-130(LC 8) 1 Max Grav All reactions 250 Ib or less at joint(s)1,6,8,7 FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. i- 8)) �;. :KNorEs (1o1z) EN1)Wlnd:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf,BCDL=3.Opsf;h=25ft;Cat.II;ExpC;Enc.,GCpi=0.18;MWFRS(envelope)gable end zone and C-C Extedor(2)zone,porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 34869 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details asapplicable,or consult qualified building designer as per ANSI/TPI 1. ` _ 3)Gable requires continuous bottom chord bearing.4)Gable studs spaced at 1-4-0 oc. t5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 411 z 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottomATE OFchord and any other members.1 7)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. ORtO Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)1,6,7 except Qt=1b)8-130.9 "Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ! /O !"'�A` 10)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. III I 11)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. j 12)Truss Design Engineer Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 1 LOAD CASE(S) Standard March 24,201: 'NARKING-Verity desidn pararnetersand ftc`Ab NOTES 29N tH1 rAN71NCLUDED MITEK REFERENCE PAGE 11411-7473 BEFORE USE. Design valid for use only with MITek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality contro!.storage,delivery,erection and bracing,consult ANSIrrPl1 Quality Criteria,DSB-89 and BCSIt Building Component Boynton Beach,FL 33435 Safety Information available from Truss Piate Institute.583 D'Onofrio Drive,Madison,WI 53719. ob Truss Truss Type Qty ply 19517544 1829 IT20A Monopitch Truss 6 1 (Job Reference o ionall FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Mar 24 13:01:09 2015 Page 1 ID:?bOLzXtEK1 AGgjC?Rj82eTzgXgr-yIVc3OZ2VaPT8c54BjP5HokE?05ZsZPIWepgafzXjAO 3-7-0 3-7-0 Soak•1:11Y sA II 9 GM 9 T1 1 e1 f 9 h4 11 LOADING(psf) SPACING 2-" CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) -0.01 1-3 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.08 Vert(TL) -0.01 1-3 >999 160 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 Na Na BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:14 lb FT=20% (LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed Fduring truss erection,in accordance with Stabilizer Installation guide. i REACTIONS (Ib/size) 1=85/0-7-4 (min.0-1.8),3=8Wlechanical Max Horz 1=64(LC 12) Max Uplift 1=-16(LC 12),3=-52(LC 12) Max Grav 1=100(LC 2),3=100(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \\ W'.\\ NOTES (7-9) \\ ••..;"• j,�// 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf,BCDL=3.Opsf;h=25ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) *\\ J�•' `CENSE- •. and C-C Extenor(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom •. chord and any other members. ! 34869 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. j 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,3. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the 1 responsibility of the building designer per ANSI TPI 1 as referenced by the building code. STATS OF ''•,`��1 8)Note:Visually graded lumber designation SP.represents new lumber design values as per SPIB, i j 9)Truss Design Engineer Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 '•. R�OR)Q P ,. /'11 V\t LOAD CASE(S) Standard ''•'• \ March 24,201: ` „ WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MIF-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. !Job !Truss Truss Type IQty Ply i 19517545 1829 1T21 Half Hip Truss I1 1 Job Reference(optional) Builtlers FirstSouroe, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:01:10 2015 Page 2 ID:?bOLzXtEK1 AGoc?Rj82eTzgXgr-Qx3_GMahGtYKmmgGlRwKgOHDtCHgbtkSkIZE65zXjAN LOAD CASE(S) Standard j 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform-Loads(plf) Vert:1-2=-44,2 4-44,1-6=-10,5-6--54 Concentrated Loads(lb) Vert:2=-166(F)9=-249(F)3=-t38(F)7=31(F)10=-88(F)11=-88(F)12=-88(F)13=-31(F)14=-31(F)15=-31(F) I I i II l I I I i II I I I I I 1, i ,III I i i I I I I I I I I; g WARNING-Veri'y oesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MH-7473 BEFORE USE. _ ' ' ------ Design .Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSIM11 Quality Criteria,DSB-89 and BCSI1 Building Component - Boynton Beach,FL 33435 j Safety Information available from Truss Plate Institute,583 D'Onofno Drive,Madison,WI 53719. Job Truss Truss Type Qty ply 19517547 1641629 T23 Half Hip Truss 1 1 Job Reference(optional Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:01:112015 Page 1 ID:?bOLzXtEKIAGgic?RjB2eTzgXgr-t8dMUibJ1 BgBNwFS18RZMDgYgcfYKKObzylnfYzXjAM 5-6-13 11-0-0 15-11-0 681 5813 5.5.3 4-11-0 7-12 Sak•1D3 SK6= 2.4 II 4 Li T2 GM 2 1 B ez la e r 9 s 8-16 15-11-016-54 8-1.6 7-9-10 Plate Offsets KY: 1:038 Etl 3:0-3-0 0-2-0 6:0-3-8 0-3-0 LOADING(psi SPACING 2-0..0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates increase 1.25 TC 0.38 Vert(LL) -0.10 1-8 >999 240 MT20 244/190 l TCDL 7.0 Lumber Increase 1.25 BC 0.56 Vert(TL) -0.18 1-8 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.57 Horz(TL) -0.01 5 n/a Na BCDL 5.0 Code FBC2010rTP12D07 (Matrix) Weight.90 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-13 oc purlins, except end BOT CHORD 2x4 SP No.2`Except verticals. B2:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-4-3 oc baring. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cress bracing be installed WEDGE Left 2x4 SP No.3 (itnng truss erectionin accordance with Stabilizer Installation g0itle REACTIONS (Ib/size) 1=459/0-74 (min.0-1-8),584/0-3-0 (min.0-1-8) Max Horz 1=209(LC 12)Max \� `� Max G avt 1=516(LC 2),5 516(LC 2)9) io_ � � S. k FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.TOPCHORD 1-2=-876/444,2-3=-702/383BOT CHORD 1-8=641/800,7-8=-283/380,7-9=283/379,6-9=-283/380WEBS 36=-552/420,3-8=-274/473,2-8=313/353 34869NOTES (8-10)1)Wind:ASCE 7-10,Vult=130mph(3-second gust)Vasd=101mph,TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(envelope)—and C-C Extenor(2)zone;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate dainage to prevent water ponding.3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrentwith any other live loads. ATE OF4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=5.Opsf. ORi�5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. / 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=Ib)1=127,5=149. ///`�a/k►A 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. //1 nr A 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 10)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard March 24,201! g WARNING-Verity oesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REPERENQ£75'AtGE Pelf-7e:i§vt:ORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown l is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ! 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTP11 Quality Criteria,DSB-89 and BCSft Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofno Drive,Madison,WI 53719. (Job (Truss Truss Type Qty Ply I 19517549 1641829 IT25 Half Hip Truss I1 1 I Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:01:12 2015 Page 1 ID:?bOLzXtEKIAGgjc?Rj82eTzgXgr-MKBkh2cxoVo2?4gessyovRMeLO_x3gbkCc2KB_zXjAL 16.6.12 7 13 15-0-0 7.6-13 7-5-3 11-0 as= nA7-12 5 Ij n i TZ I a eA0 12 2 r, 81 82 x i e r as II 2N II �.a s.e II 6 7-6-13 + 15-11-0 _ 16-511 7-6-13 8-4-3 Plate Offsets X Y: 1:0-3-8 Ed e LOADING(psf) SPACING 24)-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) 0.11 7-9 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.17 7-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) -0.02 6 n/a n/a BCDL 5.0 Code FBC20107TPI2007 (Matrix) Weight 98 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7.6 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2'Except` BOT CHORD Rigid ceiling directly applied or 7-5-6 oc bracing. B2:2x6 SP No.2 WEBS 1 Row at midpt 2-7 WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed WEDGE dubng_(n sc nror-fion in accordance with Stabilizer Installation guide Left:2x4 SP No.3 REACTIONS Max36/0- 12jmin.0-1-8),6=436/0-3-0 (min.0-1-8) x Horz 1 Max Uplift 1=-108(LC 12),6=216(1_C 12) Max Grav 1=516(LC 2),6=516(LC 2) V - ••. C ` i FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \ J �GENSF• •. TOP CHORD 1-2=-782288 / i BOT CHORD 1-9=-597!712,8-9=-597/712,7-8=596/712 * �9 * ` WEBS 2-9=0298,2-7=-741816,4-7=3417356 i NOTES (8-10) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope)- _ and C-C Extehor(2)zone:C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. STATE OF 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i 4)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom •R�OR'p •('�'f*.�� chord and any other members. (s. P ••\v \ 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 It,uplift at joint(s)except(jt--Ib)1=108,6=216. ! 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. /ss. //O N A((( X- `1 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 10)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869.Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard I i March 24,201: A&-WARNING-Verilydesro pararrie rs andREAD NOTES ON THIS AND INCLUDED WTEY.REFERENCE PAGE Mfl-747'BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown ' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control.storage,delivery,erection and bracing,consult ANSIRPII Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. IJob ',Truss Truss Type Qty Fly I 19517551 1641829 '.T27 Monopitch Truss 2 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:01:13 2015 Page 1 ID:?bOLzXtEKIAGgjc?Rj82eTzgXgr-qWI6vOdZZowvdEPrQZT1 RevvWQOToJsuRGnujQzXjAK 4-7-3 9-0- I 4-7-3 4-9-1 z4 11 sor•tai 3 I Rao riT 3.4 2 ve 1 tis II s 4 x.4 II I a4= 3.4= I 4-7-3 9-4- 4-7-3 4-9-1 Plate Offsets X Y: [1:13-0-0,0-1-21,[1:0-1-7,04-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP I TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) 0.02 1-5 >999 240 MT20 244/190 i TCDL 7.0 Lumber Increase 1.25 BC 0.34 Vert(TQ -0.02 1-5 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.23 Horz(TL) -0.01 4 nla We BCDL 5.0 j Code FBC2010/TPI2007 (Matrix) Weight:48 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9.6-2 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed WEDGE dunng truss erection in accordance with Stabilizer Installation guide. LefL 2x4 SP Nc.3 REACTIONS (Ib/size) 4=247/Mechanical,1=247/Mechanical Max Hoz 1=176(LC 12) Max Uplift4=-147(LC 12),1=53(1-C 12) \ / Max Grav 4=293(LC 2),1=293(LC 2) FORCES (11b)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \ i C TOP CHORD 1-2=-408/147 � �NSF i BOT CHORD 1-5=-379(391,4-5=-379/391 i WEBS 2-4=-43&425 * 34869 * _ NOTES (7-10) 1)Wind:ASCE 7-10;Vult'3Dmph(3-second gust)Vasd=101mph,TCDL=4.2psf,BCDL=3.Opsf;h=25ft,Cat.II;Exp C,End.,GCpi=0.18;MWFRS(envelope)_ 'Q _ and C-C Extenor(2)zone,C-C for members and forces&M WFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1.60 ` 2)This truss has been lesioned for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 3)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-"wide will fit between the bottom STATEOF '.._�i chord and any other members. < i 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)oft ss to bearing plate capable of w thstanding 100 Ib uplift at joints)1 except Qt=1b)4=147. '.F�ORID P �� 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. /� St •... 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the 1/� o ^i A X- \,ti responsibility of the building designer per ANSI TPI 1 as referenced by the building code. ,,j )) 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. i 9)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 10)Use Simpson HTU26 to attach Truss to Carrying member LOAD CASE(S) Standard I March 24.201! - WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MiTEK REFERENCE PAGE Mli-7473 BEFORE USE. - Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design pammenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 11 D9 Coastal Bay fabrication,quality control.storage.delivery,erection and bracing,consult ANSIRPII Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safetyinformation available from Truss Plate Institute,583 D'Onofrio Drive,Madison,VVI 53719. Job (Truss Truss Type City Ply 19517553 1829• '.T29 Half Hip Truss 1 1 'Job Reference(optional Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Mar 24 13:01:14 2015 Page 1 • I ID:?bOLzXtEKIAGgjc?Rj82eTzgXgr-I)JV6kdBK62mENzl_H?G sS_GpedXgblfwXRFszXjAJ 7-0-0 12-5-2 17-104 7-M 5-5-2 5-5.2 i I Bnl�•1'1a.] 3x4= 2.4 II 3 3 4 BOD 12 W1 W1 1 B1 @ S6 ] &4= B 5 SB= 3x5= 7-0-0 17-10.4 7-0-0 10-104 Plate Offsets X [2:G-2-12,0-2-41 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.68 Vert(LL) -0.33 5-7 >649 240 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.57 5-7 >371 180 a BCLL 0.0 Rep Stress InYES WB 0.58 Horz(TL) 0.02 5 n/a n/a BCDL 5.0 Code FBC2010/rP12007 (Matrix) Weight 84 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-0-8 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed WEDGE I during truss erection,in accordance with Stabilizer Installation guide. Left:2x4 SP No.3 I REACTIONS (Ib/size) 5=476/Mechanical,1=476/Mechanical Max Horz 1=136(LC 12) Max Uplift 5=190(LC 9),1=-135(LC 12) Max Grav 5=565(LC 2),1=565(LC 2) `C,' S !� • /// FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \� ,: ', ENS F ''•L� /� ' I TOP CHORD 1-2=-884/450,2-3=-746/491 ' •• BOT CHORD 1-7=495!745,6-7=423/608,5.6=423/608 WEBS 3-5=-719/517 " * � 34869 ' NOTES (8-11) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf,h=25ft,Cat.ll;Exp C,End.,GCpi=0.18;MWFRS(envelope)_ ^0 and C-C Exterior(2)zone;C-C for members and forces&M WFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1 4)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom—i STATE OF *- chord and any other members. -5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. Sl� `�\ 6)ProVide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except at--lb)5=190,1=135. // I 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE. 10)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 11)Use Simpson HTU26 to attach Truss to Carrying member LOAD CASE(S) Standard i i March 24,201: WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MP EK REFERENCE?AGE MR-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrimbon,quality control,storage,delivery,erection and bracing,consult ANSVTPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onohio Drive,Madison,WI 53719. �Iob Truss Truss Type (Qty PIy 19517555 1641829 T31 Half Hip Truss I1 1 1 Job Reference o ti n I -1 Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 Mi7rek Industries,Inc.Tue Mar 24 13:01:15 2015 Page 1 ID:?bOL7XtEKIAGgjc?Rj82eTzgXgr-mvstK4ep5QAdsXYDX_VWW3 BWDOPGCpBuaG_oJz)jAI 5-6-1311.0.0 17-1D-4 j 5-6-13 5.5-3 6-104 SnM�132.] y�g= }4 II 3 4 I I I I sao I 2x4. ru 2 T1 i i 1 31 B2 7 a s 9 s a.4= ya= a.s= 8-10-3 17-104 8-10.3 9-0-1 Plate Offsets X Y: 3:0-3-00.2-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loci) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.52 Vert(LL) -0.17 5-7 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.63 Vert(TL) -0.28 5-7 >765 180 BCLL 0.0 Rep Stress Ina YES WB 0.26 Horz(TL) 0.02 5 n1a Na BCDL 5.0 Code FBC2010rrP12007 (Matrix) Weight:92 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-9 oc purlins, except end verticals. BOT CHORD 2x4 SP N0.2 BOT CHORD Rigid ceiling directly applied or 7-1-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-5 WEDGE MiTek recommends that Stabilizers and required cross bracing be installed Left:2x4 SP No.3 dunngtruss erecLon in accordance with Stabilizer Installation guide REACTIONS (Ib/size) 5=531/Mechanical,1=504/Mechanical Max Uplift 5= 1 83(C9),1-142(LC 12) \\ �)1 (i(///f/ Max Grav 5=565(LC 2),1=565(LC 2) \� �S FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. •• CE N S� TOP CHORD 1-2=-996/501,2-3=-773/391 BOT CHORD 1-7=-688/910,6-7=-347/511,6-8=347/511,8-9=-347/511,5-9=-3471511 WEBS 2-7=-334/363,3-7=-191/419,3-5=-642/445 * .34869 NOTES (9-12) J 11 Wind:ASCE 7-10,Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf,BCDL=3.Opsf;h=25ft,Cal.II;Exp C;End.,GCpi=0.18;MWFRS(envelope)_ and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 yt 2)Provide adequate drainage to prevent water ponding. 3)Tnis truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. ` 4)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom STATSOF chord and any other members,with BCDL=5.0psf. .FC ORAD P 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. s •. . 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b •,••••)5=183,1=142. / - S 7)Following joints to be plated by qualified designer.Joint(s)1,not plated. t lG &"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. //�///O N A Y 1 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the ///j (I i 1, responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE. 1 11)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 12)Use Simpson HTU26 to attach Truss to Carrying member LOAD CASE(S) Standard March 24.201: WARNING-Verify design parameters and READ NO'/ES ON PHIS AND INCZLU5E 6 NO EK PE. AENCE PAGE M1I-74'3 BEFORE USE: Design valid for use only with MRek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilliry,of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. IJob iTruss Truss Type Oty Ply 19517557 641629 iT33 HIP TRUSS 1 2 J b Reference o tional Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MTek Industries,Inc. Tue Mar 24 13:01:17 2015 Page 1 ID:?bOLzXtEK1 AGgjc?RjB2eTzgXgr jl_dklg4dl QL5ricfPYzcU3bC 1 mikBsULul5sBzXjAG 2-8-0 3-0-0, 7-1-0 11-2-0111E-Q 14-2-0 2-" b�-0 4-1-0 4-1-0 04-0 2-8-0 SnM�133.] 5= 46 3 3 13 , 4 5 00 !oo z jiz t7 m In e ] 1 10 15 1! 5.!= i] 15 Li 01 ql a sa4 u a4 II 3N=31ii!11 3r!11 3.4= 2&-0 7-1-0 11 6 0 14 2-0 2-8-0 4-5-0 4-5-0 2.8.0 i Plate Offsets X 1:0-2-11 Ed a 1:0-0-00-t-2 2:0.2-4 0-3-0 6:0-2-4 0-0-8. 7:0-0-00-1-2. 7:0-2-11 Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) 0.10 10 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.32 Vert(TL) -0.16 10 >999 180 BCLL 0.0 Rep Stress Inca NO WB 0.16 Horz(TL) 0.09 7 n/a n/a BCDL 5.0 Code FBC2010rrP12007 (Matrix) Weight:127 lb FT 210% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-M oc pudins. i BOT CHORD 2x4 SP No.2'Excepr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B2:2x6 SP No.2 1 WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS (Ib/size) 1=44210-74 (min.0-1-8),7=441/0-7-4 (min.0-1-8) Max Uplift 1=-274(LC 8),7=273(LC 9) Max Grav 1=524(LC 2),7=523(LC 2) \ u ^ ��•. ,CENS �\ i FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ` E TOP CHORD 1-2=-820/439,2-3=-1483x794,3-13=-2342/1220,4-13=2342/1220,4-14=-2342/1220,5.14=-2342/1220, 1 i 5E=-1483!769,6-7=-818/438 * 7� BOT CHORD 1-12=-342/625,11-15=-830/1561,15-16=-830/1561,10-16=-830/1561,10-17=774/1562, 34869 17-18=-774/1562,9-18=77411562,7-8=319/623 WEBS 3-10=433/853,5-10=-433/852 NOTES (13-15) � -�...... _ 1)Special connection required to distribute web loads equally between all plies. I•' STATE OF 1 2)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-3-0 oc. FLOP)O Bottom chords connected as follows:2x4-2 rows staggered at 0-2-0 oc,2x6-2 rows staggered at 0-9-0 oc. s P Webs connected as follows:2x4-1 row at 0-9-0 oc,Except member 4-10 2x4-2 rows staggered at 0-2-0 oc. 3)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have /� I p 1V been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 4)Unbalanced roof live loads have been considered for this design. 5)Wlnd:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph,TCDL=4.2psf,BCDL=3.Opsf,h=25ft;Cat.11,Exp C;Encl.,GCpi=0.18;MWFRS(envelope); Lumber DOL=1.6D plate grip DOL=1.60 6)Provide adequate drainage to prevent water ponding. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)-This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3E-0 tall by 2-"wide will fit between the bottom chord and any other members. 9)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 It,uplift at joint(s)except(jt--Ib)1=274,7=273. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)43 Ib down and 71 Ib up at 3-0-0,23 Ib down and 40 Ib up at 5-0-12,23 Ib down and 40 Ib up at 7-1-0,and 23 Ib down and 40 Ib up at 9-1.4,and 43 Ib down and 71 Ib up at 11-2-0 on top chord,and 129 Ib down and 148 Ib up at 3-0-0.60 Ib down and 54 Ib up at 5-0-12.60 Ib down and 54 to up at 7-1-0.and 60 Ib down and 54 Ib up at 9-1-4,and 129 Ib down and 148 Ib up at 11-14 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. ontinued on bade March 24,201: WARNING-Verity-design parameters and READ N07c'S ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliry of the Julius Let PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabncation,quality control,storage,delivery,erection and bracing,consult ANSVTP11 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofio Drive,Madison,WI 53719. Job Truss Truss Type Qty IPIy 19517558 641829• T34 Hip Truss 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:01:18 2015 Page 1 ID:?bOLzXtEKIAGgjc?Rj82eTzgXgr-BUY?y5giOLYCj?HoD63C8icn WR35TbxdaYVfOezXjAF 2-8-4 5-0-0 9-2-0 11-0-0 14-2-0 2S0 2-" 4-2-0 2 4-0 243-0 sor:,rr-r 4:5= sm= s 4 em u e.e= Yd S 2 82 1 e to e 10M- 1 l 8, ae It 12 72.411 Y!II 2x4 II S4 b4= 2-8-0 5-0 0 9-2-0 11-0-0 14-2-0 241-0 4-2-0 2-0.0 2 8 0 Plate Offsets KY: 1:0-2-11 Ed 1:0-0-00-1-2 2:0-3-8 0-5-4 3:0-0 0 0.2-86:0-2-11 Ed a 6:0-0-0 D-1-21.[8:0-3-8.D-541 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plates increase 1.25 TC 0.22 Vert(LL) 0.10 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.13 10-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.17 1 Horz(TL) 0.13 6 n/a rda BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:69 lb FT=2D% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.8-2 oc purlins. BOT CHORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 5.8-10 oc bracing. B2:2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed j WEBS 2x4 SP No.3 during truss erection in accordance with Stabilizer Installation guide. WEDGE Left 2x4 SP No.3,Right:2x4 SP No.3 REACTIONS (Ib/size) 1=379/Mechanical,6=379/Mechanical Max Horz 1=40(LC 10) Max Uplift 1=-111(LC 12),6=111(LC 13) Max Grav 1=449(LC 2),6=449(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(ib)or less except when shown. ` �j� �CiENsC TOP CHORD 1-2=-793I525,2-3=-1006t659,3-4=-929/643,4.5=-1006/658,5-6=-793/525 ' z BOT CHORD 1-12=-393/627,10-11=-1040/1682,9-10=-476/884,8-9=-1041/1682,6-7=-393/627 WEBS z•to 627/580,5-9=-8271582 * 34869 NOTES (9-12) - -Q _ 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf,BCDL=3.Dpsf:h=25ft,Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) and C-C Extenor(2)zone;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. i STATE OF 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -.•FL OR)C Q' 5)'This truss Sl/ has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. -- `V 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. /// "O i Vn'A1.- N\\�\� 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt--Ib)1=111,6=111. /� \\ 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 11)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 12)Use Simpson HTU26 to attach Truss to Carrying member LOAD CASE(S) Standard I I II March 24,201: ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEY.P,EFERENCE PAGE M11-7473 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTP11 Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofio Drive,Madison,WI 53719. blob :Truss Truss Type QN pIY 19517559 1641829 !T35 Special Truss 1 2 �Job Reference tional Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:01:19 2015 Page 2 ID:?bOLzXtEKI AGgjc?Rj82eTzgXgr-fg6O9RhK9eg2L9s?mgaRhv9wjgN8C l YmpCECx4zXjAE LOAD CASE(S) Standard 1)Regular.Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-04,3-4=-44,4-5=-44,5-6=-44,6.7=-44,7-8=-44,8-10=-14,1-18-10,12-17=10,10-11=-10 Concentrated Loads(lb) Vert:19=342(B)20=-342(6) I I I � I II i I ! i A WARNING Verity design parameters and READ NOTES ON THIS AND INCLUDED M17EK PE=ERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shave and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilldy,of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery.erection and bracing,consult ANSVTPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. ob Truss Truss Type Qty IPly 19517561 1641829 T37 Hip Truss 1 11 I Job Reference o lional Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:01:20 2015 Page 1 ID:?bOLzXtEKt AGgc?Rj82eTzgXgr-7sgmNniywyovzlRBKX6gD7h5uEj2xS3w2s_ITWzXjAD 2-8-0 410-0 7 0 0 11-5-0 13 8 0 15 10-0 18-0-0 2 8 0 2-2-0 2-2-0 4-6 0 2-2-0 2-2-0 2.8.0 SOM•130.9� IRS= 4 Sa= 5 n am aed FT 4Rs s db-.. T1 - Tt . T 2 n r 82 3 to e n n i4= us= �— Bi a u 9 h4 II .4 I W= ee II 34 II i 2-8-0 7-0-0 1116-0 15-10-0 18.6.0 2-8-0 4-0-0 416-0 4-" 2-8-0 Plate Offsets X Y: 1:0-2-11.Ed a 1:0-0-0 0.1-2 2:0-3-4 0-2-8 4:0-0-0 0-2-8 8:0-3-8 Ede 10:0-3-4 0-2-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Weill Ud PLATES GRIP I TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) 0.13 10-11 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.19 12-13 >W9 180 BCLL 0.0 Rep Stress Ina YES WB 0.33 Horz(TL) 0.17 8 n/a n/a BCDL 5.0 Code FBC2010rrPI2007 (Matrix) Weight:95 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-14 oc purlins. BOT CHORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 7-1-3 oc bracing. B2:2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed WEBS 2x4 SP No.3 [dunon'truss erection in accordance with Stabilizer Installation quide. WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS (Ib/size) 1=483/0-74 (min.0-1-8),8=483/0-74 (min.D-1-8) - Max Horz 1=54(LC 11) Max Uplift 11=144(!-C 12),8=144(LC 13) `�X i,`S S. Max Grav 1=573(LC 2),8=573(LC 2) v / FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. GENS TOP CHORD 1-2=-965/592,2-3=-2236/1355,34=1082/682,4-5=968/645,5-6=-1083r.82,6-7=2236/1355, 7-8=-966/592 * r BOT CHORD 1.14=-432!740,2-13=-478/317,12-13--.681/1245,11-12=429/91 1,10-11=-681/1245,7-10=-478/317, 34869 _ 8-9=-432/740 WEBS 4-12=-150288,5-11-150/288,6-11=415/309,6-10=531/908,3-13=-5311909,3-12=-415/309 - 'Q �.j�Lc� Cr NOTES (9-11) iJ�/tJ....... t,. 1)Unbalanced roof live loads have been considered for this design. `4J � 2)Wnd:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf,h=25$Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) STATE OF +� and C-C Extenor(2)zone:C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 '•, R� Rip P `\'/r�,A �� 3;Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. // �• 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom / �O N M, chord and any other members. J 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except 01=1b)1=144,8=144. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 11)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 I, LOAD CASE(S) Standard March 24,201: g WARNlN6--Verify design parameters and READ NOTES 6N'rRis-AfJD w6L(%DED M!7EK REFERENCE PAGE Mf1-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown..and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTPII Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofno Drive,Madison,WI 53719. Job Truss (Truss Type (Qty IPIy 9517563 1641629 1739 Special Truss 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:01:22 2015 Page 1 • ID:?bOLzXtEKIAGgjc?Rj82eTzgXgr-3FoWoTkCRZ2dCcbZRyBBJYnQg2RXPLWDVATsYPzXjAB 2-8-0 5-11-8 12.6-8 15-10-0 181'-0 2-M 343.8 3 3 8 33-8 3316 241-0 j SOY.1]�.1 4 e.05 12 1x5 G Sys 2 Yle V= 00— 6 2 _ 82 Y 02 i 1 t0 71 Li 12 S 2.4 II h4 II YS 11 us II I 2.8.0 9-3-0 15-10-0 18.6-0 2 8-0 6-7-0 6-7-0 213-0 Plate Offsets MY):: 1:0-3-8 Ede [2:0-34,0-2-01.f6:0-34,0-2-01, :0-3-8 Etl e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loo) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) 0.16 9-10 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.25 9.10 >863 180 BCLL 0.0 Rep Stress Ina YES WB 0.39 HOrz(TL) 0.20 7 n/a Na BCDL 5.0 Code FBC2010/'rP12007 (Matrix) Weight:94 to FT=20% I LUMBER BRACING OP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 33-7 oc pudins. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 716-6 oc bracing. B2:2x6 SP SS MiTek recommends that Stabilizers and required cross bracing be installed WEBS 2x4 SP No.3 during truss erection in accordance with Stabilizer Installation guide. WEDGE Lett 20 SP No.3,Right:2x4 SP No.3 REACTIONS -71(LC78 (min.0-1-8),7=483/0-7-4 (min.0-1-8) Max Horz 1 Max Uplift 1=-157(LC 12),7=157(LC 13) S S Max Grav 1=573(LC 2),7=573(LC 2) •� CEN$ {� FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ` F••- \� TOP CHORD 1-2=-980/610,2-3=-2299/1427,3-4=-890/561,4-5=890/581,5.6=-2299/1427,6-7=-980/610 BOT CHORD 1-112=4491756,2-11=548t375,10-11=-600/1094,9-10=-600/1094,6-9=-5481375,7-8=-449!756 WEBS 4-10=-379/608,5-10=-471/383,5-9=662/1109,3-10=-471!383,3-11=-662/1109 34869 l !i NOTES (8-10) — _ 1)Unbalanced roof live loads have been considered for this design. 2)Wnd:ASCE 7-10;VuH=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf:BCDL=3.Opsf;h=25ft;Cat.II;Exp C;End.,GCpi=0.113;MWFRS(envelope) and C-C Extenor(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 W 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. STATE OF 4)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom -{�•• FL OR'Q P •.•'•�� ; chord and any other members. v ••.-•,,.• \ �� 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 It,uplift at joint(s)except at--lb)1=157,7=157. '7/� 'O N Al- 7)"Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the ( ((( responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9)Note Visually graded lumber designation SP,represents new lumber design values as per SPIB. 10)Truss Design Engineer Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 l it LOAD CASE(S) Standard I, March 24,201: WARNING-Verrry desiar,oaramerers and READ NOTES ON THIS AND INCLUDED M17EY.REFERENCE PAGE M11-6473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 7 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTP11 Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute 583 D'Onofno Drive.Madison WI 53719. �Truss Truss Type �Qty Ply 19517565 1829• '741 Half Hip Truss 1 1 'Job Reference o tional Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Mar 24 13:0124 2015 Page 1 I D:?WLzXtEK1 AGgjc?Rj82eTzgXgr-?evHC91TzB ILRwkyZNAcOzsjir4MtCMVyUyzcHzXjA9 7-1-0 11-6-0 15-10-0 17-9-0 7-1-0 45-0 440 1-11-0 Swk•115.8 a�a xo_ � s e 71 Li rz e.as F s Tt s.s= z 53 ' s to xrz= x4= as a s, Li u e 7 = z.4 II b4 x4 II x4= us II 2-8-0 9541 15-10-0 17-9-0 2-8-0 6-10.0 64-0 1-11-0 Plate Offsets KY): 1:0-2-11 Ede 1:0-0-0 0-1-21,[2:0-3-0,0-2-01,14:0-3-0,0-2-01 ' LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) 0.22 10.11 >940 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.58 Vert(TL) -0.26 10-11 >786 180 . BCLL 0.0 Rep Stress Ina YES WB 0.63 Horz(TL) 0.14 7 rda Na BCDL 5.0 Code FBC2010rrP12007 (Matrix) Weight 115 Ib FT=20% I I LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-1 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. B2:2x6 SP No.2,B4:2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed WEBS 2x4 SP No.3 during truss erection in accordance with Stabilizer Installation guide. WEDGE Left 2x4 SP No.3 REACTIONS (lb/size) �8(MCch 7=457/Mechanical,1=467/0-7-4 (min.0-1-8) Max Horz 1 Max Uplift7=-18D(LC 9),1=137(1_C 12) io� SMax Grav 7=554(LC 2),1=554(LC 2)FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. EN�FTOPCHORD 1-2=-910/470,2-3=-2350/1777,3-4=-789/495,6-7=-573/397 BOTCHORD 1-12=570(783,2-11=-643/619,10-11=-790/987,9-10=-370/4943�8�9WEBS 3-11=-1179/1355,3-10=-467/444,4-10=-321/476,4-9=-4487354,6-9=412/595 NOTES (8-11) 1)Wnd:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf,BCDL=3.Opsf;h=25ft,Cat.II;Exp C,Enc.,GCpi=0.18;MWFRS(envelope)and C-C Extedor(2)zone:C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. ATE OF 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-"wide will fit between the bottomchord and any other members. -...••5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. G_ 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except at--lb)7=180,1=137. ////'ON A`•• 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 10)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address.1109 Coastal Bay Blvd.Boynton Beach,FL 33435 11)Use Simpson HTU26 to attach Truss to Carrying member LOAD CASE(S) Standard ISI I I March 24,201: A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MI7EK REFERENCE PAGE MII-7475 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. .. Applicability of design parementers and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTP11 Duality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofno Drive,Madison,VN 53719. ob Truss Truss TypeQty ply 19517567 1629 T43 Half Hip Truss 1 1 Job Reference o fional BuiMers FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:01:25 2015 Pagel ID:?bOLzXtEKI AGgjc?Rj82eTzgXgr-UgTfQVm5kUQC34J875hrwAPsDFQeckofBBhWBkzXjA8 i 7-7-0 15-0-017-9-0 7-7-0 7-11-0 2-3-0 i I 5xa= 2a+I I sr�v.r X3.6 i 4 5 T3 T2 us 3 2.4 A ma a.o0>z 2_ T dd i b� In97 6 7 9 0 a pa II 3 4= 3y6= Aa= 9-0-0 17-9-0 Plate Offsets X Y: 1:0-3-8 Etl e. 4:0.3-00-2-0 LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) I/def! Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) -0.27 6-8 >768 240 MT20 244/190 - TCDL ZO Lumber Increase 1.25 BC 0.64 Vert(TL) -0.37 6-8 >562 180 BCLL 0.0 Rep Stress Ina YES WB 0.29 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code FBC2010fTP12007 (Matrix) Weight:101 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.4-5 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-2-7 oc bracing. j WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5.6,4-8,4.6 WEDGE I MiTek recommends that Stabilizers and required cross bracing be installed Left:2x4 SP No.3 Ouboo fuss erection,in accordance with Stabilizer Installation guide. REACTIONS (!b/size) 6=571/Mechanical,1=492/0-7-0 (min.0-1-8) Max Horz 1=291(LC 12) Max UpIA6=-230(LC 12),1=-120(LC 12) Max Grav 6=571(LC 1),1=554(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \CENSE TCP CHORD 1-2=4884/332,2-3=-807/402,3-4=-718/429 ti 130T CHORD 1-8=-643/829 _ r WEBS 2-8=-467/498,4.8=-536/789,4.6=-6361533 * 34869 NOTES (8-11) 1)W4nd:ASCE 7-10,Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft,Cat.!I;Exp C;Encl.,GCpi=0.18;MWFRS(envelope)_ -D I and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 = _ 2)Provide adequate drainage to prevent water ponding /' 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Zli 4)-This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom STATE OF chord and any other members.with BCDL=5.Opsf. .F�ORID P'.• \�� 5)All beanngs are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Ot-Ib)6=230,1=120. //// /0 �S� ..••'•.. \\ 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. // O(ts!AL \\� 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the /1 r 11 responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 10)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 11)Use Simpson HTU26 to attach Truss to Carrying member LOAD CASE(S) Standard March 24,201: WARNING-Verity design parameters and READ N07-ES ON THIS AND INCLUDED MITEK REFERENCE PAGE mfr-'74,,BEFORE US=. j Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenfers and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown I is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee construction erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control.storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Uob Truss Truss TypeQy Py 19517569 1641829 T45 Half Hip Truss 1 1 I Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:0126 2015 Page 1 ID'?bOLzXtEK1AGgjc?Rj82eTzgXgr-yD11dgn)jVoZ3hDuLgoC4TOx3xFlcL4zo0oR4hAz)jA7 7-0-1 13-10-8 17-9.0 7-0.1 6-10-7 3-10� sn= sue-r1o.s� ]x4 I 3 4 n i i 8u 2 x _ 7 s e c s A4 us= B-9-9 17-9-0 B-9-9 8-11-7 Plate Offsets X Y: [3:0-3-0,0-2-01 LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) -0.28 5-7 >743 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.56 Vert(TL) -0.39 5-7 >539 180 BCLL 0.0 Rep Stress Ina YES WB 0.75 Horz(TL) 0.02 5 rVa nia BCDL 5.0 Code FBC2010/1'PI2007 (Matrix) Weight:97 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-9 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-1-9 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed WEDGE tlurin truss erection in accordance with Stabilizer Installation uide. Left 2x4 SP No.3 REACTIONS (Ib/size) 5=564/Mechanical,1=501/Mechanical Max Horz -2 Max Uplift 5=-201(LC 112),1=-133(LC 12) Max Grav 5=564(LC 1),1=561(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. �CENSF TOP CHORD 1-2=-955/398,2-3=-Bl B/431 '` J BOT CHORD 1-7=-062/874,6-7=-2131266,5-8=-2131286,8-9=-213286,5-9=-213/286 LVEBS 2-7=-426/450,3-7=428/688,3-5=5961465 eo� 34869NOTES (8-11)1)VJlnd:ASCE 7-10;Vult=t30mph(3-second gust)Vastl=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope)_ 1711 Zand C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding.3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ATEThis truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom OF chord and an other members,with BCDL=5.0 sf.5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi.5 Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)except Qts truss. --Ib)5=201,1=133. / / B)Tnes manufactid ured prtoduct s dess including igned ned as an individual vidur end al bui d ng componenxity model was usedt. suitability the analysis nand use of thisnd design of componentfor an articular building Is the O �� \\\\ � ) P 9 9 P Po YP g responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 10`Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 j 11)Use Simpson HTU26 to attach Truss to Carrying member LOAD CASE(S) Standard I i March 24,201 WARNING-Verify de gr,parameters ena REAL NOTES orr 17HIS AND INCLUDED M'TEK REFERENCE PAGE MN-7473 BEFORE USE II Design valid for use only with MiTek connectors This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional perrnanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bradng,consult ANSVTP11 Quality Criteria,DSB-99 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofno Drive,Madison,WI 53719. Pop !Truss Truss Type Qty - Ply 19517571 l 1641829 1T47 Hip Truss 1 1 job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc, Tue Mar 24 13:01:27 2015 Page 1 ID:?bOLzXtEKI AGgic?Rj82eTzgXgr-ODbPrAnLG6hwI NTXEVkJObUG43224bayfSAdDczXjA6 1-10 8 6-8-8 B-7-0 1-10.8 4-10-0 1-10-8 sow:w•.1• ss- l 2 e e s em r rz i L—! 4 A1 �' vn vaF. wv n of 11 E 12 is 14 is s Is rto II >m= I fo 1-10.8 6-8-8 8-7-0 1-10-8 4-10-0 1-10.8 Plate Offsets X,Y): [1:0-2-5,0-1-81,[2:0-M,0-2-81.[5:0-3-8,04-8 i LOADING(psf) SPACING 2-0 CSI - DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.06 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.11 5-6 >911 180 BCLL 0.0 Rep Stress Ina NO WB 0.47 Horz(TL) 0.02 4 n/a n/a BCDL 5.0 Code FBC2010/TPI2G07 (Matrix) Weight:43 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-9 oc purlins. BOT CHORD 2x6 SP N0 .2 BOT CHORD Rigid ceiling directly applied or 8-6-6 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=1577/0-7-4 (min.G-2-2),4-1208/0-7-4 (min.0-1-11) Max Horz 1=-16(LC 4) Max Uplift 1=-568(LC 5),4=-481(LC 9) Max Grav 1=1795(LC 2),4=1416(LC 22) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-2348/817,2-7=1941/689,7-8=-1942/689,8-9=-1942/689,3-9=-1942/689,3-4=-2200/763 BOT CHORD 1-10=-673/1923,10-11=-673/1923.6-11=£73/1923,6-12=-710/2082,12-13=-71012082, ��•' �(',E1�js+fi i 13-14=-71012082,14-15=-710/2082,5-15=-710/2082,5-16=-020/1798,4-16=-620/1798 •• i WEBS 2b=-290/1225,3-5=-256/1104 r i NOTES (11-13) �• 34869 i 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph,TCDL=4.2psf;BCDL=3.Opsf,h=25$Cat.Il;Exp C;Encl.,GCpi=0.18;MWFRS(envelope), (/��t.1• ,' L.L Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •••,��'+ l 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom STATE OF•.•• chord and any other members. ••,•F��R)0 P. V` j 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. _ V 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt--lb)1=568,4=481. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Hangers)or other connection device(s)shall be provided sufficient to support concentrated load's)17 Ib down and 82 Ib up at 1-10-8,65 Ib up at 3-1-1,65 Ib up at 4-3-8,and 65 Ib up at 5-5-15,and 74 Ib up at 6-8-8 on top chord,and 551 Ib down and 143 Ib up at 0-7-12,555 Ib down and 148 Ib up at 1-6-4,9 Ib up at 1-10-8.5 Ib up at 3-1-1,555 Ib down and 152 Ib up at 3-6-4,5 Ib up at 4-3-8,5 Ib up at 5-5-15,555 Ib down and 151 Ib up at 5.64,and 9 Ib up at 6-8.8,and 555 Ib down and 145 lb up at 7-6-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 11)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 12)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 13)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard 1)Regular.Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(ptf) Vert:1-2=-04,2-3=-44,3-4=-44,1-4=10 Continued on oaae 2 March 24,201: ® WARNING-vert(v design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE VII-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown and is for an individual building component. l Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSUTPH Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'0nofno Drive,Madison,WI 53719. I I Job �iTruss Truss Type Qty Ply 19517572 1829 1T48 Monopitch Truss 1 1 Job Reference(optional Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:0128 2015 Page 1 ID?bOLzXtEK1 AGgjc?Rj82eTzgXgr-uP9n2WoZ1 PpnwX2joDFYYp1 RNTU5p865t6wAl2zXjA5 5-0-0 5-0-0 b4 II Sn4.1'18.6 2 j .SM It T1 WI t II 91 I 5 m4= 74II LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates increase 1.25 TC 0.39 Vert(LL) -0.03 1-3 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0,46 Vert(TL) -0.06 1-3 >904 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 Na We BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:24 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins, except end verticals. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, WEBS 2x4 SP No.3M'Tek recommends that Stabilizers and required cross bracing be installed un t uss erecti on..in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 1=309/0-7-4 (min.0-1.8),3=410/Mechanical Max Horz 1=94(LC 8) Max Uplift 1=-70(LC 8),3=149(LC 8) Max Grav 1=368(LC 2),3=489(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. S.K NOTES (9-12) i 1)Wlnd:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf,BCDL=3.Opsf;h=25ft,Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope), `1J~.• •\OEN F•. ILumber DOL=1.(;0 plate grip DOL=1.60 ? i 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottor% 86Wa. 74 chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding.100 Ib uplift at joint(s)1 except Qt=1b)3=149. — ?\ _ 6)"Semi-rigid pitchbreaks inducting heels"Member end fixity model was used in the analysis and design of this truss. �7)Hangers)or other connection devices)shall be provided sufficient to support concentrated Ioad(s)283 Ib down antl 63 Ib up at 2-0-12,and 263 Ib down -- I and 63 It,up at 4-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. STATE OF 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). i •'• 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the '•..ST FC ORIO P". •' responsibility of the building designer per ANSI TPI 1 as referenced by the building code. .f1 •'••••••' ��\* 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE. / v \ 11)Truss Design Engineer Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 ////�O N A`�^ \ 12)Use Simpson HTU26 to attach Truss to Carrying member LOAD CASE(S) Standard 1)Regular.Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-44,1-3=10 Concentrated Loads(ib) Vert:4=-237(F)5=237(F) i March 24,201: WARNING-Verify design parameters and.READ NOTES ON THIS AND INCLUDE.^MITEK REFERENCE PAGE 01-7473 BEFORE USE. - - �- Design valid for use only with MITek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracng to insure stability during construction Is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Be' fabrication,quality controlstorage,delivery,erection and bracng,consult ANSUTPII Quality Criteria,DSB-89 and BCSt1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofno Drive.Madison,WI 53719. ;Job Truss Truss Type Qty Ply 19517573 641829 T49 Hip Truss 1 1 Job Reference tional Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 212.12 MITek Industhes,Inc. Tue Mar 24 13:01:29 2015 Page 2 ID:?bOLzXtEK1 AGgjc?Rj82eTzgXgr-MbjAGspbojxeYhdwMwmn5OZVFskDYQUF6mfkHVzXjA4 LOAD CASE(S) Standard 1)Regular.Lumber Increase=1.25,Plate Increase--1.25 Uniform Loads(plf) Vert:1-2=44,24=44,4-5=44,6-11=10 Concentrated Loads(lb) Vert:2=-96(B)4=96(B)10=-358(6)7=358(B)12=-19(B)13=-19(B)14=-19(B)15=19(B)16=-111(B)17=111(B)18=-111(B)19=111(8) I I I I i i I I i j I i I III III ! i �I I I i i WARNING-Veri4,design parameters and READ NOTES ON THIS AND INC:UDEG M'YEK'REFERc'NCE PAGE MU-7473BEFORE USE. Design valid for use only with MiTek connectorsThis design is based only upon parameters shown.and is for an individual building component. - Applicability of design paramenters and proper incorporation of component is responsibility of building designer not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSUTP11 Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 90nofno Drive,Madison,WI 53719. ,Job !Truss Truss Type ichy Ply 1 1641829 T51 Hip Truss 1 1 19517575 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:01:30 2015 Page 1 ID:?b0LzXtEKI AGgjc?Rj82eTzgXgr-goGYTCgDZ13V9rC6veHOdE61gG4gHtgOLQPHgxzXjA3 5-7-12 114)-0 12.6-0 17-10-4 23-6-0 5-7-12 544 1-641 5-4- 5-7-12 I - Y5- SwM•1]Bai 1x5= 3 rz aro+z .s a Z a i as II z'°I + s I� ,,l 1 m ° a.4_ ++tea= m= us We= —_t s.e 11-0-0 12-6 0 23-6-0 11-0-0 1-641 11-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.53 Vert(LL) -0.34 7.8 >830 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.60 7-8 >467 180 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.04 7 n/a n/a BCDL 5.0 Code FBC201017PI2007 (Matrix) ! Weight:132 Ib FT=20% F11E BRACING RD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 5-9-5 oc purlins, except end verticals. RD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 7.4-14 oc bracing. 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed dunng=that in accordance with Stabilizer Installationguide. REACTIONS (Ib/size) 11 27/0-5-8 (min.0-1-8),7=627/0-5-8 (min.G-1-8) Max Horz 11=-1121LC 10) Max Uplift l l=-199(LC 12),7=199([-C 13) Max Grav 11=743(LC 2),7=743(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-263/169,2-3=-934/635,34=-803/631,4-5=934/635,5-6=-263/169 BOT CHORD 10-11=1611/965,9-10=-3401740,8-9=340040,7.8=-607/962 �� 1J •.••.., // WEBS 2-10=-271/323,5-6=271/323,2-11=-946/647,5-7=-9467647 a� ��'•` \GEN$F NOTES (9-11) 1)Unbalanced roof live loads have been considered for this design. 34869 and 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph,TCDL=4.2psf;BCDL=3.Opsf,h=25ft,Cat.Il;Exp C;End.,GCpi=0.18;MWFRS(envelope)— r and C-C Extenor(2)zone:,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. `YI � ...... 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Yk' /t,�.� 5)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom--- STAT O `. W chord and any other members. _ i 6)Ali bearings are assumed to be SP No.2 crushing capacity of 565 psi. ••- •R��R)p P 7 Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except at-lb)11=199,7=199. s�• • •. \�� 8;"Semi-rigid pitchbreaks inducting heels"Member end fixity model was used in the analysis and design of this truss. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. _ 11)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard I March 24,201: ',,:ri I g WARNfNG-Veriry�desrori parameters and READ NOTES ON THIS ANL INCLUDED'M?EY REFERENCE PAGE Mfi-i 473 BEFORE USE -- Design valid for use only with MiTek connectors.This design is based only upon parameters sham,and is for an individual building component. Applicability of design pamrrenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillky of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTPN Duality Criteria,DSB-89 and BGSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofno Drive.Madison,WI 53719. ob ITruss Truss Type Qty Ply 19517577 641829 IT53 Half Hip Truss 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:01:32 2015 Page 1 ID.?bOLzXtEKt AGgjc?Rj82eTzgXgr-mAOluurU5eJCP8LU13JUjfB5Q4nilsFhojuOugzXjA1 7-1-4 13-11-0 18-6-8 23-5.8 7-1-0 6-9.12 4-7-8 411-0 I[5= Soo.1'MA 3 5 I em t2 >N i 2 tl5 i 1 1=1 a, e e r n u to M5= 34 hell �— 7-14 13-11-0 23-5-8 7-14 6-9-12 9-6-8 Plate Offsets X 1:Ed a D-1-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (10c) 1/defi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) -0.34 6-7 >816 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.77 Vert(TL) -0.51 6-7 >548 180 BCLL 0.0 Rep Stress Ina YES WB 0.44 Horz(TL) -0.02 6 rVa n/a BCDL 5.0 Code FBC2010RPI2007 (Matrix) Weight:149 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc purlins, except end BOT CHORD 2x4 SP No.2 verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-6-2 oc bracing. WEBS 1 Row at midpt 5-6,2-7,4.6 i MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide REACTIONS (Ib/size) 6=731/0-5-0 (min.0.1.8),10=552/0-5-8 (min.0-1-8) Max Horz 10--242(LC 12) Max Upiift6=-246(LC 9),10=182(LC 12) Max Grav 6=741(LC 2),10 741(LC 2) � �S FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. �- `� \GENg •. TOP CHORD 1-2=-1147/580,2-3=-799/408,3-4=-668/437,1-10-759/436 J -� BOT CHORD 9-10=-534/306,8-9=-816/1053,7-8=-81611053,7-11=-294/436,11-12=-294/436,6-12=294/436 WEBS 2-7=-056/446,4-7=-286/464,4-5=-806/560,1-9=-309!771 r 34869 •• NOTES (8-10) ]� 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph,TCDL=4.2psf;BCDL=3.Opsf,h=25ft;Cat.II;Exp C,Encl.,GCpi=0.18;MWFRS(envelopes and C-C Exterior(2)zone:end vertical left exposed;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1.60 � ...... 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. STATEF 4)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-"wide will fit between the bottom •••• chord and any other members,with BCDL=5.Opsf. ••, F(�R)p P -•• �\ 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. �� ••..... 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=11b)6=246,10=182. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. // o YA'M- 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the (/ responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 10)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd,Boynton Beach,FL 33435 LOAD CASE(S) Standard II I I I March 24,201: WAR14ING-Verify design parameters and READ NOTES ON.THIS AND INCLUDED MITFK REFERENCE PAGE Mf;-747:BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI1TP11 Quality Criteria,DSB-39 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'0nofno Drive,Madison,WI 53719. ob ITruss Truss Type Qty Ply 19517579 1829 IT55 Half Hip Truss 1 1 Job Reference o ti nal Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:01:33 2015 Page 1 ID:?bOLzXtEKIAGgjc?Rj82eTzgXgr-FNyg5Es6syR301whbmgjFsklrU93UBNg1 NdxQGzXjAO 6-2-0 12-0.8 17-11-0 23-5-8 6_2-0 5-10-8 5 10 8 5fi 8 30= Swk•155.1' 5 6 I U4 4 h6% 4 3 YIA am 12 2 K5 s+n 1 m 12 s v s u 11w= N4- h6_ Y6= 7,611 b611 I 9-1-0 17-11-0 _ 235-8 9-14 8-9-12 5-0-8 � LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deg Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) -0.20 8-10 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.30 8-10 >916 180 BCLL 0.0 Rep Stress Ina YES WB 0.96 Horz(TL) -0.03 7 Na rVa BCDL 5.0 Code FBC2010/rP12D07 (Matrix) Weight:159 Ib FT=20% i i LUMBER BRACING TOP CHORD 2x4 SP Not TOP CHORD Structural wood sheathing directly applied or 5-5-12 oc pur ins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-2-8 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-7,4-8,5-8,6-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. j REACTIONS (lb/size) 7=773/0-5-0 (min.0-1-8),11 83/0.5-8 (min.0.1-8) Max Horz 11=315(LC 12) Max Uplift7=-264(LC 12),11=171(LC 12) Max Grav 7=773(LC 1),11=741(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. �� S S.K TOP CHORD 1-2=-262219,2-3=-1079/480,3-4=-974/501,4-5-504230,5E=-013271,6-7=-896/606, CEN •. 1-11=-255224 BOT CHORD 10-11=-896/1131,10-12=-010/826,9-12=-010/826,9-13=-610/826,B-13=-610/826 3 } � i WEBS 2-10=-242/325,4-10=-212/389,4-8=-621/508,6-8=565/860,2-11=-1010/355 'r % I NOTES (8-10) _ * 34869 1)Wind:ASCE 7-10,Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf,BCDL=3.Opsf,h=25ft;Cat.II;Exp C,End.,GCpi=0.18:MWFRS(envelope):: and C-C Extenor(2)zone;end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. `'p 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ; 4)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-"wide will fit between the bottorrr- W STATE OF chord and any other members,with BCDL=5.Opsf. � .'• '•,��\ 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. •. F(QR{(�P .•• \ 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt—Ib)7=264,11=171. s� •. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the // O NM- responsibility A -responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 01/ 111110\ 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 10)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869.Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 t LOAD CASE(S) Standard I I March 24.201: A WARNING-Verity design parameters and READ NOYES ON THIS AND INCLUDED MfTEV RE=ERENCE PAGE MB-7473 BEFORE USE wx Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary tracing to insure stability during construction is the responsibilliy of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage..delivery..erection and bracing,consult ANSVTPII Quality Criteria,DSB-89 and 13CSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. ;Job ITruss Truss Type IQy Ply 19517581 1 1641829• T57 Half Hip Truss 1 1 J b Referen o tional Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:01:34 2015 Page 1 ID:?bOLzXtEKIAGgjc?Rj82eTzgXgrjZW3JZtkdFZweSVt8UMyo4HQ3tXCDlr G1NVzizXjA? 610-0 L 13-4-8 19-11-0 21-11-0 23-5 6-10-0 6-M 6 6 8 2-0-0 1.6-8 i 6 I 9.8 a1.i H 3 8.00 12 3.4 f 2 ae i 8 1 St2= S.I.II 5 t� 13 12 11 10 y,.II u6— Us 5 8= Z 4 II I 6-10-0 1 13-4-8 19-11-0 23-5-8 6-10-0 5-" 6fi-8 Plate Offsets(X Y): [8:0-24,0-2-8] I I LOADING(psg SPACING 2-" CSI DEFL in floc) I/dell Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) 0.06 11-13 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.11 10.11 >999 180 BOLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.04 15 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:193 Ib FT=20% I j LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.0-1 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-2-15 oc bracing. B3:2x4 SP No.3 WEBS 1 Row at midpt 7-15,4-9,6-8,5-8 WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed dunng truss t s r ion in a rtlan with tabili er Installation guide REACTIONS (Ib/size) 1425/0-5-8 (min.0-1-8),15=625/0-3-0 (min.0-1-8) Max Horz 14=388(LC 12) Max Uplift 14=-145(LC 12),15=-343(LC 12) Max Grav 14=741(LC 2),15=741(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. I TOP CHORD1-2=-1075/417,2-3=-744/241,3-4=-614/263,4-5=-386/132,8-15=-840/666,1-14=-721/347 .; BOT CHORD 13-14=-755/351,12-13=-902/1045,11-12=-902/1045,5-9=408/571,8-9=-255/•310 ` ��,•'• \CENSE •.•. WEBS 2-11=-431/403,4-9=-484/399,1-13=1721740,5-8=803663,9-11=-588/702 NOTES (9-11) 34869 7C ')Wind:ASCE 7-10,Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf,BCDL=3.Opsf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18,MWFRS(envelope)_ and C-C Extenor(2)zone;end vertical left exposed'C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2�Provide adequate drainage to prevent water ponding. � ...... _ 31 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. j 4;'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom„ STATS O chord and any other members. ,•��\ 5;Ali bearings are assumed to be SP No.2 crushing capacity of 565 psi. -n'•••F�ORjQ P , 61 Bearing at joint(s)15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. v� •., Provide mechanical connection(by others of truss to bearing late capable of withstanding 100 lb uplift at oint(s)except t—Ib 14=145,15=343. \ \ 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. -/r O N A1- 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 101 Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 11)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 I j LOAD CASE(S) Standard I I II March 24.201: A WARNING-Verih design parameters and READ NOTES ON'rH S AND INCLd5Z6 MITEK REFERENCE PAGE W-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay j fabrication,quality control,storage,delivery,erection and bracing,consull ANSVTPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. blob (Truss Truss Type Qly Ply 1 1 1 - 1 19517583 1829 IT59G MONOPITCH TRUSS 1 1 1 'Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:01:35 2015 Page 1 ID:?bOLzXtEKt AGgjc?Rj82eTzgXgr-Bl4RVWuMNZhnGc43iBtBKHpiNHzcyJO7Uh62V9zXjA_ 4-6.4 i 4S-0 i 2.4 II SwM•1'1l.5 4 i I 2.4 II sin t2 3 2.4 11 T1 3 via s1z t ST, i I al � ! T e s 34 II 2.4 II 2.411 2.4 II LOADING(psf) SPACING 2-" CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.15 Vert(LL) n/a n/a 999 MT20 244/190 TCDL TO Lumber Increase 1.25 BC 0.09 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 5 rVa n/a BCDL 5.0 Code FBC2010rrPI2007 (Matrix) Weight 23 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 4-5-4 oc pudins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 I MiTek recommends that Stabilizers and required cross bracing be installed OTHERS 2x4 SP No.3 i during truss erection.in accordance with Stabilizer Installation guide. REACTIONS All bearings 4-0-4. (lb)- Max Horz 8=101(LC 12) Max Uplift All uplift 100 Ib or less at joint(s)5,6 except 7=-141(LC 12) Max Grav All reactions 250 Ib or less at joint(s)8,5,7.6 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (11-13) \ �Vv'` •rCrENSF _• ,<\ 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C:Encl.,GCpi=0.18;MWFRS(envelope) -- gable end zone and C-C Exterior(2)zone;end vertical left exposed,C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1.60 "* 12) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as ! 34869 applicable,or consult qualified building designer as per ANSIfrPI 1. }t _ 3)Gable requires continuous bottom chord bearing. 4/Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). = _ 5)Gable studs spaced at 1-4-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. .•�`V 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom STATE OF chord and any other members. •, R�pRjQ P 8)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)5,6 except Qt=1b)7=141. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �// IQ NAL 11)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 12)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 13)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard March 24,201: ~W'ARNIA'G-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITE((REFERENCE PAGE"1;-7 47-BEFOP.E USE - - - Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity,of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality wntrol.storage,delivery,erection and bracing.consult ANSVTP11 Duality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job 'Truss Truss Type pry Ply 1 19517584 641829 lT60 Half Hip Truss 1 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 Mi ek Industries,Inc. Tue Mar 24 13:01:36 2015 Page 2 ID?bOLzXtEKIAGgjc?Rj82eTzgXgr-fxepkFu 8tpetmfGGuOQtVMnTh9?hbEHjLscObzXj9z LOAD CASE(S) Standard 1)Regular Lumber Increase=1.25:Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-44,3-6=-44,7-13=-10 1 Concentrated Loads(lb) Vert:3=-98(B)10=-111(B)11=-296(6)6=18(B)14=-18(B)15=-18(B)16=-18(B)17=-18(B)18=-18(8)19=-18(B)20=111(B)21=-111(B)22=-111(B)23=111(6)24=-111(B) I. i I I I i I i I I i I III i \ I I I i i I I II i i ' I I i I � g WARNING-Verify oesigc parameters anC READ NOTES ON THIS AND INCLUDED MIT EY,REFERENCE PAGE M!I-74r'3 BEFORE USE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown '�. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity,of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality controlstorage,delivery erection and bracing,consult ANSI/TPH Quality Criteria,DSB89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofdo Drive,Madison,VN 53719. ob Truss Truss Type Qty Py 1829 iT62 Half Hip Truss 1 1 19517586 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:01.37 2015 Page 1 ID:?bOLzXtEK1 AG4c?Rj82eTzgXgr-78CBxbvcvAxWwESgcvfQiuzX5TsQ4fQy?b9Y1 zXj9y 5-7-12 11-M 16-1-12 21-3-8 5-7-12 544 5-1-12 5-1-12 �= SOM�138.8j - be I 3 e8 aae FIT eta 2 Wb 34 G 1 Bi B2 18 8 7 11 12 tae Imo= m8— ave tri=6 1 012 11-0-0 21-3.8 1-112 1 9-114 10-3-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.49 VBrt(LL) -0.40 6.8 >602 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.59 6-8 >414 180 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.02 6 n/a n/a BCDL 5.0 Code FBC2010rrP12007 (Matrix) Weight:129 lb FT 20% LUMBER BRACING TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-3-6 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 6=635/0-3-8 (min.0-1-6),9=616/0-5-8 (min.0-1-8) Max Horz 9=187(LC 12) Max Uplift6=-224(LC 9),9=167(LC 12) Max Grav 6=648(LC 2),9=696(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. io, � ITOPCHORD 2-3=-752/392,3-4=-637/410,1.10=321/0 BOTCHORD 8-9=-645!779,7-8=-304/449,7-11=-304/449,11-12=-304/449,6-12=-304/449WEBS 2-9=-904/512,2-8=-172/281,4-8=-1751309,4-6=-710/500,1-9=-132/259NOTES (8-10) 34869 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf,BCDL=3.Opsf:h=25ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope)—and C-C Extenor(2)zone,cantilever left exposed;end vertical left exposed;C-C for members and forces&MWFRSfor reactions shown;Lumber DOL=1.60plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. - �3)This Wss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-"tall by 2-0-0 wide will fit between the bottonr� ATE OF chord and any other members,with BCDL=5.Opsf.5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. GRID6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt--Ib)6=224,9=167. \`✓\ 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. t 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the // Q f Yp�M- v responsibility of the building designer per ANSI TPI 1 as referenced by the building code. /011111W 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 10)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard I I March 24,201: 1. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MHJZ73 BEFCJP!E USE, -' Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown li is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSIrrPl1 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,WI 53719. 1 ob ITruss Truss Type iOty Ply 19517568 1629 T64 Halt Hip Truss 1 1 Job Retereno tional Builders FirstSource, Jacksonville,Ft 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Mar 24 13:01:38 2015 Page 1 ID:?bOLzXtEK 1 AGgjc?Rj62eTzgXgr-bKIZ8xwF gU3M73peNJQ uywR6?Vv99a FZAfLi5TzXj9x 7-7-12 15-M 21-3-8 _ 7-7-12 7-04 6-3-8 1 5xe= SOM•1'49.1 3.4 11 4 5 T3 I I Z N9 - 6.09 WT T I 4x5 10 1 m l 4.5= J.e- 5.4= 8.8B 1 7-7-12 15.0.0 21-3-8 1 7-7-12 744 6-3-8 Plate Offsets X 1:0-2-00-1-8 4:0-6-0 0-2.8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) -0.08 9-10 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.14 9-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) -0.02 6 n/a rVa BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:1371b FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-8 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-0-3 oc bracing. WEBS 20 SP No.3 WEBS 1 Row at midpt 5-6,2-7,4-6 MiTek recommends that Stabilizers and required cross baring be installed during truss erection in accordance with Stabilizer Installation guide_ REACTIONS (Ib/size) 6=64410-3-8 (min.0.10,10=587/0-5-8 (min.0-1-8) Max Horz 10=260(LC 12) Max Uplift Max G av 6=6 2(LC 2),110�72(LLC 2) C 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \ / TOP CHORD 1-2=-9501434,2-3=-5441224,3-4=-4621249,1-10=6791370 �: •• �CENSF'•�/� j BOT CHORD 9-10=-558282,8-9=-709/879,7-8=709/879,7-11=-307/445,6-11=-307/445 •• �' WEBS 2-7=-526/484,4-7=-2181439,4-fi=-747/518,1-9=-185/628 Nores (8-10) * 34869 * -_ 1)Wind:ASCE 7-10,Vult=130mph(3-second gust)Vasd=101mph;TCDL=42psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C,End.,GCpi=0.18;MWFRS(envelope)' and C-C Extenor(2)zone.end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4 , Z Al'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-D-0 wide will fit between the bottonf-- STATE OF `�/ chord and any other members,with BCDL=5.Opsf. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. '• R' P. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1D Ib uplift at joint(s)except(jt-Ib)6=222,10=156. s(� '•t ORj� \ 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �j/ tJ j 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the I responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9)Note:Visually graded lumber designation SP.represents new lumber design values as per SPIB. 10)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 i LOAD CASE(S) Standard I I it March 24.201: I I A WARNING-Verify aesign parameters and READ`h6tES Oh'tN:S AND INCLUDED MITEV REFERENCE PAGE M11•7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paamenters and proper incorporation of component is responsioility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing 10 insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bating of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTPft Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofno Drive.Madison,WI 53719. Job (Truss Truss ype Q1 ty 19517590 641829 T66 PRUSST �Ply n Reference(optional Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:01:412015 Page 1 ID:?bOLzXtEKI AGgjc?Rj82eTzgXgr-0vRinzy7zPSx_XYD3S_baY3W0iuNMwEOtdZNiozXj9u 1-10.12 2-10-12, 6612 1141-1 16-9-7 21-10-12 24 -12 1-10.12 1-0-0 341-0 5.1-5 5-1-5 5-1-5 2�i-0 I sa."1:404 >b - 0= 944= s z s 7 za e o i see F,_2 U I vl¢ vw n as as u s i6 i5 19 w 91 >2 14 99 N 99 m —N6 I 1 b4 I I z h4= 4.6= 34= a! $ n zx4 I I i .4= to 1/ 9e 9s= 24 N4 II IQ e Ike= 1 1-10.12 2-10-12, 6Fi-12 1 11.8-1 { 16-9-7 2L)-110-12 21-10-12 z4•6-12 1-10.12 1-" 341-0 5-1-5 5-1-5 4--5 1-0-0 2.6-0 Plate Offsets X 1:0-6-0 0-0-3 3:0-7-7 0-1-4 4:080 0-2-8 LOADING(ps{ SPACING 2-0-0 CSI DEFL in (loc) Ildefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TO 0.97 Vert(LL) 0.40 3-16 >728 240 MT20 244/190 1 TCDL 7.0 Lumber Increase 1.25 BC 0.64 Vert(TL) -0.63 3-16 >461 180 BCLL 0.0 Rep Stress Ina NO WB 0.45 Horz(TL) 0.47 10 n/a n/a BCDL 5.0 Code FBC20101TPI2D07 (Matrix) Weight:2971b FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 5-4-3 oc purlins, except end verticals. T1:2x6 SP SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 2x4 SP No.2`Except- 6-0-0 oc bracing:2-17 B2,B4,B7,B8:2x4 SP No.3,B5:2x6 SP SS,B6:2x6 SP No.2 9-7-15 oc bracing:13-15. WEBS 2x4 SP No.3 10-M oc bracing:11-12 REACTIONS (lb/size) 1=1378/Mechanical,10=1508/0.5.8 (min.0.1-8) Max Horz 1=128(LC 8) Max Uplift 1=-795(LC 8),10=4159(LC 5) Max Grav 1=1633(LC 2),10=1787(LC 2) FORCES (Ib)-Max.Comp./Max Ten.-All forces 250(lb)or less except when shown. j C ENtc TOP CHORD 1-2=-924/382,2-3=-1004/457,34=4967/2621,4-22=-53262705,22-23=-5324/2706,5-23=-5324/2706, ,��,•' � .�� 5-24=4583/2269,6-24=-458312269,6-25=458312269,7-25=4583/226917-26---1810/878, 26-27=-1810878,27-28=-1810/878,8-28=-1810/878,8-29=-1722/839,9-29=-1722/839,9-10=1758/873 BOT CHORD 3-17=-297/566,3-16=2494/4645,16-30--2542/4731,30-31=-2542/4731,15-31=2542/4731, ! 34869 15-32=-2706/5324,14-32=-2706/5324,14-33=-2706/5324,33-34=-2706/5324,13-34=-2706/5324, — tt 13-35=-2269!4583,35-36=2269/4583,36-37=-2269/4583,12-37=-2269/4583 = -� +•1 �' WEBS 4-16={605/1041,4-15=-227/640,5-13=-803/479,7-13=-509/948,7-12=-2994/1501,9-12=11622385 NOTES (11-14) W 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: STATE OF \ Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-9-0 oc. F��R(y P t�i`•�� Bottom chords connected as follows:2x4-1 row at 0. g 9-0 oc,2x6-2 rows staggered at 0-9-0 oc. 1• .• ` \ Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have ^i been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. //01111110"/r r,,(()'1,\\\ 3)Wind:ASCE 7-10,Vult=130mph(3-second gust)Vasd=101mph,TCDL=4.2psf,BCDL=3.Opsf,h=25ft;Cat.It;Exp C,End.,GCpi=0.18;MWFRS(envelope); Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - 6)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 341-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)All bearings are assumeo to be SP No.2 crushing capacity of 565 psi. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Ot=Ib)1=795,10=859. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. li i Continued on Daae 2 March 24,201: A WARNING-.Verify desior parameters and READ NOTES ONTHIS AND INCLUDED MiTEK REFERENCE PAGE M7-7473 BEFORE USE. - Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity,of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control.storage,delivery,erection and bracing,consult ANSVTPII Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofdo Drive,Madison,W 53719. blob Truss Truss Type Qty Ply 19517591 1829 IT67 Hip Truss 1 1 lJob Reference(optional) i Builders FimtSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:01:42 2015 Page 1 ID:?bOLzXtEK1 AGgjc?Rj82eTzgXgr-U5?4_Jzlkjaobh6Pc9Vg7mckK6AC5P_95HJwEFzXj9t 22I 8-6-12 15-4-8 23-4-12 24-4-12 _IL2-10-12 56-0 6-9-12 B-04 1-0-0 Sw4•IQ7 h. 6 7 e 608 FT57 1 na T1 al / 14 19 11 11 y Z — 9x8= 5 71 Lj h4 II h1— 6 1a 8x6= h4 II sxa II 1-10-12 2-10-12 86-12 15-4-8 20-10-12 a1-10-12• 24 -12 1-1 1-0 0 5-&0 6-9-12 56-4 1-0 0 Plate Offsets X Y: 1:0-0 0 0-0-11 3:0.1-2 0-0-15 3:0-06 0-2-0 4:06-0 0-2-8 :0-3-00-2-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.80 Vert(LL) 0.74 3-14 >394 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.88 3-14 >331 180 BCLL 0.0 Rep Stress Ina YES WB 0.36 Horz(TL) 0.58 9 nla n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:143 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP Not`Except' TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc purlins, except end verticals. T1:2x6 SP SS BOT CHORD Rigid ceiling directly applied or 5-2-4 oc bracing. Except: BOT CHORD 2x4 SP No.2'Except 10-M oc bracing:10-11 B2,B4,B7,B8:2x4 SP No.3 WEBS 1 Row at midpt 5-11 1 WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed ss erection in accordance with Stabilizer Installation guide REACTIONS (Ib/size) 1=653/Mechanical,953/0-5-8 (min.0-16) I Max Horz 1=154(LC 12) Max Uplift 1=-183(LC 12),9=-239(LC 9) Max Grav 1=774(LC 2),9=774(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. �� `lw•+ �CiEN F•"4� i TOP CHORD 1-2=-435/89,2-3=-441/147,3.4=1598/962,4-5=-1492/957,56=-572/378,6-7-542/359 .7 •+ i BOT CHORD 3-15=-198/282,3-14=1006/1525,13-14=-1005/1529,12-13=-1005/1529,11-12=932/1485, 6-11=-334/267 * 34869 WEBS 5-11=-1021A645,7-11=-617/981,7-9=-812/497 tt NOTES (9-12) _' T ?\ _ 1)Unbalanced roof live loads have been considered for this design. �Jv'J...... 2)Wlnd:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope)—� t,, and C-C Extedor(2)zone:C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1.60 ,� W 3)Provide adequate drainage to prevent water ponding. STATE OF �\ 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ;•F[OR)p P , 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom (s •.••..•;. \��'� chord and any other members. // SIO 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt–Ib)1=183,9=239. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 11)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address.1109 Coastal Bay Blvd.Boynton Beach,FL 33435 12)Use Simpson HTU26 to attach Truss to Carrying member LOAD CASE(S) Standard i I March 24,201: iWAR14ING-Veritydesign parameters and READ NOTES ON THIS AND INCLUDED M17EK REFERENCE PAGE MK-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity,of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 11 D9 Coastal Bay fabrication,quality controlstorage,delivery,erection and bracing,consult ANSV PI1 Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofiio Drive,Madison,VVI 53719. ob (Truss Truss Type Qly Ply 19517593 1829 T69 Hip Truss 1 1 ' 'Job Referenceo ti nal Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:0144 2015 Page 1 ID:?bOLzXtEKIAGgjc?Rj82eTzgXgr-QU7rP_??GKgVr GokaXICBh45vrpZGaSZbo117zXj9r 7-8-12 12-612 191-12 21-10-12 24-0-12 748-12 4-10-0 610-0 2-6-0 2-&0 , S-•1:115 5xS= 46= 3 6 T3 a1 r T2 Us c a. `w s 4 ho File ai em tz a m T1 es es is 11 is 11 31 u W II ab 2 18 b1 II d131 b1 L4= i 17 0 a1 I; b1 II e.e I 1-10.12 2-10.12 7-8-12 12 6 12 19.4-12 20.10.12 21-10 12 24_4 1� 1-10.12 1-0-0 4-10-0 4-10-0 610-0 1�'s-0 1.0.0 28-0 Plate Offsets X 1:0-0-0 0-0-11 2:0-31.Etl a 3:0-0-0 0.2-0 3:0.1-2 0-0-15 4 0-3-0Ed a 5:0-6-0 0-2-8 [11:0-5-8,0-2-121 LOADING(pyo SPACING 2-0.0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.79 Vert(LL) 0.63 3-15 >458 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 SC 0.85 Vert(TL) -0.75 3.15 >388 180 BCLL 0.0 Rep Stress Ina YES WB 0.54 Horz(TL) 0.50 9 n/a n/a BCDL 5.0 Code FBC2010/P12007 (Matrix) Weight:154 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2'Except TOP CHORD Structural wood sheathing directly applied or 3-"oc purlins, except end verticals. T1:2x6 SP SS BOT CHORD Rigid ceiling directly applied or 4-10-0 oc bracing. Except: BOT CHORD 2x4 SP No.2*Except* 10-0-0 oc bracing:10-11 1 B2,B4,87,B8:2x4 SP No.3 WEBS 1 Row at midpt 5-12 WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and bracing required cross bcing be installed � during truss erection in accordance with Stabilizer Installation guide REACTIONS (Ib/size) 1=653/Mechanical,953/0-5-8 (min.0-1-6) Max Horz 1=182(LC 12) Max Uplift 1=-207(LC 12),9=166(LC 12) Max Grav 1=774(LC 2),9=774(LC 2) ``\��\ S S•{( /J// FORCES (tb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ti\ GENSi TOPCHORD 1-2=-435/95,2-3=-441/154,31=1798/1137,4-5=-1165!769,5-6=-078/517,67=754/527, ` J •• i 7-8=-5187342,8-9=-808/527 BOT CHORD 3-16=-202285.3-15--120911753,14-15=-1207/1755,13-14=-1207/1755,12-13=-004/975, 34869 ••• * _ 11-12=-274/438,7-11=-497/326 j WEBS 4-13=-894/689,5-13=-272/459,5-12=123289,8-11=-4221675,7-12=-177/362 NOTES (9-12) 1)Unbalanced roof live loads have been considered for this design. �...... 12)Wind:ASCE 7-10;Vuft=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Dpsf,h=25ft:Cat.11;Exp C;Encl.,GCpi=0.18:MWFRS(envelope) NATE OF and C-C Exterior(2)zone:,-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1.60 •• �� 3)provide adequate drainage to prevent water ponding. '• F�flR)�P . 4•I This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •.•, ,•• ` 1 5)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-"wide will fit between the bottom c //r S! •• �\�1� ord and any other members. Q N Al- \� 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. / /(j 7)Provide mechanical mnnection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except at-lb)1=207,9=166. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Tnis manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 11)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address.1109 Coastal Bay Blvd,Boynton Beach,FL 33435 '2)Use Simpson HTU26 to attach Truss to Carrying member LOAD CASE(S) Standard i March 24,201 WARNING-Vel,design parameters and READ MOTES ON THIS AND INCLUDED dff7EK REFERENCE PAGE Mu-'G73 BEFOPE USE. _ Design valid fa use only with MiTek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabncation,quality control,storage,delivery,erection and bracing.consult ANSVTPI1 Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. i IJob 'Truss Truss Type IQty Ply 19517595 1641829 T71 Special Truss it 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:01:46 2015 Page 1 ID'?bOLzXtEKt AGgjc?Rj82eTzgXgr-MtEbggOGox4D41QBr?ZmHcmQ?jXU 1 E?IOvH7NOzXj9p ' 9-5.4 15-11-12 21-10.1212 9-5-4 6� 8 5-11-0 2-0 0 S ! i ! I I e . s. sm u wi In m r es to 12 tt a.II ^' t a.II ms= us= Syll e� a a.u Be a.II m= rs s j us= a.I I a.II � 1-10.12 -10-12, 9-54 15-11-12 20-10.12 21-10.12 24:-a42 1-10.121-10.121000 6-6-8 6-6-8 4-11-0 1-0-0 2 Plate Offsets X.Y: 1:0-0-0 0-0-11 2:0-3-4 Ede 3:0-M 0-2-0. 3:0.1-2 0.0-15 4:D-2-8 Etl a 10:0-5-8 0-2-12 LOADING(pyo SPACING 2.p-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.82 Vert(LL) 0.81 3-13 >360 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.94 3-13 >307 180 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.59 8 Na n/a BCDL 5.0 Code FBC2010rTP12007 (Matrix) Weight:148 Ib FT=20% I LUMBER BRACING TOP CHORD 20 SP No.2`Except* TOP CHORD Structural wood sheathing directly applied or 2-10.13 oc purlins, except end T1:2x6 SP SS verticals. BOT CHORD 2x4 SP No.2`Except* BOT CHORD Rigid ceiling directly applied or 5-0-5 oc bracing. Except: B2,B4,B7,B8:2x4 SP No.3 10-0-0 oc bracing:9-10 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-11 MiTek recommends that Stabilizers and required cross bracing be installed L dunna truss erection in accordance with Stabilizer Installation guide REACTIONS (Max Horz 1=20411=653/Mechanical, C�finical,853/0-5.8 (min.0.1-8) 0 1, Max Uplift/=-219(LC 12),8=-2D0(LC 12) Max Grav 1=774(LC 2),8=774(LC 2) EN i FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ` `F \` i TOP CHORD 1-2=-435/101,2-3=-441/161,3-4=159911009,4-5=-872/6D9,5-6=-850/604,6-7=5361358, y 1 7-8=-819/535 7[ 7C BOT CHORD 3-14=-206288,3-13=-1045/1521,12-13=-1044/1524,11-12=-1044/1524,10-11-332/503, 34869 - ! 6-10=-536/405 WEBS 4-11=-976/758,5-11=-270/395,7-1D=-491/750 NOTES (8-10) 1)Unbalanced roof live loads have been considered for this design. 411 2)vvind:ASCE 7-10;Vult=130m h 3-secondgust)Vasd=101m h;TCDL=4.2 sf;BCDL=3.0 sf;h=25ft:Cat.It Ex C;Enc.,GC x0.18;MWFRS(envelope) i STATrE OF and C-C Extenor(2)zone:C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 •FL P 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •. Qf�ja.• �� !4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom •• {� 1 chord and any other members. �/�7��N A,,• �rr\!�4 5)Ali bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt--lb)1=219,8=200. 7)"Semi-rigid pitchbreaks inducing heels"Member end fixity model was used in the analysis and design of this truss. I 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 10)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard March 24.201; WARNING-'Venfy design parernefers and READ NOTES ON THIS AND INCLUDED WTEK RE=ERENCE PAGE W-7473 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibiltty of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,.storage,delivery,erection and bracing,consult ANSV P11 Quality Criteria,DSB49 and BCS11 Building Component Boynton Beach,FL 33435 Safety Infomtation available from Truss Plate Institute,583 D'Onofno Drive,Madison,WI 53719. ILob 'Truss Truss Type Qty Pty 19517597 1641829 11 t4 Hip Truss 1 1 Job Reference do al Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:01:49 2015 Page 1 ID:?bOLzXtEK1 AGgjc?Rj82eTzgXgr-nSwjSi284sSoxm9mX77TvEOyLwZbEPgBRVo_LzXj9m v I 733 14-M 173 25-2.8 30.5-0 3573 39-11-0 42-5-0 788 7.3.0 23-12 734 523 5-23 43.8 23-0 Sok•113.2 I SS= 45= 4x5= 34= h4 11 US_ 4 S 6 t B S 4xB i 4x5 3 10 4x5 Sao t2 Y4 i 11 2 v IV2 W 3 a 4 Be e6 i M i 1 2i4 It 16 13 ?. Be i 4= US= h4= N4 I •iyii tE b4 I US .i— Boa= z= 1411 24 23 Z? 21 M5x14= .411 9x8 II 5x6= 3x6— SS= 2x4 I 733 14-93 173 4 25-23 2 8 30 5-0 3573 38-11-0 3 11 42-50 71x8 73-0 23-12 734 -0 d 4-23 523 3 33 1-0-0 23 0 Plate Offsets X 1:0.2-0D-13 3:0-3-0Ed 4:080 0-2-8 9:03-0 0-23 14:0-53 0-2-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.75 Vert(LL) 0.27 17 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 125 BC 0.87 Vert(TL) -0.44 18-19 >999 180 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.17 12 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:310 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 4-113 oc bracing. Except B3,B5,B8,B9:2x4 SP No.3 10-"oc bracing:17-18,13-14 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 2-21,4-21,17-19 MiTek recommentls that Stabilizers and required cross bracing be installed dLnng truss erection in accordance with Stabilizer Installabon_guide REACTIONS (Ib/size) 24=1137/0-58 (min.0-1-11),12=1137/0-5-8 (min.0-1-11) 1 Max Uplift 24=3224(LC12),12=332(LC 8) \\ Max Grav 24=1348(LC 2),12=1348(LC 2) � FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \CEN S •. / TOP CHORD 1-2=-2162t1299,2-3=-1921/1213,34=-1839/1237,4-5=-1996/1378,5-6=-242411623,6-7=-2023/1360, 7-8=-2023/1360,8.9=-2023/1359,9-10=-1543/1001,10-11=-909/572,1-24=-1383/872,11-12=-1395/869 BOT CHORD 23-24=-352230.22-23=-1285/1912,21-22=-1285/1912,5-19=-693/421,16-17=-142a/2374, 34869 15-16=-75011295,14-15=501/812,10-14=-915/605 ._ WEBS 2-21=-352!349,4-21=-402220,4-19=-600/1024,5-17=-300/586,6-16=309/396,B-16=-283/227, 9-16=1143/1045,9-15=-389260,10-15=-336/653,1-23=-943/1701,19-21=-986/1682,17-19=-1184/1909, — — 11-14=763/1240 ` I NOTES (9-11) STATS OF 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10:Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.11;Exp C;Encl..GCpi=0.18;MWFRS(envelope) •F��R{DP �� and C-C Extenor(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 s� 3)Provide adequate drainage to prevent water ponding. /// �\�' j 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O N A� \� 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 33-0 tall by 2-0-0 wide will fit between the bottom ` chord and any other members. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt--Ib)24=324,12=332. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss- ! 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the j responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP.represents new lumber design values as per SPIB. 11)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869.Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard March 24,201: A WARNING-VerP+y desion parameters and READ NOTES ON THIS AND INCLUDED MTTEY.REFERENCE PAGE MP-7473 SE�ORE USE- - - Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 11 D9 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSIRPII Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofno Drive,Madison WI 53719. !Job iTruss Truss Type IQty Pty 1 19517599 X641829 T75 Hip Truss 1 1 b Reference o tional Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MTek Industries,Inc. Tue Mar 24 13:01:52 2015 Page 1 c ID:?bOLzXtEKIAGgjc?RjB2eTzgXgr-BOcs4j51 NngNoDtKCFgAV1AOU58a2Rr1dOrkSafzXjgj 5 1 -12 11-64) 175 4 18 9 8 23-7-8 2955 35-95 42-5-0 5-10.12 5-7-4 6-04 134 4-9-15 61-0 6-1-0 6 75 sor•tns l 2.4 II 6 7 5 1 3.4 4 ss c 3 ° d .aa MT di 314 i 13 W11 10 2 3 Y°4 l 11 1 s 1 21 22 14 22 1324 12 1B t° 17 16 — 9.4= 20 _ h°II us= ]rt us= 2.4 II 5-10.12 115-0 1754 23-75 32-9-0 42-5-0_ 5-10.12 5-74 6-04 1 6-14 9-1-9 95-0 Plate Offsets X 6:0-3-0 0.2-0. 7:D,3-0.0-2-0 15:0-2-8 0.2-8 FTTD NG(psf) SPACING 2-" CSI DEFL in (loc) I/defi Ud PLATES GRIP 200Plates Increase 1.25 TC 0.66 Vert(LL) -0.31 12-14 >999 240 MT20 244/190 70 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.52 12-14 >972 180 00Rep Stress Ina YES WB 0.66 Horz(TL) 0.14 11 Na fila 5.0 Code FBC2010/TPI2007 (Matrix) Weight:274 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-14 oc purlins, except end verticals. i BOT CHORD 2x4 SP No.2'ExceY BOT CHORD Rigid ceiling directly applied or 4-10-2 oc bracing. Except: B3:2x4 SP No.3 1 Row at midpt 5-15 + WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-15,6-15,6-14,8-14 iMITek recommends that Stabilizers and required cross bracing be installed Fd, truss erection in accordance with Stabilizer Installation guide REACTIONS (Ib/size) 11=1256/0-3-8 (min.0-1-14),2D--1223/0-4-10 (min.0.1-13) Max Horz 0Max Uplift 11=357(LC 8` 1' 3),20=-357(LC 12) \\\ Max Grav 11=1348(LC 2),20= `� 1348(LC 2) \�\ S 11 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. �� 1J�•` CEN •l� i,, TOP CHORD 1-2=-2256/1321,2-3=-2250/1363,34=-2151/1362,4-5=-2192/1378,55=-2200/1509,6-7=-1856/1258, 7.8=-2106/1324,8-9=-2706/1651,9-10=2815/1630,10.11=-3033/1736,1-20=-1497/909 BOT CHORD 18-19=-1088/1948,17-18>1088/1948,5-15=-273284,15-21=-711/1679,21-22=-711/1679, '* 34869 ••• 14-22=-711/1679,14-23=-10842184,13-23=-10842184,13-24=-10842184,12-24=-1084/2184, 11-12=-14472635 _ WEBS 2-19=-305237,6-15=-592!792,7-14=334/607,8-14=-687/538,8-12=-23a/478,10-12=-354/376, T - 15-17=-958/1870,1-19=-1022/1856 =�, �'.•-.•- ` NOTES (9-11) STATE OF 11 Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) •FLOR10P .•'• and C-C Extenor(2)zone:C-C for members and forces&M WFRS for reactions shown;Lumber DOL=1.60 plate grip Encl., •.•, 3)Provide adequate drainage to prevent water ponding. j4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ///// A,,, \\� 5)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 35-0 tall by 2-0-0 wide will fit between the bottom J J chord and any other members,with BCDL=5.Opsf. 6)Al!bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt--Ib)11=357,20=357. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note.Visually graded lumber designation SP,represents new lumber design values as per SPIB. 11)Truss Design Engineer Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard March 24.201: WARNING-Verifp design parameters and READ NOTES ON THIS AND INCLUDED M!TEK REFERENCE PAGE MI:-7473 BEFORE USE Design valid for use only with MITek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity,of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSUTP11 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofno Drive,Madison,W 53719. Job 'Truss Truss Type Qry Ply 1641829 T77 Common Truss 2 1 19517601 "0'R ference o tional Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 212.42 MiTek Industries,Inc. Tue Mar 24 13:01:54 2015 Page 1 ID:?bOLzXtEKI AGgjc?Rj82eTzgXgr-7PjcVP6HvP452X1jJgjecl6glaFJvi3ws8DZfYzXj9h 73-3 14-2-13 21-2-8 28-2-3 35-1-13 42-5-0 73-3 6-11-11 T 6-11-11 6-11-11 611-11 733 sor•1:roe Sv6= 5 1 II 6 6 616 13 4,5 a5 2 via Me 6 ea II ws II 1 \ 6 1�1 M 11 17 14 16 15 16 12 A 11 to Us= a6= 5x,= ei6= I 10.9.0 21-2-8 31-8-0 42-5-0 10-9-0 10-5-8 10-5-8 10-9-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) -0.39 11-13 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.60 11-13 >839 180 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.13 10 We n/a BCDL 5.0 Code FBC2010rrPI2007 (Matrix) Weight:251 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 5-4-8 oc bracing. B2:2x4 SP No.1 WEBS 1 Row at midpt 5-13,6-13,4-13,2-16,8-10 WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 16=1298/Mechanical,10=1296/Mechanical Max Horz 16=-187(LC 10) Max Uplift 16=-370(LC 12),10=370(LC 13) Max Grav 16=1348(LC 2),1D=1348(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-315!268,2-3=-2439/1415..3-4=2314/1439,4-5=-1891/1211,5-6=-1891/1211,6-7=2313/1437, 7-8=-2438/1413,8-9=-299/244.1-16--305/271,9-10=298260 '+� `1w'r 10ENSF••• �i BOT CHORD15-16=-11432125,15-17=90711911,14-17=-907/1911.14-18=-90711911,13-18=-907/1911, J 13-19=-906/1910,12-19=906/1910,12-20=906/1910,11-20=-906/1910,10-11=-11402123 i WEBS 5.13=-760/1249,6-13=-646/537,611-161/331,8-11=-176278,4-13=-6471538,4-15--163/332, * 3486wa, •• 2-15=-176281,2-16=-2329/1239,B-1 D--2320/1229 _ NOTES (8-11) — _ 1)Unbalanced roof live loads have been considered for this design. -�•t ' 2)Wind ASCE 7-10;Vult=130mph(3-second gust)Vasa=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Enc.,GCpi=0.18;MWFRS(envelope) 441~ and C-C Exterior(2)zone,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. STATE OF *• 4)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom '• •FL GRID P.• �� chord and any other members,with BCDL=5.Opsf. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. //� tJ//0N - 7) ` 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=lb)16=370,10=370. // O N A y \ 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 10)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869.Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 11)Use Simpson HTU26 to attach Truss to Carrying member LOAD CASE(S) Standard i March 24,201! -- I WARNING-Verily design parameters and READ NOTES ON7`R:9'ANC INCCUDf i 07EK REFERENCE PAGE Mtf-74?3 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay i fabrication,quality control.storage,delivery erection and bracing,consult ANSVTP11 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. ;Job '!Truss Truss Type Qty Ply j (641829 x'778 Hip Truss 1 1 19517603 J Reference o tional Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:01:57 2015 Page 1 ID:?bOLzXtEK1 AGiyc?Rj82eTzgXgr-Y_PISR99CKTfv_ml?pGLDwkLT9H964RMY6RDGtzXj9e 6-10-7 ( 13 5 5 20-0-4 22-4-1228 11-11 35.6-9 42-5-0 6-10-7 6b 15 6-6-15 24-8 6-6-15 6-6-15 6-10-7 Sak•1:TLA 5 8 2 s s ti em F 46 i Ye C a 2 VAS Ne Us II y8 II 10 1 17 ti 18 20 15 1A 21 19 22 12 11 16 L = 14= ae= us= A.= Ire I I 10-1-1a zo-0-4 zz-4-1z 3232 _ 42-5-0 10-1-14 9-10 2-4-8 9-10.6 10.1-14 Plate Offsets X [5:0-3-0,D-2-01, 6:0b-0.0-2-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) 441 12-14 >999 240 MT20 2441190 TCDL 7.0 Lumber Increase 125 BC 0.89 Vert(TL) -0.66 12-14 >772 180 BCLL 0.0 Rep Stress Ina YES WB 0.82 Horz(TL) 0.13 11 n1a nia BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:277 lb FT=20% LUMBER BRACING TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.6-5 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-5-5 or.bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-15,6-15,7-14,2-18,9-11 MiTek recommentls that Stabilizers and required cross bracing be installed Au0n.to pec ornefinn in arrnrdance wi h Stabilizer Installation guide REACTIONS (Ib/size) 18=1284/0.5-8 (min.0-1-14),11=1284/Mechanical Max Horz 18=-178(LC 10) Max Uplift 18=-364(LC 12),11=364(1-C 13) Max Grav 18=1348(LC 2),11=1348(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\ •• ,(� TOP CHORD 1-2=-288253,2-3=-2417/1408.3-4=2298/1431,4-5=1909/1228,5-6=-1671/1176,6-7=1907/1227, +� \ ` \GENSF 7-8=-2297/1429,8-9=-2416/1406,9-10=-271/229,1-18=-285256,10-11=-277245 ` •• r BOT CHORD 17-18=-1132/2088,17-19=930/1914,16-19=-930/1914,16-20---93011914,15-20--93011914, •� r 14-15=E01/1518,14-21=-929/1913,13-21=-929/1913,13-22=-929/1913,12-22=929/1913, , 34869 •••• * �_ 11-12=-11282086 _ iWEBS 4-17=-135297,4-15=-610/505,5-15=344/576,6-14=-347/580,7-14=-614/507,7-12=134/297, 2-18=-2319/1239,9.11=-2311/1230 _ •'••- NOTES (9-12) 1)Unbalanced roof live loads have been considered for this design. STATE bF 2)Wnd:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf,h=25ft,Cat.Il:Exp C Encl..GCpi=0.18;MWFRS(envelope) •••��\ and C-C Extedor(2)zone,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1.60 '.t I ORS D P ,•' (•,� 3)Provide adequate drainage to prevent water ponding. S� '•. \1J 1 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-"wide will fit between the bottom chord and any other members,with BCDL=5.Opsf. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt--Ib)18=364,11=364. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 11)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 12)Use Simpson HTU26 to attach Truss to Carrying member 1 LOAD CASE(S) Standard i March 24,201: A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEr REFERENCE PAGE M11-7413 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction 1s the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer,For general guidance regarding 1109 Coastal Bay fabncation,quality control,storage,delivery,erection and bracing,consult ANSUTP11 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. bob iTruss Truss Type (City Ply 19517605 1629 jT80 Hip Truss1 1 ob Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:01:59 2015 Page 1 ID:?bOLzXtEK1 AGgjc?Rj82eTzgXgr-UNXVZ7AQkxjN81wh6ElpJLpdGy?eaymf?QwJKIzXj9c 7-0-0 12&12 17-11-12 21: 2 28$-0 3-4 35-5-8 39-14 7-0-0 5 6-12 5 5-0 5-5-0 5 3-4 3-54 3.4-4 37-12 i s4r"lass] 3.s= Us e= 3 1 s e t 6x0 0 � � II e e 14 ft, art= 19 31 32 1°I 31 17 35 1. % 37 33 '5 Q 41 L�I 3.4= 48= 3.4= 3.= 13 u 11 11 7-0-0 12-0-12 17-11-12 23.4-12 28-84 32-1-0 39-14 7-0-0 56-12 5-5-0 5-5-0 5-34 3 7-0-0 Plate Offsets X12:G-5-8,0-2-41,[8:G-6-0.0-2-81,[14:0-2-12.0-3-01 LOADING(psi I SPACING 2-0.0 CSI DEFL in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.85 Vert(LL) 0.29 16-18 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.76 Vert(TL) -0.38 16-18 >900 180 BCLL 0.0 Rep Stress Ina NO WB 0.90 Horz(TL) 0.11 13 n/a We BCDL 5.0 Code FBC2010RPI2007 (Matrix) Weight:215 Ib FT=20% LUMBER BRACING i TOP CHORD 2x4 SP M 31*Except* TOP CHORD Structural wood sheathing directly applied or 2-5-6 oc puriins, except end verticals. T2:2x4 SP No.2,T3:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 3-7-14 oc bracing. I BOT CHORD 2x4 SP No.2*Except* WEBS 1 Row at midpt 4-15,6-14 B3:2x6 SP No.2MiTek recommends that Stabilizers and required cross bracing be installed WEBS 2x4 SP No.3 during truss erection in accordance with Stabilizer Installation guide REACTIONS (Ib/size) 1=1218/0-3-8 (min.0-1-11),13=3191/0-4-12 (min.0-4-7),11=275/0-5-8 (min.0-1.8) Max Horz 1=85(LC 7) Max Uplift 1=-933(LC 5),13=-2397(LC 5),11=-488(LC 21) Max Grav 1=1445(LC 21),13=3783(LC 2),11=384(LC 7) 0- FORCES FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. `�v, \C�N ��\•- �i I TOP CHORD 1-2=-2788/1807,2-20=-2825/1840,20-21=2825/1840,3-21=-2624/1840,3-22=-2187/1409, 3 22-23=-2187/1409,23-24=-2187/1409,4-24=-2187/1409,4-5=-503/356,5-25=-503/356.25-26=-503/356, � 6-26=503/356,6-27=-14262258,27-28=-14262258,28-29=-1426/2258,7-29=-1426!2258, � * ••,-)k 7-30=-14152242,8-30=1415/2242,8-9=-576/962 34869 BOT CHORD 1-19=-16212421,19-31=-16342438,37-32=-16342438,18-32=-16342438,18-33=1817/2825, 33-34=-18172825,17-34=18172825,17-35=-18172825,16.35=-18172825,16-36=-13752187, 36-37=-13752187,37-38=-13752187,15-3B=-13752187,15-39=-2901503,39-40=290/503, 40-41=-290/503,14-41=290/503,13-14=-36942345,7-14=-443276,11-12=-636/398 t' WEBS 2-19=-31x/542,2-18=271/543,3-16=768/529,4-16=3611601,4-15=-2018/1299,6-15=-779/1230, ;•��C.! 6-14=-32712071,8-14=2166/1404,8-12=-628/973,12-14---677/422,9-12=-396215,9-11=498/828 STATE OF NOTES (11-13) - Sl••'•F�>�Rjp 1)Unbalanced roof live loads have been considered for this design. S t •••-'''• �� 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope); JO end vertical right exposed;porch left exposedJ I;Lumber DOL=1.60 plate grip DOL=1.60 - //) N Al- 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Ot=lb)1=933,13=2397,11=488. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)219 Ib down and 254 Ib up at 7-0-0,87 Ib down and 101 Ib up at 9-0-12,117 Ib clown and 101 Ib up at 11-0-12,87 Ib down and 101 Ib up at 13-0-12,117 Ib down and 101 Ib up at 15-0-12,87 Ib down and 101 Ib up at 17-0-12,87 Ib clown and 101 Ib up at 19-0-12,87 Ib down and 101 Ib up at 20-0-8,87 Ib down and 101 Ib up at 22-0-8,87 Ib down and 101 Ib up at 24-0-8,87 Ib down and 101 Ib up at 26-0-8,87 Ib down and 101 Ib up at 28-0-8,and 22 to down and 57 Ib up at 30-0-8,and 157 Ib down and 217 Ib up at 32-1-4 on top chord.and 313 Ib down and 222 Ib up at 7-0-0,50 lb clown at 9-0-12,50 Ib down at 11-0-12,50 Ib down at 13-0-12,50 Ib down at 15-0-12, 50 Ib down at 17-0-12,50 Ib down at 19-0-12,50 Ib down at 20-M,50 Ib down at 22-0-8,50 Ib down at 24-0-8,50 Ib down at 26-0-8,50 Ib down at 2B-M,and 131 Ib down and 83 Ib up at 30-0-8,and 421 Ib down and 387 Ib up at 32-0-8 on bottom chord. The design/selection of such connection clevice(s)is the responsibility of others. Continued on page 2 _--- March 24,201: A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mlr-7473 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Braang shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additions:permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery.erection and bracing,consult ANSIITP11 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive.Madison,W 53719. Pot, ,'Truss Truss Type �Qty Ply I I � I 19517606 I ' � 641829 'T81 Half Hip Truss 1 1 I Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:01:59 2015 Page 1 ID:?bOLzXtEKI AGgjc?Rj82eTzgXgr-UNXVZ7AQlmjN81wh6E IpJLpI WyWax8p?QwJKIzXj9c 4-1-0 7-1 D-8 101'x0 4-1-0 3-9-0 2-7.8 3t II BOM�t]H.5 - Bx8= , Lirz I 6.00 12 5x8 2 wl AS 610 wit Bi p 10 6 14= 10x12 s ++ s a,10 II s.10 W,m= 41-0 7-1D-B 10.6-0 4-1-0 3-M 2-7.8 Plate Offsets X.Y): [3:D-",0-2-81,[6:0-3-8,0-5-01,[7:0-3-8,0-4-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Wall Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.08 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.16 6-7 >776 180 MT18H 244/190 BCLL 0.0 Rep Stress Incr NO WB 1.D0 Horz(TL) 0.02 5 n1a Na BCDL 5.0 Code FBC2010lrP12007 (Matrix) Weight 81 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-10 oc purlins, except end BOT CHORD 2x6 SP SS verticals. i WEBS 2x4 SP No.3`Except` BOT CHORD Rigid ceiling directly applied or 8-2-5 oc bracing. W5,W2:2x4 SP No.2,W1:2x8 SP 24011F 2.0E WEBS 1 Row at midpt 3-5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide REACTIONS (Ib/size) 5=3949/0-5-8 (min.0-4-14),8=3020/0-5-8 (min.0-3-12) Max Uplift 519 ) 5(LC8),8=-865(LC 8) \\�,}}j 1 (I(///!/ \ =1 Max Grav 5=4144(LC 2),8=3189(LC 2) \\ V FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ,� ' •,CE(�J�F••.� � j TOP CHORD 1-2=-35611964,2-3=-1643/442,1-8--2450/677 •7 BOT CHORD 8-9=-282/521,7-9=-282/521,7-10=961/3140,6-10=961/3140,6-11=-451/1533,5-11=-451/1533 r i WEBS 2-7=-552/1964,21=-2152/679,3-0=-1010/3545,3-5=-3359KJ89,1-7=-7072729 * 34869 * _ NOTES (11-13) )� _ 1j Wind:ASCE 7-10:Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf,BCDL=3.Opsf,h=25ft,Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope),— _. Lumber DOL=1.60 plate gnp DOL=1.60 . 2l Provide adequate drainage to prevent water ponding. ` 3)All plates are MT20 plates unless otherwise indicated. STATE OF `• 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .•��\ 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom _••., F�QR'p P, chord and any other members. S '•..... 6,Al:bearings are assumed to be SP N0.2 crushing capacity of 565 psi. /// 71 Provide mechanical connecfion(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except at-Ib)5=1195,8=865. // O N A� \\ j 8;"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9i Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1338 Ib down and 374 Ib up at 2-0-8,1338 Ib down and 383 to up at 4-M.1338 Ib down and 380 Ib up at 6-0-8,and 1338 Ib down and 380 Ib up at 8-0-8,and 1338 Ib down and 380 Ib up at 10-0-6 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 111)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the j responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 21 Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE 13)Truss Design Engineer Julius Lee,PE:Florida P.E.License No.34869.Address.1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard 1)Regular.Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-04,3.4=-44,5-8=-10 Continued on page 9 March 24,201 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER RE-ERENCE PAGE M11-74y3Y85-ORE USE Desigr valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of desgn paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control.storage,delivery,erection and bracing,consult ANSII P11 Quality Criteria,DS&89 and BCSH Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. {uob iTruss 'Truss Typ 10ty, Ply j 19517607 1641829 iT82 Hip Truss '1 Job Reference(optional) f Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MTek Industries,Inc. Tue Mar 24 13:02:00 2015 Page 1 ID:?bOLzXtEKt AGOG?Rj82eTzgXgr-yZ4umSB2VFrEmSUtgxp2rZLypMOGJWzpE4gtsCzXj9b 2315 5-10-1 8-2-0 2315 3-6-2 2315 se= 2 e 10 s 6.00� T2 ys c T1 Tt 4 1 YO yW W I at 7 11 12 U10= ]re e b�11 s 2H II 2315 5-10-1 _ 8-2-0 1 2315 3-6-2 2315 Plate Offsets X,Y): [2:0-64),0-2-81,r7:D-3-80-3-8 LOADING(psf) SPACING 2-" CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.23 Vert(LL) -0.02 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 125 BC 0.55 Vert(TL) -0.04 6-7 >999 180 j BCLL 0.0 Rep Stress Incr NO VVB 0.45 Horz(TL) 0.00 5 We n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:103 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-"oc purlins, except end verticals. BOT CHORD 2x6 SP Not BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2x4 SP No.3 I REACTIONS (Ib/size) 8=1976/0-5-8 (min.D-1-8),5=2323/0-5-8 (min.0-1-8) Max Horz 8=-16(LC 4) Max Uplift8=-733(LC 8),5=-825(LC 9) Max Grav 8=2DB6(LC 2),5=2445(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. t� `;`$ S• , TOP CHORD 1-2=-2484/876,2-9=2371/836,9-10=-2371/836,3-10=2371/636,3-4=-2609/904,1-8=-2106/743, \ 1J �\ 4-5=-2189(756 ;,�� v -•' // BOT CHORD 7-11=-7882252,11-12=-788!2252,12-13=-78812252,6-13=-788/2252 ` \`J••• \GENSP i WEBS 2-7=-212/899,3-0=-255/1023,1-7=802/2312,4-6=-8322377 7 NOTES (12-14) * 34869 ^; • 2-ply truss to be connected together with 10d(0.131"xW)nails as follows: �/ Top chords connected as follows:2x4-1 row at 0-9-0 oc. — L.L Bottom chords connected as follows:2x6-2 rows staggered at 0-7-0 oc. ..{T _ Webs connected as follows:2x4-1 row at 0-9-0 oc. /`+ 2)At!loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B).,unless otherwise indicated. s STATE OF \ 31 Unbalanced roof live loads have been considered for this design. •, F P, •, 4)Wnd.ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph,TCDL=4.2psf;BCDL=3.Opsf,h=25ft;Cat.I1; Exp C;Encl.,GCpi=0.16;MWFRS(envelope); Lumber DOL=1.60 plate grip DOL=1.60 �1 I \ 5j Provide adequate drainage to prevent water ponding. /t /O N A F+ � 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-"wide will fit between the bottom chord and any other members. 8)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except at--lb)8=733,5=825. .Oj"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11 j Hangers)or other connection device(s)shall be provided sufficient to support concentrated load(s)3 Ib down and 84 Ib up at 2-3-15,2 Ib down and 73 Ib up at 3-1-1,and 2 Ib down and 73 to up at 5-0-15.and 39 Ib down and 95 Ib up at 5-10-1 on top chord,and 4 Ib down and 37 Ib up at 2-3-15,1338 Ib j down and 378 Ib up at 2-5-0,4 Ib down and 20 Ib up at 3-1-1,1338 Ib down and 380 Ib up at 4-5-0,4 Ib down and 20 Ib up at 5-D-15,and 4 Ib down and 37 to up at 5-10-1,and 1338 Ib down and 380 lb up at 6-5-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 12)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. ! 13)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 14)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 March 24,201: t ® WARMNG-Verity design parameters and READNOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mfi-7473 BEFOP.E USE. 1 Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consu8 ANSVTPI1 Duality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofric Drive,Madison,W 53719. ob ITruss Truss Type Qty Ply 19517608 I 1829' T83 Hip Truss 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:02:012015 Page 1 ID:?bOLzXtEK1 AGgjc?Rj82eTzgXgr-QleGroCgGYz5Nc33EeLHOmu2bmom239yTkPQPezXj9a 3-0-0 848-0 1148-0 3-0-0 5-M 3-0-0 s�.r-1:1►A I I = s.e= 7 B J T2 tLO152- .17 � NR V.N T1 1 6I 91 l 6 B 10 s 2a�II it= sa= a'4_ 34.0 8$-0 11-8-0 I 3.0-0 5-8-0 3-0-0 Plate Offsets(X Y): I2:0--0 D-241 LOADING(psi SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) -0.03 5-0 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.27 Vert(TL) -0.06 5-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.01 4 n/a nfa BCDL 5.0 Code FBC20101TP12007 (Matrix) I Weight:49 Ib FT=20% LUMBER BRACING TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-11-11 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed Fdunng truss erection in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=37410-74 (min.0-1-8),4=374/0-74 (min.D-1-8) Max Horz 1=-48(LC 4) Max Up1Al1=-305(LC 8),4=305(LC 9) Max Grav 1=443(LC 2),4=443(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-7211520,2-7=-592/467,7.8=5921467,3-8=-592/467,34=-721/520 \� ��._ .• •. ,[� BOT CHORD 1-0=433/587,6-9=4291591,9-10-429/591,5-10=4291591,4-5=408/587 ` \�tN.*,,,, •,` /i NOTES (11-13) 1)Unbalanced roof live loads have been considered for this design. 34869 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph,TCDL=4.2psf,BCDL=3.Opsf,h=25ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) 7 = Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •• 5)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom,— chord and any other members. STlATE OF `V 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 1 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=lb)1=305,4=305. , F P ••' �� 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. S1 '• �Rj©• 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)53 Ib down and 202 Ib up at 3-0-0,21 Ib down and 96 Ib �� I l �\ up at 5-0-12,and 21 Ib down and 96 Ib up at 6-7-4,and 53 Ib clown and 202 Ib up at 8-8-0 on top chord,and 32 Ib down and 2 Ib up al 3-0-0,12 Ib down -/� O N A i•' and 2 Ib up at 5-0-12,and 12 Ib down and 2 Ib up at 6-7-4,and 32 to down and 2 Ib up at 8-74 on bottom chord. The design/selection of such connection //t j j I( ' It\\ \` device(s)is the responsibility of others. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 11)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 12)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 13)Truss Design Engineer Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard 1)Regular Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=44,2-3=44,34=44,14=-10 j Concentrated Loads(lb) Vert:2=43(F)3=-43(F)6=-11(F)5=11(F)7=-17(F)8=17(F)9=-4(F)10=-0(F) March 24.201: WARMING-VerK design varamerers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I17473 BEFORE USE. - Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 1 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay rm fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPI1 Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. 1 j IJob Truss Truss TypeQty Ply 19517610 1829 T85 Common Truss 5 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:02:02 2015 Page 1 ID?bOLzXtEKIAGgjc?Rj82eTzgXgr-uyCeB8DI0s5y?meFnMsWw_REMA5FnWJ5i09_x4zXj9Z 5-10-0 1148-0 5-10-0 510-0 . _ _ �= SaM•rD0 2 7.00 12 vn Li s r 42.4 II y4= s4= yg II 5.10-0 11-2.8 11.8-0 5-10-0 548 Plate Offsets K 3:0-0-120-0-2 [3:0-0-12,0-6-91 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.03 3-4 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.39 Vert(TL) -0.06 3-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.01 3 n/a n1a I BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:43 lb F7=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed WEDGE durin truss erection,in accordance with Stabilizer Installation uide. Right:2x4 SP No.3 REACTIONS (Ib/size) 1=303/0-7-4 (min.0-1-8),3=303/0-3-8 (min.0-1-8) kl Max Uplift 1=-97(C1S,12),3=-98(LC 13) \\,\S( (j(I j/ Max Grav 1=359(LC 2),3= \�\359(LC 2) `\\� FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. io, TOPCHORD 1-2=-599/253,2-3=-597/252BOTCHORD 1-4=-120/407,3-4=-120/407NOTES (8-10) 348691)Unbalanced roof live loads have been considered for this design.2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf:BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope)-and C-C Exterior(2)zone,cantilever right exposed;C-C for members and forces 8 MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1.603)This truss has been designedfora 10.0 psf bottom chord live load nonconcurrentwith any otherlive loads.4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom-chord and any other members. ATE 0�5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi.6;Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,3. OR1 P V 17)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the ///✓✓ rO N A` v \\ responsibility of the building designer per ANSI TPI 1 as referenced by the building code. / 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE. 10)Truss Design Engineer Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 i LOAD CASE(S) Standard II i i March 24,201: 4t'AP.NING-VerNy desior parametea aid READ NOTES ON THIS AIrD INCLUDED R M,TEKEFERENCE PAGE MY-747:?BE=ORE USE jDesign valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown ill is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing.consult ANSIRPI1 Quality Criteria,DSB-89 and BCSYI Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofno Drive,Madison,W 53719. Nob ,Truss 1 Truss Type Qty Ply f 1 19517611 1641829 T86 Hip Truss 1 1 J b Reference(optional Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:02:02 2015 Page 2 ID:?bOLz.XtEKI AGqjc?Rj82eTzgXgr-uyCeB8DI0s5y?meFnMsWw_RDGA7znM5iO9_x4zXj9Z l LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:2=43(B)3=-46(B)6=-11(By 5=11(B)7=17(13)8=-17(B)9=-4(B)10=-4(B) I I i I I III I I I II I A WARN.rNG=Writy design parameters and READ NOES ON TNtS AND IN=VDEO 01)7I7EKREr12ENCE PAI§k hi0-7479 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. l erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control.storage.delivery,erection and bracing.consult ANSVTPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofno Drive,Madison.WI 53719. bob Truss Truss Type Qty Ply i 19517613 1829 ITG02 Special Truss 2 1L, Refer n o tional Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012.Tek Industries,Inc. Tue Mar 24 13:02,03 2015 Pagel ID:?bOLzXtEKI AGgjc?Rj82eTzgXgr-M8m000DwnADpdvDSL3NITBzQgaKBWgzFw2uXTXzXj9Y 2-10.14 5�0 8-5-2 y 1'4-0 13 5 8 16 4 6 19-1-8 21-11-12 22-10-4 2-10-14 2-9-2 2-9-2 2-10.14 2-11 2-10.14 2-9 2 2-10 4 0.10 N4 II 340= b4= a4 II 3s4 II 3.4= 2a4 II t 3 3 4 8 8 7 e B'— to i �e �e A, All ffl „= ,3 Z\ 18 ,B Is s Is u m se= U4= 3.4= a's= 3.e= 4.6= 13 3a= ae II 5-8-0114-0 135 8 19 1 8 21-11-12 22-104, 5-8-0 5-M 2-1$ 5-M 2-ID-4 '0-10-8, Plate Offsets X Y: 4:0.2-12.0-1-8 I LOADING(pst) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 50.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.19 18-19 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.28 18-19 >982 240 BCLL 0.0 i Rep Stress Incr YES WB 0.69 Horz(TL) 0.08 13 n/a n/a BCDL 5.0I Code FBC20101rP12007 (Matrix) Weight:1371b FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-4 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. i WEBS 2x4 SP No-3 'Tel recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 20=1185/M-12 (min.0.1-12),13=1185/0.3-8 (min.0-1-12) Max Grav 20=1467(LC 2),13=1467(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2037/0,34=-2037/0,4-5--2037/0,5-6=-2685/0,6-7=-2685/0,7-8=-2685/,8-9=-1482/0, 11-14=-1239/0,11-12=1028/0,12-13=-1 328/0 \� US.•S'K / �// i,, BOT CHORD 19-20=0/1191,18-19=02541,17-18=02665,16-17=02208,15-16=02208,14-15=0/10B4 C WEBS 3-19=-302/0,12-14=0/1453,7-17=-427/0,2-20=1751/0,2-19=0/1259,5-19=751/0,9-15=0/686, �� J�•' ,�� 11-15=0/426,9-11=-177010,B-17 /710,8-15--1079/0 '. NOTES (6-8) 3486 1)Provide adequate drainage to prevent water ponding. _ 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - e--09, 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom• LJ.. _ chord and any other members.4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. !i.5)"Semi-rigid pitchbreaks inducting heels"Member end fixity model was used in the analysis and design of this truss. ATE OF W6)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is theresponsibility of the building designer per ANSI TPI 1 as referenced by the building code. OR17)Note:Visually graded lumber designation SRrepresents new lumber design values as per SPIE. 8)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd,Boynton Beach,FL 33435 �j� / O NM- 1 LOAD CASE(S) Standard �l� I ` i it I I March 24,201: - -A.yuARN)NO-V.ertty design pararoeiers and REAL NOTES ON TH:$Ano INCLUDED M!7PY,REFERENCE PAGE M!1-%473 BEFORE USE i i Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 1 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity,of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay 1 fabrication,quality controlstorage,delivery,erection and bracing,consult ANSUIPII Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison,WI 53719. Job (Truss Truss Type (city Ply I r 19517615 1829 ITGD4Monopdch Truss 3 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:02:04 2015 Page 1 ID:?hOLzXtEKt AGqjc?Rj82eTzgXgr-rKKOogEYYTLgE3cevnu_OP WWCzsmFQh09ie4OzzXjgX 1-11-10 __3-7-0 r 1-11-10 1-7-6 s.e= 4a6 a sor•ry 2 3 T2 &W s i � In vrt I d et 5 4 24 II e!_ I 2a- 1-11-10 __3-7-0 1-11-10 1-7-6 Plate Offsets X Y: 2:0.6-0 D-2-8 3:Ed a 0-3-8 4:0-3-0.0-3-4 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.71 Vert(LL) -0.00 5 >999 360 MT20 244/190 TCDL 10.0 I Lumber Increase 1.00 BC 0.13 Vart(TL) -0.00 5 >999 240 BCLL 0.0 Rep Stress Ina NO WB 0.09 Horz(TL) 0.00 4 n/a n1a BCDL 5.0 Code FBC2010ITP12007 (Matrix) Wind(LL) 0.00 5 >999 240 Weight:1513 FT=20% LUMBER BRACING TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTekrecommends that Stabilizers and required cross bracing be installed j tluring truss erection in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=436/0-7-4 (min.0-10,4=250/Mechanical Max Horz 1=38(LC 12) Max Uplift 1=-95(LC 12),4=-61(LC 9) Max Grant 1=533(1-C 2),4=305(1-C 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \� S S k �/� TOP CHORD 1-6=-522271 BOT CHORD 1-5=-204/310,4-5=-200/310 `V•.' �GENF WEBS 2-4=-379245 7 i r NOTES (9-12) _ * 34869 1)Wind:ASCE 7-10,Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf,h=25ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope)— and C-C Exterior(2)zone;C-C for members and forces&MVWRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 t 2)Provide adequate drainage to prevent water ponding. _- 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - 4)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom— t,, chord and any other members. STATE DP `V i 5)All bearings are assumed to be SP No.2 cushing capacity of 565 psi. -`'. ••'��\ 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 It,uplift at joint(s)1,4. '•, t; p. , 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. '• �f2�0- �\ 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)499 Ib down and 306 Ib up at 1-1-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. ,/ �O /�'��+ \�\\ 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 11)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 12)Use Simpson HTU26 to attach Truss to Carrying member LOAD CASE(S) Standard 1)Regular.Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-2=-80,14=-10,2-3=-80 Concentrated Loads(lb) Vert 6=-403 I I [\A arch 24,201: WARNING-Verify de sign parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERENCE PAGE Mn-747:BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity,of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 11 D9 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTPII Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute 583 D'Onofno Drive,Madison,WI 53719. ;Job ,Truss r Truss Type Ply 19517616 1829 TG05 MONOPITCH TRUSS 2 Job Reference o tional Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Mar 24 13:02:05 2015 Page 2 ID:?bOLzXtEK1 AGgjc?Rj82eTzgXgr-JXunpAFBJnTXsDNgTUPDYc3oBNCgztRYOMNeYPAgW LOAD CASE(S) Standard 1)Regular.Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-6=-80,2-6=182,1-4=-10,2-3=182 Concentrated Loads(Ib) Vert:3=2000 6=245 7=-200 I I I I I j i i i � I A WARNING-Verify design parameters and READ NOTES ONTHIS AND[N.,LUDED ML EK c-a-�ERENCE PAGE M11-7473 BEFOREUSE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support Y individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius LBB PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,ouality controlstorage,delivery.erection and bracing,consult ANSVTPIII Quality CrReria,DSB-89 and BCS11 Building Component Boynton Beadh,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofno Drive,Madison,WI 53719- -